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Home My WebLink About; Calvary Chapel; Preliminary Drainage Study; 2004-10-26PRELIMINARY DRAINAGE STUDY FOR CALVARY CHAPEL Job No. 021043 Revised: October 26,2004 Revised: October 12,2004 Revised: August 5,2004 January 12,2004 Prepared by: O'DAY CONSULTANTS, INC. 2710 Loker Ave West Suite 100 Carlsbad, California 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 3 Keith . Hansen TABLE OF CONTENTS SECTION 1 INTRODUCTION Purpose of Study Scope Soils Groups Land Uses Rational Method Description Peak Flow Detention Basin Flow Control Overflow Spillway STUDY AREA HYDROLOGY ANALYSIS CONCLUSION SECTION 2 Vicinity Map Runoff Coefficients, San Diego County Hydrology Manual Isopluvial Maps, San Diego County Hydrology Manual 2-Year, 6-Hour 2-Year, 24-Hour 1 0-Year, 6-Hour 1 0-Year, 24-Hour 100-Year, 6-Hour lOO-Year, 24-Hour San Diego County Soils Interpretation Study, San Diego County Hydrolosy Manual Overland Time of Flow Nomograph - Figure 3-3, San Diego County Hydrology Manual Intensity-Duration Design Chart - Figure 3-1, Sun Diego County Hydrology Manual SECTION 3 Hydrology 2-year Analysis Existing Condition Proposed Condition SECTION 4 Hydrology 10-year Analysis Existing Condition Proposed Condition SECTION 5 Hydrology 100-year Analysis Existing Condition Proposed Condition SECTION 6 Geotechnical Investigation Proposed Carlsbad Promenade Commercial Development, Leighton and Associates Geotechnical and Environmental Engineering Consultants SECTION 7 Exhibit A Exhibit B Drainage Map - Existing Drainage Map - Proposed G:\jobsV002\971039~~1ellminaly Drainage Study\9739-hydm.dac INTRODUCTION Purpose of Study The purpose of this drainage study is to determine the runoff quantities and analyze the required storm drainage systems for Calvary Chapel. Scope This study analyzes the 2, 10, and 100-year peak flows for the existing and proposed conditions of Calvary Chapel and a detention basin size was approximated in order to mitigate increased flow rates. STUDY AREA Soils Groups Type D soils per the San Diego County Soils Interpretation Study were used to analyze the site. The soils investigation was conducted by Leighton and Associates Geotechnical and Environmental Engineering Consultants. Land Use The site is currently undeveloped. Proposed development will consist of a general parking area, three buildings, and two future buildings. The proposed land use will be modeled as general commercial use per the San Diego Hydrology Manual for the purpose of this drainage study. HYDROLOGY The rational method for storm water runoff was used for this study according to the County of San Diego Hydrology Manual and Design Procedure Manual. Rational Method Description The rational method, as described in the 2003 San Diego County Flood ControlkIydrology Manual, is used to estimate surface runoff flows. The basic equation: Q = CIA C =runoff coefficient (varies with surface) I = intensity (varies with time of concentration) A = area in acres A computer program developed by CivilCADD/CIVILDESIG" Engineering Software ' 2003, Version 7.3, was used to determine the times of concentration and corresponding intensities and flows for the various hydrological processes performed in this model. This program also determines the street flow and pipe flow characteristics for each segment modeled. Program Process The rational method program is a computer-aided design progam where the user develops a node link model of the watershed. The node link model is created by developing independent node link models of each interior watershed and linking these submodels together at confluence points. The program has the capability of performing calculations for 1 1 different hydrologic and hydraulic processes. These processes are assigned and printed in the output. They are as follows: 1. Initial sub-area input, top of stream. 2. Street flow through sub-area, includes sub-area runoff 3. Addition of runoff from sub-area to stream. 4. Street inlet and parallel street and pipe flow and area. 5. Pipe flow travel time (program estimated pipe size). 6. Pipe flow travel time (user-specified pipe size). 7. Improved channel travel - Area add option. 8. Irregular channel travel time - Area add option. 9. User-specified entry of data at a point. 10. Confluence at downstream point in current stream. 1 1. Confluence of main streams. ANALYSIS Peak Flows Peak flows were calculated for the existing and proposed conditions for the 2,10 and 100-year storms. See sections 3,4 and 5 for runoff calculations. Runoff rates for the 2 and 10-year storms were kept at or below existing levels per the City’s Standard Urban Stormwater Management Program (SUSMP). See section 7, exhibit A for existing basin boundaries and exhibit B for proposed basin boundaries. The following table is the peak flow summary. Peak Flow Summary 1 Detention Basin Only the upper portion of basin A will be developed, however development of this upstream portion will change the flow patterns of the entire basin. For this reason, project flow has been analyzed at the point where runoff leaves the property boundary, not at the development discharge location. This method of analysis will ensure downstream properties do not encounter increased runoff. Table-1 was used to assess the impact of the development on the time of concentration of the downstream portion of basin A and estimate the allowable outflow from the detention pond associated with that time of concentration. The first column of Table-1 represents the time to peak outflow from the detention basin in minutes. The second column represents the outflow from basin A-22 when the rainfall intensity with the corresponding Tc is applied. The third column represents the existing (allowable) peak flow from basin A minus the outflow from basin A-22 at the corresponding Tc (column 2). This value represents the discharge allowable from the detention basin before peak flow is increased at the subdivision boundary. The fourth column represents the peak discharge of a detention basin designed to reach maximum capacity at the time shown in column one. If the peak discharge is less than or equal to the allowable then the peak flow rate has not been increased. The most volume efficient design will have the highest peak discharge that does not exceed allowable outflow. The outlet structure will be designed to discharge under this flow rate. The allowable discharge was then used to size an outlet structure for the pond and the entire system was modeled within the Hydrograph Routing Program developed by CivilDesigns. A runoff hydrograph was generated for the developed portion of basin A and routed through the pond. The junction analysis was then used to combine the pond outflow and runoff from basin A-22. Pond geometry and the outlet structure were iteratively modified until the peak flows at the property boundary were less than predevelopment flow rates. Results are as follows: Table-2 Detention Basin Result Summarv 2-YEAR 1 13.71 CfS I 3.05 CfS I 3.28 fi 1 6500 Cf IO-YEAR I 19.76cfs 1 4.55~3~ I 4.92fi I 9800 cf The 100-year event causes the pond to overflow at a rate of 30.31cfs The detention basin will be located at the northerly portion of the development. The basin will have walls on all sides and will be approximately 5.5 feet deep. The basin bottom elevation will be approximately 274.5. An overtlow spillway will be set at 279.5 and the top of the basin will be at 280.0. The storage volume of the detention basin before it begins to discharge over the spill way is 9,900 cf. The detention basin is analyzed for the 2 and IO-year storm event. The detention basin will discharge flows upstream of the northerly property line. The controlling discharge rate will be the flow rate leaving the northerly property line since additional onsite flows downstream of the detention basin will affect the discharge rate leaving the site. There will be no development downstream of the detention basin. Flow Control - The flow control system will be designed to approximately match the existing peak flow rates for the 2 and 10-year storm events. The allowable discharge rates are discussed in the detention basin section above. The flow control structure will be placed at the northerly end of the pond and will discharge flows northeasterly into an existing flow path. Overtlow Spillway An overflow spillway is designed to convey the 100-year storm peak flow entering the detention basin. The overflow spillway will be located on the northerly detention basin embankment. The overflow spillway will be approximately 15 feet long at the bottom elevation 279.5. The water surface depth will be approximately 0.2 feet from the bottom of the spillway during the 100-year storm event. The top of the overflow spillway will be set at elevation 280.0 and will provide approximately 0.3 feet of fieeboard during the 1 00-year storm event. CONCLUSION The detention basin located within Basin A will detain developed peak flows for the 2, and 10-year storm event. The detention basin will detain approximately 9,800 cubic feet during the 10-year storm event. The flow control structure will discharge stormwater and match the approximated 2 and 10-year storm allowable peak flows. An overflow spillway will adequately convey the developed 100-year peak flow. The peak flows generated for Basins B thru D will not impact existing downstream drainage systems due to reduced tributary area offsetting increased runoff coefficients. Reduced flows from basin B will outlet to an existing storm drain, which then flows under Poinsettia Lane, and outlets south of Poinsettia. The outlet area south of Poinsettia is currently a basin that is susceptible to minor ponding and/or erosion. This issue has been addressed by the city and a solution is in the process of being formulated. Basin C will outlet into the existing storm drain system at the northeast comer of Aviara Parkway and Poinsettia Lane. The peak flow for Basin D has not been increased and runs north in the street and gutter on the east side of Aviara Parkway. - . CITY OF ENClNlTAS VICINITY MAP NO SCAU Table 3-1 RUNOFF COEFFICIENTS FORURBAN AaEhs p-opm~prc Repidential1.ODWAorkrs Residentid, 2.0 DUIA or 1- Rc0idcati.L 2.9 DUIA or lcrs Residential. 4.3 DUIA or less RcsidcobhL 73 WIA or lesp Rooidcntht. 10.9 DUIA or *sa ResideotipL 14.5 DUIA or less Rwidmtial, 24.0 DUIA or *sa Ibiddhl43.0 DIJIA or lers cc 91 GenenlcnmnscLl Offia ProfrsshaU~ LimitsdInduslrial ~~~ ~ Rmloff- .“c“ soil TYW %IMP= A B C D 0. 020 0.25 030 0.35 10 027 0.32 036 0.41 20 034 038 0.42 0.46 25 038 0.41 0.45 0.49 30 0.41 0.45 0.48 0.52 40 0.48 0.51 0.54 0.57 45 0.52 0.54 0.57 0.M) 50 0.55 0.58 0.60 0.63 65 0.66 0.61 0.69 0.71 80 0.76 on 0.78 0.79 80 0.76 o.n 0.78 0.79 85 0.80 0.80 0.81 0.82 90 0.83 0.84 0.84 0.85 90 0.83 0.84 0.84 0.85 95 0.87 0.87 0.87 0.87 . ,. County of San Diego Hydrology Manual DUIMPLE. Wen: Wabrcouur Di&me(D) = 70 Feat skpe (fa) -1.3% Fhnoff COefMent (C) = 0.41 wFbwnmem= 0.5~i~tes , ;olwm:AipwtDdnsge, Fedma! AVietiOnMminis~. 1965 FIGURE 1.8 (1.14) VE- 8s T= 313 Rational Formula - Overland Time of Flow Nomogreph -. I 3-1 ...- I EXISTING CONDITION _. 8'' i i BASIN A L i San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/26/04 ........................................................................ Calvary Chapel Existing Condition, 2-Year Event, Basin 'A' File: 9739exA2 Prepared: Oct. 2004 .- c ********* Hydrology Study Control Information ********** Program License Serial Number 5014 ________________-__---~------------------------------------------------- Rational hydrology study storm event year is 2.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches1 = 1.200 24 hour precipitation(inches) = 1.900 P6/P24 = 63.2% San Diego hydrology manual IC' values used t+tt+tt+tt++++ttttt++++++t+t+++tttt++t++t+++t++++++++tt++t+t+t+++ttt+t Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 ipermanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 555.0001Ft.) Highest elevation = 307.000(Ft.) Lowest elevation = 281.000(Ft.) Elevation difference = 26.000(Ft.) Slope = 4.685 % Top of Initial Area Slope adjusted by User to 2.610 % Bottom of Initial Area Slope adjusted by User to 5.680 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 2.61 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.81 minutes TC = [1.8*(1.l-C)*distance(Ft.)^.5)/(% slopeA(l/3)1 TC = [1.8*(1.1-0.3500)*( 100.000".5)/( 2.610*(1/3)1= 9.81 The initial area total distance of 555.00 (Ft.) entered leaves a remaining distance of 455.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.62 minutes Permanent Open Space ,-- for a distance of 455.00 (Ft.) and a slope of 5.68 % with an elevation difference of 25.84(Ft.) from the end of the top area Tt = 111.9'lenath(Mi)A3)/(elevation chanqe(Ft.))lA.385 *60(min/hr) = -2.623 Minutes Tt=[(11.9*0.0862"3)/( 25.84)1^.385= 2.62 Total initial area Ti = 9.81 minutes from Fiaure 3-3 formula ulus 2.62 minutes from the Figure 3-4 formula = i2.43 minutes Rainfall intensity (I) = 1.757(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 3.297(CFS) Total initial stream area = 5.3601Ac.) ...................................................................... Process from Point/Station 2.000 to Point/Station 3.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 4.626(CFS) Depth of flow = 0.675(Ft.), Average velocity = 5.076(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 6.00 2 12.00 0.00 3 24.00 6.00 Manning's 'N' friction factor = 0.045 Sub-channel flow = 4.626(CFS) ________________________________________------------------------- flow top width = 2.700(Ft.) velocity= 5.076(Ft/s) area = 0.911 (Sq. Ft) Froude number = 1.540 Upstream point elevation = 281.000(Ft.) Downstream point elevation = 218.000(Ft.) Flow length = 540.000(Ft.) Travel time = 1.71 min. Time of concentration = 14.20 min. Depth of flow = 0.675(Ft.) Average velocity = 5.076(Ft/s) Total irregular channel flow = 4.626(CFS) Irregular channel normal depth above invert elev. = 0.675(Ft.) Average velocity of channelis) = 5.0J6(Ft/s) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Adding area flow to channel Decimal fraction soil group D = 1.000 FUNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 1.612(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 3.651 Subarea runotf = 2.590(CFS) for 5.07 0 ( Ac . ) Total runoff = 5.88 6 (CFS) Total area = 10.430(Ac.) Depth of flow = 0.739(Ft.), Average velocity = 5.391(Ft/s) , ..,. /"/! < ,...: ,, ~ . .,.:,, . , .~ , . . BASIN B f San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology San Diego County Flood Control Division 2003 hydrology manual program based on Rational Hydrology Study Date: 10/25/04 ........................................................................ Calvary Chapel Existing Condition, 2-year event, Basin 'B' File: 9737exB2 Prepared: Oct. 2004 - \ ********* Hydrology Study Control Information ******+*** Program License Serial Number 5014 _______----__-----______________________-------------------------------- Rational hydrology study storm event year is 2.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.200 24 hour precipitation(inches) = 1.900 P6/P24 = 63.2% San Diego hydrology manual 'C' values used ++t+++t+t+tt+++++++++t++++++tt++++t+tt+++++++++t+t+tt+++++++t+++++tt++ Process from Point/Station 41.000 to Point/Station 42.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 400.000(Ft.) Highest elevation = 305.700(Ft.) Lowest elevation = 278.000(Ft.) Elevation difference = 27.700(Ft.) Slope = 6.925 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.92 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.08 minutes [UNDISTURBED NATURAL TERRAIN 1 Permanent Open Space TC = [1.8*(l.l-C)*distance(Ft.)^.S)/(% slopeA(l/3)1 TC = ri.8+(i.i-o.3500)*~ 100.O0OA.5)/( 6.925"11/3)1= 7.08 The initial area total distance of 400.00 (Ft.) entered leaves a remaining distance of 300.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.76 minutes for a distance of 300.00 (Ft.) and a slope of 6.92 B with an elevation difference of 20.78(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))l".385 *60(min/hr) Tt=[(11.9*0.0568"3)/( 20.78)1".385= 1.76 Total initial area Ti = 7.08 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 2.188(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 5.047(CFS) Total initial stream area = 6.590(Ac.) 1.764 Minutes - - 1.76 minutes from the Figure 3-4 formula = 8.85 minutes ++++ttttttt+++tt+++++++tt+++ttt+tt+t+tt+t+++ttt++tt+++t++++++tttt+tt+t Process from Point/Station 42.000 to Point/Station 43.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 278.000(Ft.) Downstream point elevation = 274.400(Ft.) Channel length thru subarea = 360.000(Ft.) Channel base width = 0.000LFt.) Slope or '2' of left channel bank = 1.250 Slope or '2' of right channel bank = 1.250 Estimated mean flow rate at midpoint of channel = 5.335 (CFS) Manning's 'N' = 0.015 Maximum depth of channel = l.OOO(Ft.) Flow(q) thru subarea = 5.335 (CFS) Depth of flow = 0.923(Ft.), Average velocity = 5.015(Ft/s) Channel flow top width = 2.306(Ft.) Flow Velocity = 5.02(Ft/s) Travel time = 1.20 min. Time of concentration = 10.04 min. Critical depth = 1.023 (Ft.) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 2.016(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.392 CA = 2.831 Subarea runoff = 0.662(CFS) for 0.640 (Ac. ) Total runoff = 5.709(CFS) Total area = 7.230 (Ac. ) Depth of flow = 0.946(Ft.), Average velocity = 5.101(Ft/s) Critical depth = 1.047 (Ft.) End of computations, total study area = 7.230 (Ac.) Adding area flow to channel [COMMERCIAL area type 1 , . . I. , . .. . .' , . . . ,, , . . , )_:l ,, BASIN C (- San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/25/04 Calvary Chapel Existing Condition, 2-Year Event, Basin 'C' File: 9739exC2 Prepared: Oct. 2004 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 2.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.200 24 hour precipitation(inches) = 1.900 P6/P24 = 63.2% San Diego hydrology manual 'C' values used ...................................................................... Process from Point/Station 31.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 302.000(Ft.) Lowest elevation = 285.600(Ft.) Elevation difference = 16.400(Ft.) Slope = 32.800 % Top of Initial Area Slope adjusted by User to 30.000 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)1 TC = [l. 8* (1.1-0.3500) * ( 100.000". 5) / ( 30.000" (1/3) I= 4.34 Calculated TC of 4.345 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Permanent Open Space Subarea runoff = 0.022 (CFS) Total initial stream area = 0.020 (Ac . ) +++t++t+t++++t+++++++t+t+++ttt++++++++t++t++t+++++t++t+++t+++++tt+++tt Process from Point/Station 32.000 to Point/Station 33.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 285.600(Ft.) End of street segment elevation = 270.640(Ft.) Length of street segment = 880.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = lO.OOO(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.072(CFS) Depth of flow = 0.331(Ft.), Average velocity = 2.927(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.731(Ft.) Flow velocity = 2.93(Ft/s) Travel time = 5.01 min. TC = 9.36 min. Adding area flow to street User specified 'C' value of 0.559 given for subarea Rainfall intensity = 2.lll(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.559 CA = 2.940 Subarea runoff = 6.184(CFS) for 5.240 (Ac. ) Total runoff = 6.206cCFS) Total area = 5.260(Ac.) Street flow at end of street = 6.206(CFS) Half street flow at end of street = 6.206 (CFS) Depth of flow = 0.397(Ft.), Average velocity = 3.444(Ft/s) Flow width (from curb towards crown)= 13.036(Ft.) End of computations, total study area = 5.260 (Ac.) ,- BASIN D San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/25/04 Program License Serial Number 5014 Rational hydrology study storm event year is 2.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.200 24 hour precipitation(inches) = 1.900 P6/P24 = 63.2% San Diego hydrology manual 'C' values used tttt+tttttt++ttttttt+tttt+ttt++t+tttttt+tt+ttt++ttt+t+tt++t+t+tt+ttt+t **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 210.000(Ft.) Highest elevation = 293.000(Ft.) Lowest elevation = 284.000(Ft.) Elevation difference = 9.000(Ft.) Slope = 4.286 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.29 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.31 minutes TC = [1.8* (1.1-C) *distance (Ft.) ^.5) / (% slope^ (1/3) I TC = [1.6*(1.1-0.3500)*( 100.000^.5)/( 4.286^(1/3)1= 8.31 The initial area total distance of 210.00 (Ft.) entered leaves a remaining distance of 110.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.98 minutes for a distance of 110.00 (Ft.) and a slope of 4.29 % with an elevation difference of 4.71(Ft.) from the end of the top area Process from Point/Station 11.000 to Point/Station 12.000 [UNDISTURBED NATURAL TERRAIN I Permanent Open Space Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) Tt=[(11.9*0.0208"3)/( 4.71)1".385= 0.98 Total initial area Ti = 8.31 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 2.120(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.538 (CFS) Total initial stream area = 0.725(Ac.) 0.980 Minutes - - 0.38 minutes from the Figure 3-4 formula = 9.29 minutes ttttttt+tt+tttt+++ttttt+tttttt++++tttt++++tt+tt+++t+ttt+tttt+ttt+ttt++ Process from Point/Station 12.000 to Point/Station 13.000 **** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION **** Top of street segment elevation = 284.000(Ft.) End of street segment elevation = 281.500(Ft.) Length of street segment = 125.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.1300 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.148 (CFS) Depth of flow = 0.353(Ft.), Average velocity = 0.901(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.822(Ft.) Flow velocity = 0.90(Ft/s) Travel time = 2.31 min. TC = 11.60 min. Adding area flow to street User specified 'C' value of 0.820 given for subarea Rainfall intensity = 1.837(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.992 Subarea runoff = 1.285(CFS) for 0.485 (Ac. ) Total runoff = 1.823 (CFS) Total area = 1.210 (Ac. ) Street flow at end of street = 1.82 3 (CFS) Half street flow at end of street = 1.8231CFS) Depth of flow = 0.391(Ft.), Average velocity = 1.057(Ft/s) Flow width (from curb towards crown)= 12.736(Ft.) End of computations, total study area = 1.210 (Ac.) PROPOSED CONDITION BASIN A G San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/26/04 Calvary Chapel Proposed Condition, 2-Year Event, Basin 'A' File: 9739prA2 Prepared: Oct. 2004 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 _________-----____--------__-----------_-------------------------------- Rational hydrology study storm event year is 2.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.200 24 hour precipitation(inches) = 1.900 P6/P24 = 63.2% San Diego hydrology manual 'C' values used ...................................................................... Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 84.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.800(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.190 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.19 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.68 minutes TC = [ 1.8* (I. 1-C) *distance (Ft. ) ". 5) / (% slopeA (1/3) ] The initial area total distance of 84.00 (Ft.) entered leaves a remaining distance of 24.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.50 minutes for a distance of 24.00 (Ft.) and a slope of 1.19 8 with an elevation difference of 0.29(Ft.) from the end of the top area General Commercial TC = [l. 8' (1.1-0.8200) * ( 60. OOOA. 5)/ ( 1.190'' (1/3) I= 3.68 .L Tt = [ll. 9*length(Mi) ^3) / (elevation change(Ft.) ) 1".385 *60(min/hr) Tt=[(11.9*0.0045"3)/( 0.29)1^.385= 0.50 Total initial area Ti = 3.68 minutes from Figure 3-3 formula plus Calculated TC of 4.181 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.881 (CFS) Total initial stream area = 0 .34 0 ( Ac . ) = 0.497 Minutes 0.50 minutes from the Figure 3-4 formula = 4.18 minutes ...................................................................... Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 300.800(Ft.) Downstream point/station elevation = 299.400(Ft.) Pipe length = 144.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.881(CFS) .. Given pipe size = - 12.00(In.) Calculated individual DiDe flow = 0.8811CF.S) II Normal flow depth in pipe = 4.10(In.) Flow top width inside pipe = 11.38(In.) Critical Depth = 4.72(In.) Pipe flow velocity = 3.72(Ft/s) Travel time through pipe = 0.64 min. Time of concentration (TC) = 4.83 min. ...................................................................... Process from Point/Station 302.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.340(Ac.) Runoff from this stream = 0.881(CFS) Time of concentration = 4.83 min. Rainfall intensity = 3.162 (In/Hr) Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 304.000 to Point/Station 303.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 62.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.800(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.613 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: _- The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.61 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.72 minutes TC = [l.E*(l.l-C)*distance(Ft.)^.5)/(% slope"(l/3)1 Calculated TC of 3.722 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.985 (CFS) Total initial stream area = 0.380 (Ac . ) General Commercial TC = [l. 8* (1.1-0.8200) * ( 75.000A. 5) / ( 1.613^ (1/3) I= 3.72 ++t+tt+++++++++t++++++++++++t+++++t++t++++tt++t+++++ttt+++++++++t+++++ Process from Point/Station 304.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.380 (Ac . ) Runoff from this stream = 0.985(CFS) Time of concentration = 3.72 min. Rainfall intensity = 3.162(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.881 4.83 2 0.985 3.72 Qmax(1) = 1.000 * 1.000 * 0.881) 1.000 * 1.000 * 0.985) Qmax(2) = 1.000 * 0.771 0.8811 1.000 * 1.000 * 0.9ssj Total of 2 main streams to confluence: Flow rates before confluence point: 0.881 0.985 Maximum flow rates at confluence using 1.867 1.665 Area of streams before confluence: 0.340 0.380 Results of confluence: Total flow rate = 1.867 (CFS) Time of concentration = 4.826 min. Effective stream area after confluence 3.162 3.162 + t= 1.867 t t= 1.665 above data: 0.720 (Ac. ) - - +++++t++tt+++t+++++++++t+t++++++t++t+++++++tt+++++t++++tt+tt++++tt++++ Process from Point/Station 303.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 299.000(Ft.) Downstream point/station elevation = 298.500iFt.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.8 67 (CFS) Given pipe size = 12.00 (In. ) Calculated individual pipe flow = 1.867(CFS) Normal flow depth in pipe = 6.17(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 6.98(In.) Pipe flow velocity = 4.59(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 5.01 min. ...................................................................... Process from Point/Station 303.000 to Point/Station 305.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.720 (Ac. ) Runoff from this stream = 1.867(CFS) Time of concentration = 5.01 min. Rainfall intensity = 3.159 (In/Hr) Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 306.000 to Point/Station 305.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.800(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.538 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.54 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.78 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)1 TC = [1.8*(1.1-0.8200)*( 75.000^.5)/( 1.538"(1/3)]= 3.78 Calculated TC of 3.781 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.4 15 (CFS) Total initial stream area = 0.160 (Ac. [COMMERCIAL area type I General Commercial +t++++++tt+tt++++++++++++++++++t+++++++tttttttt++tt+++++++++++t+++++++ Process from Point/Station 306.000 to Point/Station 305.000 **** CONFLUENCE OF MAIN STREAMS **** F c The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.1 60 ( Ac . ) Runoff from this stream = 0.415(CFS) Time of concentration = 3.78 min. Rainfall intensity = 3.162 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.867 5.01 3.159 2 0.415 3.78 3.162 Qmax(1) = 1.000 1.000 1.867) + 0.999 * 1.000 * 0.415) + = 2.281 1.000 * 0.755 * 1.867) + 1.000 * 1.000 * 0.415) t = 1.824 Qmax(2) = Total of 2 main streams to confluence: Flow rates before confluence point: 1.867 0.415 Maximum flow rates at confluence using above data: 2.281 1.824 Area of streams before confluence: 0.720 0.160 Results of confluence: Total flow rate = 2.28 1 (CFS ) Time of concentration = 5.007 min. Effective stream area after confluence = 0.880 (Ac. ) ++++++++++++++++t++++++++ttt++tttt++++t++++t++ttt+++++tt++++++++++++++ Process from Point/Station 305.000 to Point/Station 307.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 298.100(Ft.) Downstream point/station elevation = 297.600(Ft.) Pipe length = 45.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.281 (CFS) Given pipe size = - 12.OO-(In.) Calculated individual oiDe flow = 2.281 f CFS) I. Normal flow depth in pipe = 6.75(In.) Flow top width inside pipe = 11.91(In.) Critical Depth = 7.75(In.) Pipe flow velocity = 5.01 (Ft /s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 5.16 min. +++++++++t++++t++t+t+t+++t+++++t+t++t+t+++++++++++++++t++t++++t++t+t+t Process from Point/Station 305.000 to Point/Station 307.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.880(Ac.) Runoff from this stream = 2.281 (CFS) Time of concentration = 5.16 min. Rainfall intensity = 3.099(In/Hr) Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 308.000 to Point/Station 307.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.700(Ft.) Elevation difference = 1.100(Ft.) Slope = 2.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.20 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.36 minutes TC = [1.8*(1.l-C)*distance(Ft.)".5)/(% slopeA(l/3)1 TC = [1.8*(1.1-0.8200)*( 75.000^.5)/( 2.200"(1/3)1= 3.36 Calculated TC of 3.356 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.493 (CFS) Total initial stream area = 0.190(Ac.) General Commercial ...................................................................... Process from Point/Station 308.000 to Point/Station 307.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.1 90 ( Ac . ) Runoff from this stream = 0.493 (CFS) Time of concentration = 3.36 min. Rainfall intensity = 3.162(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.281 5.16 2 0.493 3.36 Qmaxil) = 3.099 3.162 1.000 * 1.000 2.281) + 0.980 * 1.000 * 0.493) + = 2.764 Qmax(2) = 1.000 * 0.651 2.281) i 1.000 * 1.000 * 0.493) t = 1.977 Total of 2 main streams to confluence: Flow rates before confluence point: 2.281 0.493 i. Maximum flow rates at confluence using above data: 2.764 1.977 Area of streams before confluence: 0.880 0.190 Results of confluence: Total flow rate = 2.764(CFS) Time of concentration = 5.157 min. Effective stream area after confluence = 1.070 (Ac . tt++tt++t++++t++t++t++++tt+t+t+++t+t+ttt++++t+++t++t+t++++t++++++++ttt Process from Point/Station 307.000 to Point/Station 309.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 297.200(Ft.) Downstream point/station elevation = 296.500(Ft.) Pipe length = 67.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.764(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.764(CFS) Normal flow depth in pipe = 7.82(In.) Flow top width inside pipe = 11.44(In.) Critical Depth = 8.56 (In. ) Pipe flow velocity = 5.10 (Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 5.38 min. tt+++t++tt+ttt++++++t++t+tt+++t+t++t+tt++tttt+t++++t++t++tt++tttt+++++ Process from Point/Station 307.000 to Point/Station 309.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.070 (Ac. ) Runoff from this stream = 2.764(CFS) Time of concentration = 5.38 min. Rainfall intensity = 3.017 (In/Hr) Program is now starting with Main Stream No. 2 t+t+t++t+tt+ttt++++t+ttt++tt+++t+t+t+t++t+++++++ttt++t+t+++tt+t+tttt++ Process from Point/Station 310.000 to Point/Station 309.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.700(Ft.) Elevation difference = 1.100(Ft.) Slope = 2.750 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.75 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.32 minutes TC = [1.8* (1.1-C) *distance(Ft.) ".5) / (8 slope" (1/3) I Calculated TC of 3.317 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.156(CFS) Total initial stream area = 0.060 (Ac. ) General Commercial TC = [1.8*(1.1-0.8200)*( 85.000".5)/( 2.750"(1/3)]= 3.32 t++++++++tt+++++++++++t++++++t++++tt++++t++++tt+++t+t++++++++++++t+ttt Process from Point/Station 310.000 to Point/Station 309.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.0 60 ( Ac . ) Runoff from this stream = 0.15 6 (CFS) Time of concentration = 3.32 min. Rainfall intensity = 3.162(In/Hr) Program is now starting with Main Stream No. 3 t++++++++++++t+t++++++t+++t++++++t+++++t++t+++++++t++++t+++++++++++++t Process from Point/Station 311.000 to Point/Station 312.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 57.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.700(Ft.) Elevation difference = 1.100(Ft.) Slope = 1.330 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.93 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.51 minutes TC = [l. 8* (1.1-C) *distance(Ft. ) ". 5) / (8 slope^ (1/3)] TC = [1.8*(1.1-0.8200)*( 75.000^.5)/( 1.930"(1/3)]= 3.51 Calculated TC of 3.506 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.337(CFS) General Commercial Results of confluence: Total flow rate = 3.234(CFS) Time of concentration = 5.376 min. Effective stream area after confluence = 1.2 60 (Ac. ) ++++++++++++++++tt++t+t+++++++++t+tt+++t++t+t+t++++t++++++t++++++++++t Process from Point/Station 309.000 to Point/Station 313.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 296.100(Ft.) Downstream point/station elevation = 295.700(Ft.) Pipe length = 35.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 3.234(CFS) Given pipe size = 12 .OO (In. ) Calculated individual pipe flow = 3.234 (CFS) Normal flow depth in pipe = 8.50(In.) Flow top width inside pipe = 10.91(In.) Critical Depth = 9.23(In.) Pipe flow velocity = 5.44(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 5.48 min. +t++++++t+tt+++++++++++t++++++++++++++t+++++++++++t++++++++++++++t++++ Process from Point/Station 309.000 to Point/Station 313.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.260 (Ac. ) Runoff from this stream = 3.234(CFS) Time of concentration = 5.48 min. Rainfall intensity = 2.979(In/Hr) Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 314.000 to Point/Station 313.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 35.000(Ft.) Highest elevation = 302.900(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 0.900(Ft.) Slope = 2.571 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.57 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.39 minutes TC = [1.8*(1.1-C)*distance(Ft.)”.S)/(% slope”(l/3)1 General Commercial - i TC = [l. 8* (1.1-0.8200) * ( 85.000". 5) / ( 2.571" (1/3) ]= 3.39 Calculated TC of 3.392 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.285(CFS) Total initial stream area = 0.110 (Ac. ) ...................................................................... Process from Point/Station 314.000 to Point/Station 313.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = O.llO(Ac.) Runoff from this stream = 0.2 85 (CFS ) Time of concentration = 3.39 min. Rainfall intensity = 3.162 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2 Omaxll) = 3.234 5.48 0.285 3.39 2.979 3.162 - .. 1.000 * 1.000 * 3.234) + 0.942 * 1.000 * 0.285) + = 3.503 Omaxl2) = - .. 1.000 * 0.619 * 3.234) + 1.000 * 1.000 * 0.285) + = 2.286 Total of 2 main streams to confluence: Flow rates before confluence point: 3.234 0.285 Maximum flow rates at confluence using above data: 3.503 2.286 Area of streams before confluence: 1.260 0.110 Results of confluence: Total flow rate - 3.503(CFS) Time of concentration = 5.483 min. Effective stream area after confluence = 1.370 (Ac . ) ...................................................................... Process from Point/Station 313.000 to Point/Station 315.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 290.000(Ft.) Downstream point/station elevation = 286.800(Ft.) Pipe length = 190.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.503(CFS) Given pipe size = 12.00 (In.) Calculated individual pipe flow = 3.503(CFS) Normal flow depth in pipe = 7.80(In.) Flow top width inside pipe = 11.44iIn.) Critical Depth = 9.59(In.) Pipe flow velocity = 6.47 (Ft/s) Travel time through pipe = 0.49 min. Time of concentration (TC) = 5.97 min. +++++tt++++tt++t++++t++t++t++++++t+t+t+tt+t+++++t+++t++t+t++++++++tt++ Process from Point/Station 313.000 to Point/Station 315.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.370 (Ac. ) Runoff from this stream = 3.503(CFS) Time of concentration = 5.97 min. Rainfall intensity = 2 .E19 (In/Hr) Program is now starting with Main Stream No. 2 t+++++++tt++t+tt+++++t+++t+++t+t++++++++t++t++t++++tt+t+++t++++t++++++ Process from Point/Station 316.000 to Point/Station 317.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 302.900(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 0.900(Ft.) Slope = 1.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.20 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.67 minutes TC = [ 1.8 * ( 1.1-C) *distance ( Ft . ) 5 ) / ( % slope" ( 1 /3 1 I TC = [1.8*(1.1-0.8200)*( 60.000^.5)/( 1.200^(1/3)1= 3.67 The initial area total distance of 75.00 (Ft.) entered leaves a remaining distance of 15.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.34 minutes for a distance of 15.00 (Ft.) and a slope of 1.20 % with an elevation difference of 0.18(Ft.) from the end of the top area Tt = [11.9*lenqth(Mi)"3)/(elevation chanqe(Ft.))1".385 *60(min/hr) General Commercial = ~0.345 Minutes Tt=1fl1.9*0.0028^31/I 0.1811^.385= 0.34 ~ .. .. ._ Total initial area Ti = 3.67 minutes from Figure 3-3 formula plus Calculated TC of 4.019 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.415(CFS) Total initial stream area = 0 . 1 60 ( Ac . ) 0.34 minutes from the Figure 3-4 formula = 4.02 minutes ...................................................................... Process from Point/Station 317.000 to Point/Station 318.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 300.800(Ft.) Downstream point/station elevation = 300.000(Ft.) Pipe length = 80.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.415(CFS) Given pipe size = 12.00 (In. ) Calculated individual pipe flow = 0.415(CFS) Normal flow depth in pipe = 2.76(In.) Flow top width inside pipe = 10.11(In.) Critical Depth = 3.19(In.) Pipe flow velocity = 3.03 (Ft/s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 4.46 min. ...................................................................... Process from Point/Station 317.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.160 (Ac. ) Runoff from this stream = 0.4 15 (CFS) Time of concentration = 4.46 min. Rainfall intensity = 3.162 (In/Hr) 318 .OOO ...................................................................... Process from Point/Station 319.000 to Point/Station **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 318.000 [COMMERCIAL area type 1 (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 302.700(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.750 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.75 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.62 minutes TC = [ 1. 8* (1.1-C) *distance (Ft . ) 5) / (% slope^ (1/3) I TC = [1.8*(1.1-0.8200)*( 75.000^.5)/( 1.750^(1/3)1= 3.62 Calculated TC of 3.622 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (1) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.337 (CFS) Total initial stream area = 0.130 (Ac. ) General Commercial ++++++++++++++++t+++++t+t++t+++++t+tt+++t++tt+t++++++++++t+++++ttt++++ Process from Point/Station 319.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.130(Ac.I Runoff from this stream = 0.337(CFS) Time of concentration = 3.62 min. Rainfall intensity = 3.162 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hrl 1 0.415 4.46 3.162 2 0.337 3.62 3.162 Qmax(1) = 1.000 * 1.000 * 0.415) + 1.000 * 1.000 * 0.337) + = 0.752 Qmax(2) = 1.000 * 0.812 * 0.4151 -I 1.000 * 1.000 * 0.337) + = 0.674 Total of 2 streams to confluence: Flow rates before confluence point: 0.415 0.337 Maximum flow rates at confluence usina above data: 0.752 0.674 Area of streams before confluence: 0.160 0.130 Results of confluence: Total flow rate = 0.752(CFSI Time of concentration = 4.458 min. Effective stream area after confluence = 0 .2 90 ( Ac . ) t++++++t++++t+t++++++tt+++++++t++t++++++t+++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 320.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 299.600(Ft.l Downstream point/station elevation = 299.100(Ft.l Pipe length = 45.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.752 (CFS) Given pipe size = 12.00 (In. ) Calculated individual pipe flow = 0.752 (CFS) Normal flow depth in pipe = 3.64(In.I Flow top width inside pipe = 11.03(In.) Critical Depth = 4.34(In.) Pipe flow velocity = 3.73 (Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 4.66 min. +++t+tt++t++++++++++++t+++++++++t+++t++t++++t++++++++t++++++++++++++++ Process from Point/Station 318.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.2 90 ( AC . ) .- Runoff from this stream = 0.752(CFS) Time of concentration = 4.66 min. Rainfall intensity = 3.162(In/Hr) ,-- ++++++++t+++++++t+++++++++++t+t+t++t++++++++tt++t+t++++t+tt+ttt++ttt~+ Process from Point/Station 321.000 to Point/Station 320.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 24.000(Ft.) Highest elevation = 302.900(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 0.900(Ft.) Slope = 3.750 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.75 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.99 minutes TC = [1.8*(l.l-C)*distance(Ft.)".S)/(% slopeA(l/3)1 Calculated TC of 2.991 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.31 1 (CFS ) Total initial stream area = 0.120 (Ac . ) General Commercial TC = [l. E* (1.1-0.8200) * ( 85.O0OA.5) / ( 3. 750A (1/3) I= 2.99 tt+tt++++++++t+++++t++tt+++++t++++t++++++++++++++t+t+++t+++++t+++t++++ Process from Point/Station 321.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0,120 (Ac. ) Runoff from this stream = 0.311 (CFS) Time of concentration = 2.99 min. Rainfall intensity = 3.162(In/Hr) ++t++++t+++t++t+++++t+t+tt+t+++t+++t+++t+++t++++++t+++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 323.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 32.000(Ft.) Highest elevation = 302.900(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 0.900(Ft.) Slope = 2.812 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.81 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.29 minutes TC = [1.8* (1 .l-C) *distance (Ft. ) ".5) / (% slopeA (1/3) I Calculated TC of 3.292 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.207 (CFS) Total initial stream area = 0.080 (Ac. ) General Commercial TC = [1.8*(1.1-0.8200)*( 85.000^.5)/( 2.812"(1/3)1= 3.29 ...................................................................... Process from Point/Station 323.000 to Point/Station 320.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 299.600(Ft.) Downstream point/station elevation = 299.100(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.207 (CFS) Given pipe size = 12.00 (In.) Calculated individual pipe flow = 0.207(CFS) Normal flow depth in pipe = 1.86(In.) Flow top width inside pipe = 8.69(In.) Critical Depth = 2.24(In.) Pipe flow velocity = 2.68(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 3.54 min. ...................................................................... Process from Point/Station 323.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **'* Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.080(Ac.) Runoff from this stream = 0.207(CFS) Time of concentration = 3.54 min. Rainfall intensity = 3.162(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.752 4.66 2 0.311 2.99 3 0.207 3.54 Omaxlli = 3.162 3.162 3.162 - .. 1.000 * 1.000 * 0.752) + 1.000 * 1.000 * 0.311) + 1.000 * 1.000 0.2071 + = 1.270 Qmax(2) = 1.000 0.642 * 0.752) + 1.000 * 1.000 * 0.311) + 1.000 * 0.845 * 0.207) + = 0.969 1.000 0.760 * 0.752) t 1.000 * 1.000 * 0.311) + 1.000 * 1.000 * 0.207) + = 1.090 Qmax(3) = Total of 3 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: Area of streams before confluence: Results of confluence: Total flow rate = 1.270(CFS) Time of concentration = 4.659 min. Effective stream area after confluence = 0.490 (Ac. ) 0.752 0.311 0.207 1.270 0.969 1.090 0.290 0.120 0.080 t+t+++++ttt+tt+++t+tt+ttttt+++t+tttt++++++++ttt+tttttt++t++t+t+ttt+tt+ Process from Point/Station 320.000 to Point/Station 315.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 287.100(Ft.) Downstream point/station elevation = 286.800(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.270 (CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.270(CFS) Normal flow depth in pipe = 4.711111.) Flow top width inside pipe = 11.72(In.) Critical Depth = 5.71(In.) Pipe flow velocity = 4.44(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 4.75 min. t+++++t+t+++++t+++++++tt++++t+++++++++t++ttt+t++++++t+++t+t+t+++++t++t Process from Point/Station 320.000 to Point/Station 315.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.490 (Ac. ) Runoff from this stream = 1.270(CFS) Time of concentration = 4.75 min. Rainfall intensity = 3.162 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.503 5.97 2.819 2 1.270 4.75 3.162 Qmax(1) = 1.000 * 1.000 * 3.503) + 0.892 * 1.000 * 1.270) + = 4.635 1.000 * 0.796 * 3.503) + Qmax(2) = 1.000 * 1.000 * 1.270) + = 4.058 Total of 2 main streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 4.635 4.058 Area of streams before confluence: 1.370 0.490 3.503 1.270 Results of confluence: Total flow rate = 4.635 (CFS) Time of concentration = 5.972 min. Effective stream area after confluence = 1.860 (Ac. ) +ttt+t+tttt+tttt+t++t+++t++ttt+t+t+tttttt+t+ttt++++t++ttt+++tttttttt+t Process from Point/Station 315.000 to Point/Station 324 .OOO **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 286.400(Ft.) Downstream point/station elevation = 284.100(Ft.) Pipe length = 129.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.635 (CFS) Given pipe size = 18.00 (In. ) Calculated individual pipe flow = 4.635(CFS) Normal flow depth in pipe = 7.13(In.) Flow top width inside pipe = 17.61(In.) Critical Depth = 9.91 (In.) Pipe flow velocity = 7.12 (Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 6.27 min. ttt++t+ttttttt++ttttt++++ttttttt++tt+t+tt+ttt+tt+tt+tttt+ttttttt++t++t Process from Point/Station 315.000 to Point/Station 324.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.8 60 ( Ac . ) Runoff from this stream = 4.635(CFS) Time of concentration = 6.27 min. Rainfall intensity = 2.731 (In/Hr) Program is now starting with Main Stream No. 2 ttttt+++ttt+t+t+t++++++t+tt+tttt++t+tttt+++t++ttt+t++tt+t+t++ttt++++tt Process from Point/Station 330.000 to Point/Station 331.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 168.000(Ft.) Highest elevation = 298.000(Ft.) Lowest elevation = 293.000(Ft.) Elevation difference = 5.000(Ft.) Slope = 2.976 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:. The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.98 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.23 minutes TC = [1.8* (1.1-C)*distance(Ft. )".5) /(% slope"(l/3) I TC = [1.8*(1.1-0.8200)*( 85.000^.5)/( 2.976"(1/3)]= 3.23 The initial area total distance of 168.00 (Ft.) entered leaves a remaining distance of 83.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.91 minutes for a distance of 83.00 (Ft.) and a slope of 2.98 % with an elevation difference of 2.47(Ft.) from the end of the top area Tt = [11.9*lenqth(Mi)"3)/(elevation chanqe(Ft.))l".385 *60(min/hr) General Commercial - - ~0.908 Minutes Tt=1111.9*0.0157"3~/I 2.47)1".385= 0.91 .. .. . .. Total initial area Ti = 3.23 minutes from Figure 3-3 formula plus Calculated TC of 4.138 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.830(CFS) Total initial stream area = 0.320 (Ac . ) 0.91 minutes from the Figure 3-4 formula = 4.14 minutes +++t+++t+t+t++++++++t+++++++ttttt+t+t++t+t+++t+++ttt+tttt+++ttttttt+t+ Process from Point/Station 331.000 to Point/Station 324.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 293.000(Ft.) End of street segment elevation = 285.700(Ft.) Length of street segment = 352.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 125.000(Ft.) Distance from crown to crossfall grade break = 120.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.0001In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.040(CFS) Depth of flow = 0.322(Ft.), Average velocity = 3.154(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.281(Ft.) Flow velocity = 3.15(Ft/s) Travel time = 1.86 min. TC = 6.00 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 .- (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 2.812(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.837 Subarea runoff = 4.335 (CFS) for 1.920 (Ac.) Total runoff = 5.164(CFS) Total area = 2.240 (Ac. ) Street flow at end of street = 5.164(CFS) Half street flow at end of street = 5.164 (CFS) Depth of flow = 0.369(Ft.), Average velocity = 3.560(Ft/s) Flow width (from curb towards crown)= 11.611(Ft.) ...................................................................... Process from Point/Station 331.000 to Point/Station 324.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.24 0 (Ac . ) Runoff from this stream = 5.164 (CFS) Time of concentration = 6.00 min. Rainfall intensity = 2.812(In/Hr) Program is now starting with Main Stream No. 3 +++ttt++ttttt++t+tttt++tt+++++++++t+++t++++++++++++++++t+++t+ttttt+t++ Process from Point/Station 325.000 to Point/Station 326.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 197.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 299.500(Ft.) Elevation difference = 4.300(Ft.) Slope = 2.183 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.18 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.36 minutes TC = [1.8* (1.1-C) *distance (Ft. )".5) / (B slope" (1/3) I TC = [1.8*(1.1-0.8200)*( 75.000^.5)/( 2.183^(1/3)1= 3.36 The initial area total distance of 197.00 (Ft.) entered leaves a remaining distance of 122.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.38 minutes for a distance of 122.00 (Ft.) and a slope of 2.18 8 with an elevation difference of 2.66(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))1".385 *60(min/hr) Tt=[(11.9*0.0231"3)/( 2.66)]^.385= 1.38 Total initial area Ti = 3.36 minutes from Figure 3-3 formula plus [COMMERCIAL area type 1 General Commercial 1.376 Minutes - - 1.38 minutes from the Figure 3-4 formula = 4.74 minutes Calculated TC of 4.740 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.519(CFS) Total initial stream area = 0.200(Ac.) ...................................................................... Process from Point/Station 326.000 to Point/Station 327.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 299.500(Ft.) End of street segment elevation = 293.700(Ft.) Length of street segment = 542.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 125.000(Ft.) Distance from crown to crossfall grade break = 120.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.163 (CFS) Depth of flow = 0.321(Ft.), Average velocity = 2.261(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.241(Ft.) Flow velocity = 2.26(Ft/s) Travel time = 4.00 min. TC = 8.74 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 2.206(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.697 Subarea runoff = 3.226(CFS) for 1.870 (Ac . ) Total runoff = 3.745(CFS) Total area = 2.070(Ac.) Street flow at end of street = 3.74 5 (CFS) Half street flow at end of street = 3.745 (CFS) Depth of flow = 0.370(Ft.), Average velocity = 2.563(Ft/s) Flow width (from curb towards crown)= 11.656(Ft.) +tt++++++t++t+++++++++tt++++++t+++++t+++++++++++++++tt+t++++++t+tt+++t Process from Point/Station 327.000 to Point/Station 328.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 291.500(Ft.) Downstream point/station elevation = 290.900(Ft.) Pipe length = 53.00(Ft.) Manning's N = 0.013 .- No. of pipes = 1 Required pipe flow = 3.745(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.745(CFS) Normal flow depth in pipe = 7.18(In.) Flow top width inside pipe = 17.63(In.) Critical Depth = 8.87(In.) Pipe flow velocity = 5.70(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 8.89 min. ...................................................................... Process from Point/Station 327.000 to Point/Station 328.000 **** CONFLUENCE OF MINOR STREAMS '*** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 2.070 (Ac . ) Runoff from this stream = 3.745 (CFS) Time of concentration = 8.89 min. Rainfall intensity = 2.181 (In/Hr) +t+++++++++++++++++++++++++++++++++++t++t+++++++t+++++++++t+++t+++tt++ Process from Point/Station 329.000 to Point/Station 328.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 143.000(Ft.) Highest elevation = 299.000(Ft.) Lowest elevation = 294.000(Ft.) Elevation difference = 5.000(Ft.) Slope = 3.497 % Top of Initial Area Slope adjusted by User to 10.000 % Bottom of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.00 B, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.34 minutes TC = [1.8* (1.1-C) *distance(Ft.) A.5) / (% slope^ (1/3) 1 TC = [l. 8* (1.1-0.8200) * ( 100.000".5) / ( 10.OOOA (1/3) I= 2.34 The initial area total distance of 143.00 (Ft.) entered leaves a remaining distance of 43.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.64 minutes for a distance of 43.00 (Ft.) and a slope of 2.00 % with an elevation difference of 0.86(Ft.) from the end of the top area Tt = [11.9*lenqth(Mi)A3)/(elevation change(Ft.))l".385 *60(min/hr) [COMMERCIAL area type 1 General Commercial - - 0.637 Minutes Tt=1(11.9*0.0081^3)/( 0.86)1^.385= 0.64 .. .. Total initial area Ti = Calculated TC of 2.977 minutes is less than 5 minutes, Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm 2134 minutes from Figure 3-3 formula plus 0.64 minutes from the Figure 3-4 formula = 2.98 minutes resetting TC to 5.0 minutes for rainfall intensity calculations Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.259 (CFS) Total initial stream area = 0.100 (Ac.) ...................................................................... Process from Point/Station 329.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS ’**’ Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.100 (Ac. ) Runoff from this stream = 0.259(CFS) Time of concentration = 2.98 min. Rainfall intensity = 3.162(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity 328.000 No. (CFS) (min) (In/Hr) 1 3.745 8.89 2 0.259 2.98 2.181 3.162 Qmax(1) = 1.000 * 1.000 3.745) + 0.690 * 1.000 * 0.259) + = 3.923 Qmax(2) = 1.000 * 0.335 * 3.745) + 1.000 * 1.000 * 0.259) + = 1.513 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 3.923 1.513 Area of streams before confluence: 2.070 0.100 Results of confluence: Total flow rate = 3.923(CFS) Time of concentration = 8.891 min. Effective stream area after confluence = 2.170(Ac.) 3.745 0.259 ...................................................................... Process from Point/Station 328.000 to Point/Station 324 .OOO **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 290.500(Ft.) Downstream point/station elevation = 284.100(Ft.) Pipe length = 635.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 3.923 (CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 3.923 (CFS) Normal flow depth in pipe = 7.611111.) Flow top width inside pipe = 17.78(In.) Critical Depth = 9.10(In.) Pipe flow velocity = 5.53 (Ft/s) Travel time through pipe = 1.91 min. Time of concentration (TC) = 10.80 min. ...................................................................... Process from Point/Station 328.000 to Point/Station 324.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.170 (Ac. ) Runoff from this stream = 3.923(CFS) Time of concentration = 10.80 min. Rainfall intensity = 1.923(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensitv No. (CFS) 1 4.635 2 5.164 3 3.923 Qmax(1) = 1.000 * 0.971 ' 1.000 f 1.000 1.000 * 1.000 Qmax(2) = Qrnax(3) = 0.704 * 0.684 * 1.000 * (min) 6.27 6.00 10.80 1.000 * 1.000 * 0.581 * 0.956 1.000 * 0.555 * 1.000 * 1.000 * 1.000 (In/Hr) 2.731 2.812 1.923 4.635) + 5.164) + 3.923) + = 11.930 4.635) + 5.164) + 3.923) + = 11.773 4.635) + 5.164) + 3.923) + = 10.721 Total of 3 main streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: Area of streams before confluence: 4.635 5.164 3.923 11.930 11.773 10.721 1.860 2.240 2.170 Results of confluence: Total flow rate = 11.930(CFS) Time of concentration = 6.274 min. Effective stream area after confluence = 6.270 (Ac . ) ...................................................................... Process from Point/Station 324.000 to Point/Station 332.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 283.700(Ft.) Downstream point/station elevation = 283.500(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.930(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.930(CFS) Normal flow depth in pipe = 12.39(In.) Flow top width inside pipe = 23.99(1n.) Critical Depth = 14.89(In.) Pipe flow velocity = 7.30(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 6.32 min. ...................................................................... Process from Point/Station 324.000 to Point/Station 332.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.270(Ac.) Runoff from this stream = 11.930(CFS) Time of concentration = 6.32 min. Rainfall intensity = 2.718 (In/Hr) Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 333.000 to Point/Station 334.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 60.000(Ft.) Highest elevation = 303.500(Ft.) Lowest elevation = 302.500(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.667 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.67 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.68 minutes TC = [1.8* (l.1-C)*distance(Ft.lA.5) /(% slopeA(l/3)1 TC = [1.8*(1.1-0.8200)*( 75.000^.5)/( 1.667^(1/3)1= 3.68 Calculated TC of 3.681 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.026(CFS) Total initial stream area = 0.010 (Ac . ) General Commercial ...................................................................... Process from Point/Station 334.000 to Point/Station 335.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 302.500(Ft.) End of street segment elevation = 291.500(Ft.) Length of street segment = 407.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 125.000(Ft.) Distance from crown to crossfall grade break = 120.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (11 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.5001Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.636 (CFS) Depth of flow = 0.210(Ft.), Average velocity = 2.675(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.676(Ft.) Flow velocity = 2.67(Ft/s) Travel time = 2.54 min. TC = 6.22 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 2.747(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.484 Subarea runoff = 1.303 (CFS) for 0.580 (Ac. ) Total runoff = 1.329(CFS) Total area = 0.590 (Ac. ) Street flow at end of street = 1.329 (CFS) Half street flow at end of street = 1.329(CFS) Depth of flow = 0.255(Ft.), Average velocity = 2.953(Ft/s) Flow width (from curb towards crown)= 5.895(Ft.) [COMMERCIAL area type I ...................................................................... Process from Point/Station 335.000 to Point/Station 336.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 288.500(Ft.) Downstream point/station elevation = 285.000(Ft.) Pipe length = 342.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.329(CFS) Given pipe size = 12.00 (In.) Calculated individual pipe flow = 1.329 (CFS) Normal flow depth in pipe = 5.04(In.) Flow top width inside pipe = 11.85(In.) Critical Depth = 5.84(In.) Pipe flow velocity = 4.24 (Ft/s) Travel time through pipe = 1.34 min. Time of concentration (TC) = 7.56 min. ....................................................................... Process from Point/Station 336.000 to Point/Station 332.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 284.600iFt.) Downstream point/station elevation = 280.600(Ft.) Pipe length = 390.00(Ft.i Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.329 (CFS) Given pipe size = 12.00 (In.) Calculated individual pipe flow = 1.329(CFS) Normal flow depth in pipe = 5.04(In.) Flow top width inside pipe = 11.85(In.) Critical Depth = 5.84(In.) Pipe flow velocity = 4.24(Ft/s) Travel time through pipe = 1.53 min. Time of concentration (TC) = 9.03 min. +++t++t+++++t++++++t++++++++++t++++++++++++++++t++++++++++++t++++++tti Process from Point/Station 336.000 to Point/Station 332.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.590 (Ac. Runoff from this stream = 1.329 (CFS) Time of concentration = 9.03 min. Rainfall intensity = 2.150 (In/Hr) Program is now starting with Main Stream No. 3 ttt+++t+++++t+tt++t++++t+++++++t+++++++++++++t+++++++++++t+++++++++++i Process from Point/Station 337.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **'* Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 330.000(Ft.) Hiqhest elevation = 304.000(Ft.) Lowest elevation = 278.000(Ft.) Elevation difference = 26.000(Ft.) Slope = 7.879 % Top of Initial Area Slope adjusted by Us& to 10.000 % Bottom of Initial Area Slope-adjusted by User to INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 6.000 % The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.00 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.34 minutes TC = [1.8* (1.1-C) *distance (Ft.) A.5) / (8 slope^ (1/3) ] TC = [1.8*(1.1-0.8200)*( 100.000~.5)/( 10.000A(1/3)1= 2.34 The initial area total distance of 330.00 (Ft.1 entered leaves a remaining distance of 230.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.52 minutes for a distance of 230.00 (Ft.) and a slope of 6.00 % with an elevation difference of 13.80(Ft.) from the end of the top area Tt = il1.9*lenqth(Mi)^3)/(elevation chanqe(Ft.) )1^.385 *60(min/hr) General Commercial - - -1.519 Minutes Tt=[(11.9*0.0436"3)/( 13.80)]".385= 1.52 Total initial area Ti = 2.34 minutes from Fiaure 3-3 formula Dlus ~ 1.52 minutes from the Figure 3-4 formula = 3.86 minutes Calculated TC of 3.858 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.570 (CFS) Total initial stream area = 0.22 0 ( Ac . ) t+++t+ttt+++++++++++tt+t++++++++++++++++++++ttttt+tt++t+tt+++++++++++t Process from Point/Station 337.000 to Point/Station 332.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.22 0 (AC . ) Runoff from this stream = 0.57 0 (CFS) Time of concentration = 3.86 min. Rainfall intensity = 3.162(In/Hr) Program is now starting with Main Stream No. 4 +++tt++t+++tt+tt+++++++++tt+tt++tt+ttt++tttt+tt+ttt+++t++ttt++t+t++t+t Process from Point/Station 338.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 260.000(Ft.) Highest elevation = 305.600(Ft.) Lowest elevation = 278.000(Ft.) Elevation difference = 27.600(Ft.) Slope = 10.615 8 Top of Initial Area Slope adjusted by User to 2.200 8 Bottom of Initial Area Slope adjusted by User to 11.000 % The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.20 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.57 minutes TC = [1.8* (1.1-C) *distance(Ft. IA. 5) / (8 slopeA (1/3) I TC = [1.8*(1.1-0.3500)*( 85.O0OA.5)/( 2.200"(1/3)1= 9.57 The initial area total distance of 260.00 (Ft.) entered leaves a remaining distance of 175.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.97 minutes for a distance of 175.00 (Ft.) and a slope of 11.00 % with an elevation difference of 19.25(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))l".385 *60(min/hr) Tt=[(11.9*0.0331"3)/( 19.25)1^.385= 0.97 Total initial area Ti = 9.57 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 1.954(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.424 (CFS) Total initial stream area = 0.620 ( Ac . ) INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: Permanent Open Space 0.975 Minutes - - 0.97 minutes from the Figure 3-4 formula = 10.54 minutes ++t+t+++t++t++++t+ttt++ttt+t+tttttt++t++t++tt+t+++t++++t+++t++t+t+++++ Process from Point/Station 338.000 to Point/Station 332.000 ,-.- **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 4 Stream flow area = 0.620 (Ac. ) Runoff from this stream = 0.424(CFS) Time of concentration = 10.54 min. Rainfall intensity = 1.954 (In/Hr) Program is now starting with Main Stream No. 5 ...................................................................... Process from Point/Station 324.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 275.900(Ft.) Lowest elevation = 275.500(Ft.) Elevation difference = 0.400(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.90 minutes TC = [1.8* (1.1-C) *distance (Ft. ) ". 5) / (% slope^ (1/3) I Calculated TC of 3.904 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162 (In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.130 (CFS) Total initial stream area = 0.050 (Ac. ) [COMMERCIAL area type 1 General Commercial TC = [l. 8* (1.1-0.8200) * ( 60.000".5) / ( 1.000"(1/3) I= 3.90 ...................................................................... Process from Point/Station 324.000 to Point/Station 332.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 5 Stream flow area = 0.050 ( Ac . ) Runoff from this stream = 0.130 (CFS) Time of concentration = 3.90 min. Rainfall intensity = 3.162 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFSI (min) (In/Hr) 1 11.930 6.32 2 1.329 9.09 2.718 2.150 3 0.570 3.86 4 0.424 10.54 5 0.130 3.90 3.162 1.954 3.162 Qmax(1) = 1.000 * 1.000 * 11.930) + 1.000 * 0.695 * 1.329) + 0.860 * 1.000 * 0.570) + 1.000 * 0.593 * 0.424) t 0.860 1.000 * 0.130) t = 13.710 Qmax(2) = 0.791 * 1.000 11.930) 1.000 * 1.000 * 1.329) 0.680 * 1.000 * 0.570) 1.000 * 0.862 * 0.424) 0.680 * 1.000 * 0.130) 1.000 * 0.610 * 11.930) 1.000 * 0.424 * 1.329) 1.000 * 1.000 * 0.570) Qmax(3) = + + + + += 11.606 t t + 1.000 * 0.366 * 0.424) t 1.000 * 0.988 0.130) + = 8.701 .. 0.719 1.000 * 11.330) + 0.909 * 1.000 * 1.329) + 0.618 * 1.000 * 0.570) t 1.000 * 1.000 * 0.424) + 0.618 1.000 * 0.130) + = 10.640 Qmax(5) = 1.000 * 0.618 * 11.930) t 1.000 * 0.429 * 1.329) + 1.000 * 1.000 * 0.570) t 1.000 * 0.370 * 0.424) + 1.000 1.000 * 0.130) t = 8.797 Total of 5 main streams to confluence: Flow rates before confluence point: 11.930 1.329 0.570 0.424 0.130 Maximum flow rates at confluence using above data: 13.710 11.606 8.701 10.640 8.797 Area of streams before confluence: 6.270 0.590 0.220 0.620 0.050 Results of confluence: Total flow rate = 13.71O(CFS) Time of concentration = 6.320 min. Effective stream area after confluence = 7.750(Ac.) ttt+tttttt+ttt+tt+tt+ttt+tttt+t+t++tt+ttt+++t++tt+t+tttttt++ttt+tttttt Process from Point/Station 324.000 to Point/Station 332.000 **** 6 HOUR HYDROGRAPH **** ttt++tt+tt+tttttt+tttttt+tt+t++tt++++tt+++t+tt+t++tttt+tttttttt+tttt Hydrograph Data - Section 6, San Diego County Hydrology manual, June 2003 Time of Concentration = 6.32 Basin Area = 7.75 Acres 6 Hour Rainfall = 1.200 Inches Runoff Coefficient Peak Discharge = Time (Min) 0 6 12 18 24 30 36 42 48 54 60 66 72 78 84 90 96 102 108 114 120 126 132 138 144 150 156 162 168 174 180 186 192 198 204 210 216 222 228 234 240 24 6 252 258 264 270 276 282 288 294 300 306 312 318 324 330 336 = 0.782 13.71 CFS Discharge (CFS) 0.000 0.434 0.439 0.448 0.454 0.465 0.470 0.482 0.488 0.502 0.509 0.523 0.531 0.547 0.556 0.574 0.584 0.605 0.616 0.641 0.654 0.682 0.697 0.731 0.749 0.790 0.812 0.863 0.891 0.955 0.992 1.078 1.129 1.253 1.328 1.523 1.651 2.018 2.298 3.375 4.755 13.710 2.707 1.811 1.417 1.187 1.033 0.922 0.836 0.769 0.714 0.668 0.628 0.594 0.565 0.539 0.516 0.495 34 2 348 0.476 354 0.459 360 0.443 366 0.429 +ttt++++++tt++tt+t++t++t+++++t++++t+t+++tt++t+tt+++t++ttt++t+++t+++t 6-HOUR STORM Runoff Hydrograph ___-____________-____-__------_--------------------__-----------_--- Hydrograph in 1 Minute intervals ((CFS)) o+ 0 ot 1 o+ 2 ot 3 o+ 4 o+ 5 Ot 6 o+ 7 o+ 8 ot 9 0+10 0+11 0+12 0+13 0+14 0+15 0+16 0+17 0+18 0+19 Ot20 0+21 ot22 0+23 0+24 0+25 Ot26 0+27 0+28 0+29 0+30 0+31 0+32 0+33 0+34 0+35 O+36 Ot37 Ot38 0+39 Ot40 0+41 Ot42 Ot43 Ot44 Ot45 Ot46 Ot47 0.0000 0.0001 0.0003 0.0006 0.0010 0.0015 0.0021 0.0027 0.0033 0.0039 0.0045 0.0051 0.0057 0.0063 0.0069 0.0075 0.0081 0.0088 0.0094 0.0100 0.0106 0.0112 0.0119 0.0125 0.0131 0.0137 0.0144 0.0150 0.0156 0.0163 0.0169 0.0175 0.0182 0.0188 0.0195 0.0201 0,0208 0.0214 0.0221 0.0227 0.0234 0.0241 0.0247 0.0254 0.0260 0.0267 0.0274 0.0281 0.00 Q 0.07 Q 0.14 Q 0.22 Q 0.29 Q 0.36 VQ 0.43 VQ 0.43 VQ 0.44 VQ 0.44 VQ 0.44 VQ 0.44 VQ 0.44 VQ 0.44 VQ 0.44 VQ 0.44 VQ 0.45 VQ 0.45 VQ 0.45 VQ 0.45 VQ 0.45 VQ 0.45 VQ 0.45 VQ 0.45 VQ 0.45 VQ 0.46 VQ 0.46 VQ 0.46 IQ 0.46 IQ 0.46 IQ 0.46 IQ 0.47 IQ 0.47 IQ 0.41 IQ 0.47 IQ 0.47 IQ 0.47 IQ 0.47 IQ 0.47 IQ 0.48 IQ 0.48 IQ 0.48 IQ 0.48 IQ 0.48 IQ 0.48 IQ 0.49 IQ 0.49 IQ 0.49 IQ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Ot48 0+49 0+50 0+51 0+52 O+53 0+54 0+55 Ot56 0+57 0+58 0+59 1t 0 l+ 1 1+ 2 1+ 3 1+ 4 1+ 5 1+ 6 1+ 7 1+ 8 1+ 9 ltlO 1t11 1+12 1+13 1+14 1+15 1+16 1+17 1+18 l+19 1+20 1+21 1+22 1+23 1+24 1+25 1+26 1+27 1+28 l+29 1130 1+31 1t32 1+33 1+34 lt35 1+36 1+37 1+38 1+39 1t40 1141 1+42 1143 1+44 lt45 1t46 1+47 1+48 0.0287 0.0294 0.0301 0.0308 0.0315 0.0321 0.0328 0.0335 0.0342 0.0349 0.0356 0.0363 0.0370 0.0377 0.0384 0.0391 0.0398 0.0406 0.0413 0.0420 0.0427 0.0435 0.0442 0.0449 0.0456 0.0464 0.0471 0.0479 0.0486 0.0494 0.0501 0.0509 0.0516 0.0524 0.0531 0.0539 0.0547 0.0554 0.0562 0.0570 0.0578 0.0586 0.0594 0.0601 0.0609 0.0617 0.0625 0.0633 0.0642 0.0650 0.0658 0.0666 0.0674 0.0682 0.0691 0.0699 0.0708 0.0716 0.0724 0.0733 0.0741 0.49 IQ 0.49 IQV 0.49 IQV 0.50 IQV 0.50 IQV 0.50 IQV 0.50 IQV 0.50 IQV 0.50 IQV 0.51 IQV 0.51 IQV 0.51 IQV 0.51 IQV 0.51 IQV 0.51 IQV 0.52 IQV 0.52 IQV 0.52 IQV 0.52 IQV 0.52 IQV 0.53 IOV 0.53 i6 v 0.53 IQ V 0.53 IO V 0.53 i6 v 0.53 IQ V 0.54 IQ V 0.54 IQ V 0.54 IQ V 0.54 IQ V 0.55 IQ V 0.55 lQ V 0.55 IQ V 0.55 IQ V 0.55 IQ V 0.55 IQ V 0.56 IQ V 0.56 IQ V 0.56 IO V 0.57 iQ v 0.57 IQ V 0.57 IO v 0.57 in v 0.58 IQ V 0.58 IQ V 0.58 IQ V 0.58 IQ V 0.58 IQ V 0.58 IQ V 0.59 IQ V 0.59 IQ V 0.59 IO V 0.60 la V 0.60 IQ V 0.61 IQ V 0.61 IQ V 0.61 IQ V 0.61 IO V .- 0.61 IQ V 0.61 IQ V 0.62 IQ V I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1+49 1+50 1+51 1+52 1+53 1+54 1t55 1+56 1157 1158 1+59 21 0 2+ 1 2+ 2 2+ 3 2+ 4 2+ 5 2+ 6 2+ 7 2+ 8 2+ 9 2+10 2tll 2+12 2+13 2+14 2+15 2+16 2t17 2t18 2+19 2t20 2121 - I, 2t22 2+23 2t24 2+25 2+26 2+27 2+28 2+29 2+30 2+31 2+32 2+33 2+34 2t35 2t36 2137 2138 2t39 2+40 2t41 2+42 2+43 2+44 2+45 2146 - 2+47 2148 2t49 0.0750 0.0759 0.0767 0.0776 0.0785 0.0793 0.0802 0.0811 0.0820 0.0829 0.0838 0.0847 0.0856 0.0865 0.0874 0.0884 0.0893 0.0902 0.0912 0.0921 0.0931 0.0940 0.0950 0.0960 0.0969 0.0979 0.0989 0.0999 0.1009 0.1019 0.1029 0.1039 0.1049 0.1059 0.1070 0.1080 0.1091 0.1101 0.1112 0.1122 0.1133 0.1144 0.1155 0.1166 0.1177 0.1188 0.1199 0.1210 0.1222 0.1233 0.1245 0.1256 0.1268 0.1280 0.1292 0.1304 0.1316 0.1328 0.1340 0.1353 0.1365 0.62 IQ 0.62 IQ 0.63 IQ 0.63 IQ 0.64 IQ 0.64 IQ 0.64 IQ 0.65 IQ 0.65 IQ 0.65 IQ 0.65 IQ 0.65 IQ 0.66 IQ 0.66 IQ 0.67 IQ 0.67 IQ 0.68 IQ 0.68 IQ 0.68 IQ 0.69 I Q 0.69 I Q 0.69 0.69 0.70 0.70 0.71 0.71 0.72 0.73 0.73 0.73 0.74 0.74 0.74 0.75 0.75 0.76 0.76 0.77 0.78 0.78 0.79 0.79 0.80 0.80 0.80 0.81 0.81 0.82 0.83 0.84 0.85 0.85 0.86 0.87 a Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q 0.87 I Q 0.88 I Q 0.88 I Q 0.89 I Q 0.89 I Q 0.90 I Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I VI VI VI VI VI VI VI VI VI VI VI VI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I 2+50 2+51 2+52 2+53 2+54 2+55 2+56 2+57 2+58 2+59 3+ 0 3+ 1 3+ 2 3+ 3 3+ 4 3+ 5 3+ 6 3+ 7 3+ 8 3+ 9 3110 3+11 3+12 3+13 3+14 3+15 3+16 3+17 3+18 3+19 3+20 3+21 3+22 3+23 3+24 3+25 3+26 3+27 3+28 3129 3+30 3+31 3+32 3+33 3+34 3+35 3+36 3+37 3+38 3+39 3+40 3+41 3+42 3+43 3+44 3+45 3+46 3+47 3+48 3+4 9 3+50 0.1378 0.1390 0.1403 0.1416 0.1429 0.1442 0.1456 0.1469 0.1483 0.1496 0.1510 0.1524 0.1538 0.1552 0.1567 0.1581 0.1596 0.1611 0.1626 0.1641 0.1657 0.1672 0.1688 0.1704 0.1720 0.1736 0.1753 0.1770 0.1787 0.1804 0.1822 0.1840 0.1858 0.1876 0.1894 0.1913 0.1932 0.1952 0.1972 0.1992 0.2013 0.2035 0.2056 0.2078 0.2100 0.2123 0.2145 0.2169 0.2193 0.2219 0.2245 0.2272 0.2299 0.2328 0.2357 0.2387 0.2417 0.2448 0.2480 0.2514 0.2550 0.91 I Q 0.92 I Q 0.93 I Q 0.94 I Q 0.96 I Q 0.96 I Q 0.97 I Q 0.97 I Q 0.38 I Q 0.99 I Q 0.99 I Q 1.01 I Q 1.02 I Q 1.04 I 1.05 I 1.06 I 1.08 I 1.09 I 1.10 I 1.10 I 1.11 I 1.12 I 1.13 I 1.15 I 1.17 I 1.19 I 1.21 I 1.23 I 1.25 I 1.27 I 1.28 I 1.29 I 1.30 I 1.32 I 1.33 I 1.36 I 1.39 I 1.43 I 1.46 I 1.49 I 1.52 I 1.54 I 1.57 I 1.59 I 1.61 I 1.63 1.65 1.71 1.77 1.83 1.90 1.96 2.02 2.06 2.11 2.16 I 2.20 I 2.25 I 2.30 I 2.48 I 2.66 I u Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q VI VI VI VI VI VI V V V V V V V V V V IV IV IV IV IV IV IV IV IV IV IV IV IV IV IV IV IV Q, QI QI I I f I I I I I I I I I I I I I I I I I 1 I I I I I V V V V V V V V V V V V V V V V V V V V V V V V V v v I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 'I I VI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3t51 - 0.2590 0.2631 2.84 I QI I QI VI I VI I VI I VI I VI I VI I I i i i i i 1 1 1 1 1 1 1 1 1 3+52 3t53 3t54 3t55 3t56 3157 3t58 3t59 4t 0 4t 1 4t 2 4t 3 41 4 4t 5 4t 6 4+ 7 4+ 8 4+ 9 4+10 4t11 4t12 4t13 4t14 4+15 4t16 4+17 4t18 4+19 4t20 4t21 4t22 4+23 4t24 4t25 4t26 4+27 4+28 4t29 4t30 4+31 4t32 4+33 4t34 4t35 4t36 4+37 4t38 4t39 4t40 4t41 4t42 4t43 4t44 4t45 4t46 4t47 4t48 4t49 4t50 4t51 3.02 3.20 3.37 0.2675 0.2722 I QI I QI I Q 0.2771 0.2824 0.2939 0.3002 0.2880 3.60 3.83 4.06 4.30 4.53 4.76 6.25 7.74 I IQ I IQ I IQ V I IV I Q IV I IQ I IVQ I IV IQ I V I Q I VI I VI Q 0.3067 0.3153 I IQ I I I I 1 I 0.3260 0.3387 0.3535 0.3703 9.23 10.72 12.22 I I I I I I I I I I I I 0.3892 13.71 QI 1 0.4055 0.4194 11.88 10.04 I Ql IQ VI 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.4307 8.21 6.37 4.54 2.71 2.56 2.41 2.26 0.4395 0.4457 I I QI V I V I IV I IV I IV I IV I IV I IV I IV I IV I IV I IV I IV I IQ I QI I QI I QI I QI 0.4494 0.4530 0.4563 0.4594 0.4623 0.4650 0.4675 0.4699 0.4722 0.4744 2.11 1.96 I Q I I Q I I Q I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I 1.81 1.75 1.68 1.61 1.55 1.42 1.38 1.34 1.30 1.26 1.23 1.19 1.16 1.14 1.11 1.48 0.4766 0.4786 0.4806 0.4825 0.4843 0.4861 0.4878 0.4895 0.4912 0.4928 0.4943 0.4958 I IV I IV I IV I IV I IV I IV I IV I IV I IV I IV I IV I I V I I V I I V I I V I I V I I V I I V I I V I I V I I V I I V I I V 0.4973 0.4988 1.08 1.06 0.5002 0.5016 0.5030 0.5043 1.03 1.01 1.00 0.98 0.96 0.94 0.92 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I IQ I 0.5057 0.5070 0.5082 0.5095 0.5107 0.5119 0.5131 0.5143 0.5154 0.5166 0.5177 0.5188 0.91 0.89 0.86 0.85 0.84 0.88 0.83 0.80 0.81 IQ I IQ I 4t52 4t53 4t54 4+55 4+56 4t57 4+58 4t59 5+ 0 5+ 1 5+ 2 5t 3 5+ 4 5t 5 5t 6 5+ 7 51 8 5+ 9 5t10 5+11 5t12 5+13 5t14 5+15 5+16 5+17 5+18 5+19 5+20 5t21 5+22 5t23 5t24 5+25 5+26 5t27 5t28 5+29 5+30 5+31 5+32 5t33 5t34 5t35 5t36 5t37 5+38 5t39 5t40 5t41 5t42 5+43 5t44 5t45 5+46 5+47 5+48 5+49 5+50 5+51 5+52 0.5199 0.5210 0.5220 0.5231 0.5241 0.5251 0.5261 0.5271 0.5281 0.5291 0.5300 0.5310 0.5319 0.5329 0.5338 0.5347 0.5356 0.5365 0.5374 0.5382 0.5391 0.5400 0.5408 0.5417 0.5425 0.5433 0.5441 0.5449 0.5458 0.5466 0.5473 0.5481 0.5489 0.5497 0.5504 0.5512 0.5520 0.5527 0.5535 0.5542 0.5549 0.5556 0.5564 0.5571 0.5578 0.5585 0.5592 0.5599 0.5606 0.5613 0.5620 0.5626 0.5633 0.5640 0.5646 0.5653 0.5660 0.5666 0.5673 0.5679 0.5685 0.79 I Q 0.78 I Q 0.77 I Q 0.76 I Q 0.75 I Q 0.74 I Q 0.73 I Q 0.72 I Q 0.71 I Q 0.71 I Q 0.70 I Q 0.69 I Q 0.68 IQ 0.68 IQ 0.67 IQ 0.66 IQ 0.65 IQ 0.65 IQ 0.64 IQ 0.63 IQ 0.63 IQ 0.62 IQ 0.62 IQ 0.61 IQ 0.61 IQ 0.60 IQ 0.59 IQ 0.59 IQ 0.58 IQ 0.58 IQ 0.57 IQ 0.57 IQ 0.56 IQ 0.56 IQ 0.56 IQ 0.55 IQ 0.55 IQ 0.54 0.54 0.54 0.53 0.53 0.52 0.52 0.52 0.51 0.51 0.51 0.50 0.50 0.49 0.49 0.49 0.49 0.48 0.48 0.48 0.47 0.47 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q 0 ~ Q 0.47 IQ 0.46 IQ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI ,.-- 5+53 0.5692 0.46 IQ 5t54 0.5698 0.46 IQ 5t55 0.5704 0.46 IQ 5+56 0.5711 0.45 IQ 5+57 0.5717 0.45 IO .- 5+58 0.5723 0.45 IQ 5159 0.5729 0.45 IQ 6+ 0 0.5735 0.44 IQ 6t 1 0.5741 0.44 IQ 6t 2 0.5747 0.44 IQ 6t 3 0.5753 0.44 IQ 61 4 0.5759 0.43 IQ 6+ 5 0.5765 0.43 IQ 6+ 6 0.5771 0.43 IQ ____________---________---------- I I I I I I I I I I I I I I I I I I I I End of computations, total study area = I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI ._ ._ 7.750 (Ac.) FLOOD ROUTING FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004 Study date: 10/26/04 CALVARY CHAPEL DETENTION BASIN ROUTING, 2-YEAR EVENT FILE: 9739rteA2 Program License Serial Number 5014 .................................................................... ..................... HYDROGRAPH INFORMATION ...................... From study/file name: 9739praZ.rte Number of intervals = 366 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 13.710 (CFS) Total volume = 0.577 (Ac.Ft) ****************+*********t+HYDROGRAPH DATA**************************** Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ....................................................................... ++t++tt++t+ttt++tt++++++t+ttttt+t+++t++tt+tt+tttt++t+t+++t+++++ttt++t+ **** RETARDING BASIN ROUTING **** Process from Point/Station 100.000 to Point/Station 1.000 Program computation of outflow v. depth CALCULATED OUTFLOW DATA AT DEPTH = l.OO(Ft.)) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 5.000 (Ft. ) Pipe friction loss = 3.408 (Ft . ) Minor friction loss = 1.592 (Ft. ) K-factor = 1.50 Calculated flow rate through pipe(s) = 2.2 10 (CFS ) Total outflow at this depth = 2.21 (CFS) CALCULATED OUTFLOW DATA AT DEPTH = 2.00IFt.)) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.000(Ft.) Pipe friction loss = 4.090 (Ft. ) Minor friction loss = 1.911 (Ft . ) K-factor = 1.50 Calculated flow rate through pipets) = 2.421 (CFS) Total outflow at this depth = 2.4 2 (CFS) CALCULATED OUTFLOW DATA AT DEPTH = 3.00(Ft.)) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7.00 (In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 7.000 (Ft.) Pipe friction loss = 4.771 (Ft.) Minor friction loss = 2.229 (Ft . ) K-factor = 1.50 Calculated flow rate through pipe(s) = 2.615(CFS) Total outflow at this depth = 2.61 (CFS) CALCULATED OUTFLOW DATA AT DEPTH = 4.00(Ft.)) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7 .OO (In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 8.000 (Ft.) Pipe friction loss = 5.453 (Ft. ) Minor friction loss = 2.548(Ft.) K-factor = 1.50 Calculated flow rate through pipe(s) = 2.795 (CFS) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.398 (CFS) Normal flow depth in pipe = 3.02(In.) Flow top width inside pipe = 10.41(In.) Criticai Depth = O.%O-(Ft.) Calculated flow rate through pipe(s) = 1.398(CFS) Total outflow at this depth = 4.19 (CFS) CALCULATED OUTFLOW DATA AT DEPTH = 5,OO (Ft . ) ) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7.00 (In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss throuqh the pipe is 9.000 (Ft. ) Pipe friction loss = 6.155lFt.)- Minor friction loss = 2.866(Ft.l K-factor = 1.50 Calculated flow rate through pipe (s) ' = 2.965 (CFS) - \.. i Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 12.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 5.500 (Ft. Pipe friction loss = 2.809(Ft.) Minor friction loss = 2.693 (Ft. ) K-factor = 1.50 Calculated flow rate through pipe(s) = 8.445(CFS) Total outflow at this depth = 11.41(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 6.00(Ft.)) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7.00 (In. 1 NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 10.000 (Ft . ) Pipe friction loss = 6.816(Ft.) Minor friction loss = 3.185 (Ft.) K-factor = 1.50 Calculated flow rate through pipe(s) = 3.125(CFS) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 12.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.500 (Ft . ) Pipe friction loss = 3.320 (Ft. ) Minor friction loss = 3.182 (Ft. ) K-factor = 1.50 Calculated flow rate through pipe(s) = 9.180(CFS) Weir capacity using equation Q = CLH^Exp(Using Feet as units) Weir Length = 40.00(Ft.) C value = 3.25 Exp = 1.50 Weir flow: Depth = H = l.OO(Ft.) Flow = 130.00 (CFS) Total outflow at this depth = 142.31(CFS) ____-__--__-__-__--_----------------------------_---------_--------- Total number of inflow hydrograph intervals = 366 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = O.OO(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ..................................................................... .................................................................... Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O+dt/Z) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac. Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.050 2.210 0.048 0.052 2.000 0.100 2.421 0.098 0.102 3.000 0.150 2.615 0.148 0.152 4.000 0.200 4.193 0.197 0.203 Time Inflow Outflow (Hours) 0.017 0.033 0.050 0.067 0.083 0.100 0.117 0.133 0.150 0.167 0.183 0.200 0.217 0.233 0.250 0.267 0.283 0.300 0.317 0.333 0.350 - 0.367 0.383 0.400 0.417 0.433 0.450 0.467 0.483 0.500 0.517 0.533 0.550 0.567 0.583 0.600 0.617 0.633 0.650 0.667 0.683 0.700 0.717 0.733 0.750 0.767 0.783 0.800 0.817 0.833 0.850 (CFS) 0.07 0.14 0.22 0.29 0.36 0.43 0.43 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.46 0.46 0.46 0.46 0.46 0.46 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.48 0.48 0.48 0.48 0.48 0.48 0.49 0.49 0.49 0.49 0.49 0.49 0.50 (CFS) 0.00 0.01 0.02 0.03 0.05 0.07 0.09 0.11 0.13 0.15 0.17 0.18 0.20 0.21 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.30 0.31 0.32 0.33 0.34 0.34 0.35 0.36 0.36 0.37 0.37 0.38 0.39 0.39 0.39 0.40 0.40 0.41 0.41 0.42 0.42 0.42 0.43 0.43 0.43 0.44 0.44 0.44 0.45 0.45 Storage (Ac.Ft) .O 0.000 0 0.000 0 0.000 0 0.001 0 0.001 0 0.002 01 0.002 01 0.003 01 0.003 01 0.003 01 0.004 01 0.004 01 0.004 01 0.005 01 0.005 01 0.005 01 0.006 01 0.006 01 0.006 01 0.006 01 0.007 01 0.007 01 0.007 01 0.007 01 0.007 01 0.008 01 0.008 01 0.008 01 0.008 01 0.008 01 0.008 01 0.008 01 0.009 01 0.009 01 0.003 01 0.009 01 0.009 01 0.009 01 0.009 01 0.009 01 0.009 01 0.009 01 0.010 01 0.010 01 0.010 IO 0.010 IO 0.010 IO 0.010 IO 0.010 IO 0.010 IO 0.010 IO 3.4 I I I I I I I I I I I I 1 I I I I I I I I I I I I I 6.85 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I i I I I I I I I I I I I I I 10.28 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Depth 13.71 (Ft.) 0.00 0.00 0.01 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.08 0.09 0.10 0.10 0.11 0.11 0.12 0.12 0.13 0.13 0.14 0.14 0.14 0.15 0.15 0.16 0.16 0.16 0.16 0.17 0.17 0.17 0.17 0.18 0.18 0.18 0.18 0.18 0.19 0.19 0.19 0.19 0.19 0.19 0.20 0.20 0.20 0.20 0.20 0.20 0.867 7 0.883 0.900 0.917 0.933 0.950 0.967 0.983 1.000 1.017 1.033 1.050 1.067 1.083 1.100 1.117 1.133 1.150 1.167 1.183 1.200 1.217 1.233 1.250 1.267 1.283 1.300 1.317 1.333 1.350 1.367 - 1.383 1.400 1.417 1.433 1.450 1.467 1.483 1.500 1.517 1.533 1.550 1.567 1.583 1.600 1.617 1.633 1.650 1.667 1.683 1.700 1.717 1.733 1.750 1.767 1.783 1.800 1.817 ~~ 1.833 - 1.850 1.867 0.50 0.50 0.50 0.50 0.50 0.51 0.51 0.51 0.51 0.51 0.51 0.52 0.52 0.52 0.52 0.52 0.53 0.53 0.53 0.53 0.53 0.53 0.54 0.54 0.54 0.54 0.55 0.55 0.55 0.55 0.55 0.55 0.56 0.56 0.56 0.57 0.57 0.57 0.57 0.58 0.58 0.58 0.58 0.58 0.58 0.59 0.59 0.59 0.60 0.60 0.61 0.61 0.61 0.61 0.61 0.61 0.62 0.62 0.62 0.63 0.63 0.45 0.45 0.46 0.46 0.46 0.46 0.47 0.47 0.47 0.47 0.48 0.48 0.48 0.48 0.49 0.49 0.49 0.49 0.49 0.50 0.50 0.50 0.50 0.50 0.51 0.51 0.51 0.51 0.52 0.52 0.52 0.52 0.52 0.53 0.53 0.53 0.53 0.53 0.54 0.54 0.54 0.54 0.55 0.55 0.55 0.55 0.55 0.56 0.56 0.56 0.56 0.57 0.57 0.57 0.57 0.58 0.58 0.58 0.58 0.59 0.59 0.010 IO 0.010 IO 0.010 IO 0.010 IO 0.010 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.011 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.013 IO 0.013 IO 0.013 IO 0.013 IO 0.013 IO 0.013 IO 0.013 IO 0.013 IO 0.013 IO 0.013 IO 0.013 IO 0.013 IO 0.013 IO 0.013 IO 0.013 IO I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I 0.20 I 0.21 I 0.21 I 0.21 I 0.21 I 0.21 I 0.21 I 0.21 I 0.21 I 0.21 I 0.22 I 0.22 I 0.22 I 0.22 I 0.22 I 0.22 I 0.22 I 0.22 I 0.22 I 0.22 I 0.23 I 0.23 I 0.23 I 0.23 I 0.23 I 0.23 I 0.23 I 0.23 I 0.23 I 0.23 I 0.24 I 0.24 I 0.24 I 0.24 I 0.24 I 0.24 I 0.24 I 0.24 I 0.24 I 0.24 I 0.24 I 0.25 I 0.25 I 0.25 I 0.25 I 0.25 I 0.25 I 0.25 I 0.25 I 0.25 I 0.26 I 0.26 I 0.26 I 0.26 I 0.26 I 0.26 I 0.26 I 0.26 I 0.26 I 0.27 I 0.27 1.883 1.917 - , 1.900 1.933 1.950 1.967 1.983 2.000 2.017 2.033 2.050 2.067 2.083 2.100 2.117 2.133 2.150 2.167 2.183 2.200 2.217 2.233 2.250 2.267 2.283 2.300 2.317 2.333 2.350 2.367 - 2.383 2.400 2.417 .. 2.433 2.450 2.467 2.483 2.500 2.517 2.533 2.550 2.567 2.583 2.600 2.617 2.633 2.650 2.667 2.683 2.700 2.717 2.733 2.750 2.767 2.783 2.800 2.817 2.833 2.850 2.867 2.883 0.64 0.64 0.64 0.65 0.65 0.65 0.65 0.65 0.66 0.66 0.67 0.67 0.68 0.68 0.68 0.69 0.69 0.69 0.69 0.70 0.70 0.71 0.71 0.72 0.73 0.73 0.73 0.74 0.74 0.74 0.75 0.75 0.76 0.76 0.77 0.78 0.78 0.79 0.79 0.80 0.80 0.80 0.81 0.81 0.82 0.83 0.84 0.85 0.85 0.86 0.87 0.87 0.88 0.88 0.89 0.89 0.90 0.91 0.92 0.93 0.94 0.59 0.59 0.60 0.60 0.60 0.60 0.61 0.61 0.61 0.62 0.62 0.62 0.62 0.63 0.63 0.63 0.64 0.64 0.64 0.65 0.65 0.65 0.66 0.66 0.66 0.67 0.67 0.68 0.68 0.68 0.69 0.69 0.69 0.70 0.70 0.71 0.71 0.71 0.72 0.72 0.73 0.73 0.74 0.74 0.75 0.75 0.76 0.76 0.77 0.77 0.78 0.78 0.79 0.79 0.80 0.80 0.81 0.81 0.82 0.83 0.83 0.013 IO 0.013 IO 0.014 IO 0.014 IO 0.014 IO 0.014 IO 0.014 IO 0.014 IO 0.014 IO 0.014 IO 0.014 IO 0.014 10 0.014 10 0.014 10 0.014 10 0.014 IO 0.014 10 0.015 IO 0.015 IO 0.015 10 0.015 IO 0.015 10 0.015 IO 0.015 10 0.015 IO 0.015 10 0.015 IO 0.015 10 0.015 10 0.015 IO 0.016 IO 0.016 IO 0.016 IO 0.016 IO 0.016 10 0.016 IO 0.016 IO 0.016 IO 0.016 IO 0.016 IO 0.016 IO 0.017 10 0.017 IO 0.017 10 0.017 IO 0.017 IO 0.017 IO 0.017 IO 0.017 IO 0.017 IO1 0.018 IO1 0.018 101 0.018 IO1 0.018 IO1 0.018 IO1 0.018 IO1 0.018 101 0.018 IO1 0.019 IO1 0.019 IO1 0.019 IO1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.27 I 0.27 I 0.27 I 0.27 I 0.27 I 0.27 I 0.27 I 0.28 I 0.28 I 0.28 I 0.28 I 0.28 I 0.28 I 0.28 I 0.29 I 0.29 I 0.29 I 0.29 I 0.29 I 0.29 I 0.29 I 0.30 I 0.30 I 0.30 I 0.30 I 0.30 I 0.30 I 0.31 I 0.31 I 0.31 I 0.31 I 0.31 I 0.31 I 0.32 I 0.32 I 0.32 I 0.32 I 0.32 I 0.33 I 0.33 I 0.33 I 0.33 I 0.33 I 0.34 I 0.34 I 0.34 I 0.34 I 0.34 I 0.35 I 0.35 I 0.35 I 0.35 I 0.36 I 0.36 I 0.36 I 0.36 I 0.37 I 0.37 I 0.37 I 0.37 I 0.38 2.900 i 2.917 - 2.933 2.950 2.967 2.983 3.000 3.017 3.033 3.050 3.067 3.083 3.100 3.117 3.133 3.150 3.167 3.183 3.200 3.217 3.233 3.250 3.267 3.283 3.300 3.317 3.333 3.350 3.367 3.383 3.400 3.417 - 3.433 3.450 3.467 3.483 3.500 3.517 3.533 3.550 3.567 3.583 3.600 3.617 3.633 3.650 3.667 3.683 3.700 3.717 3.733 3.750 3.767 3.783 3.800 3.817 3.833 3.850 3.867 3.883 3.900 0.96 0.96 0.97 0.97 0.98 0.99 0.99 1.01 1.02 1.04 1.05 1.06 1.08 1.09 1.10 1.10 1.11 1.12 1.13 1.15 1.17 1.19 1.21 1.23 1.25 1.27 1.28 1.29 1.30 1.32 1.33 1.36 1.39 1.43 1.46 1.49 1.52 1.54 1.57 1.59 1.61 1.63 1.65 1.71 1.77 1.83 1.90 1.96 2.02 2.06 2.11 2.16 2.20 2.25 2.30 2.48 2.66 2.84 3.02 3.20 3.37 0.84 0.85 0.85 0.86 0.87 0.88 0.88 0.89 0.90 0.90 0.91 0.92 0.93 0.94 0.95 0.96 0.97 0.97 0.98 0.99 1.00 1.01 1.02 1.04 1.05 1.06 1.07 1.09 1.10 1.11 1.12 1.14 1.15 1.17 1.18 1.20 1.22 1.24 1.25 1.27 1.29 1.31 1.33 1.35 1.38 1.40 1.43 1.46 1.49 1.52 1.55 1.59 1.62 1.66 1.70 1.74 1.79 1.84 1.91 1.98 2.05 0.019 IO1 0.019 IO1 0.019 io1 0.019 I 0 0.020 I 0 0.020 I 0 0.020 I 0 0.020 1 0 0.020 I 0 0.020 I 0 0.021 I 0 0.021 I 0 0.021 I 0 0.021 I 0 0.021 I 0 0.022 I 0 0.022 I 0 0.022 1 0 0.022 I 0 0.022 I 0 0.023 I 0 0.023 I 0 0.023 I 0 0.023 I 0 0.024 I 0 0.024 I 0 0.024 I 0 0.025 I 01 0.025 I 01 .~ 0.025 I 01 0.025 I 01 0.026 I 01 0.026 I 01 0.026 I 01 0.027 I 01 0.027 I 01 0.028 I 01 0.028 1 01 0.028 I 01 0.029 I 01 0.029 I 0 0.030 I 0 0.030 I 0 0.031 I 0 0.031 I 01 0.032 I 01 0.032 I 01 0.033 I 01 0.034 I 01 0.034 I 01 0.035 I 01 0.036 I 0 I 0.037 I 0 I 0.038 I 0 I 0.038 I 0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.039 I 01 I 0.040 I 0 I I 0.042 I 0 I I 0.043 I 0 II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.045 I 0 I1 0.046 I 0 I1 I 0.38 I 0.38 I 0.39 I 0.39 I 0.39 I 0.40 I 0.40 I 0.40 I 0.41 I 0.41 I 0.41 I 0.42 I 0.42 I 0.42 I 0.43 I 0.43 I 0.44 I 0.44 I 0.45 I 0.45 I 0.45 I 0.46 I 0.46 I 0.47 I 0.47 I 0.48 I 0.49 I 0.49 I 0.50 I 0.50 I 0.51 I 0.51 I 0.52 I 0.53 I 0.53 I 0.54 I 0.55 I 0.56 I 0.57 I 0.58 I 0.59 I 0.59 I 0.60 I 0.61 I 0.62 I 0.63 I 0.65 I 0.66 I 0.67 I 0.69 I 0.70 I 0.72 I 0.73 I 0.75 I 0.77 I 0.79 I 0.81 I 0.83 I 0.86 I 0.89 I 0.93 3.60 2.14 0.048 0.051 0.053 0.056 IO1 l 01 I 0 I1 I 0 I1 I 0 I1 I 011 I 01 I 01 I 01 I I I I I I I I I I I I 0.97 1.01 1.06 3.83 2.21 4.06 2.22 4.30 2.23 4.53 2.25 1.11 1.17 1.24 3.983 4.000 4.017 4.033 4.050 4.067 4.083 4.100 0.059 0.062 I I I I I I II I I I1 I I 4.76 2.26 6.25 2.28 0.066 0.073 1.33 1.46 7.74 2.31 9.23 2.34 10.72 2.39 12.22 2.44 13.71 2.49 0.081 0.092 1.63 1.84 I 01 I 01 ~~ 0.104 I III 2.09 2.37 2.66 2.89 3.07 3.19 3.26 3.28 0.119 0.133 0.144 0.153 I 01 I 01 I 01 I 01 I 01 I 01 I I IO I 0.163 1 I 01 0.162 I I 01 I IO I I I I I I1 I I II I 4.117 11.88 2.55 4.133 10.04 2.59 4 i i50 8.21 2.72 6.37 2.91 4.54 3.02 2.71 3.05 2.56 3.03 2.41 3.01 2.26 2.98 2.11 2.95 I1 I I II I I I I I I I I 4.167 4.183 4.200 4.217 4.233 4.250 4.267 0.160 0.163 0.164 I I I I I I I I I I I I I I I \ I I I I I 3.26 3.25 ~~ 0.162 3.23 3.21 3.18 3.16 3.13 0.160 0.159 0.158 0.156 4.283 4.300 1.96 2.91 1.81 2.86 4.317 1.75 2.82 I 101 I I01 I IO1 0.152 I I 0 I I I01 I I01 I IO1 4.333 4.350 1.68 2.77 1.61 2.72 0.155 0.153 I I I I I I I I I 3.10 3.07 4.367 1.55 2.67 1.48 2.62 1.42 2.61 1.38 2.60 3.04 4.383 4.400 - 0.150 0.149 I I I 3.01 2.97 2.94 2.91 2.87 4.417 4.433 4.450 4.467 4.483 4.500 4.517 j. 0.147 0.145 0.144 0.142 1.34 2.60 1.30 2.59 I IO1 I IO1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1.26 2.58 I1 01 2.84 1.23 2.58 1.19 2.57 0.140 0.138 I1 01 11 0 I 2.80 2.76 1.16 2.56 0.136 0.134 0.132 0.130 I1 0 I 2.72 4.533 1.14 2.55 4.550 1.11 2.55 I1 0 I ir o i 2.68 2.64 ~~ ~ 4.567 4.583 4.600 4.617 4.633 4.650 4.667 4.683 4.700 4.717 4.733 4.750 4.767 4.783 ~~ 1.08 2.54 . II o i 2.60 1.06 2.53 1.03 2.52 0.128 0.126 I1 0 I I1 0 I 2.56 2.52 1.01 2.51 0.124 I1 0 I I1 0 I I1 0 I 0.118 I I 0 I 0.116 I I 0 I 0.114 I I 0 I 0.111 I I 0 I 0.109 I I 0 I I1 0 I I1 0 I I1 0 I 2.48 2.44 2.40 2.36 1.00 2.51 0.98 2.50 0.122 0.120 I I I I I I I I I 0.96 2.49 0.94 2.48 0.92 2.47 0.91 2.47 0.89 2.46 0.88 2.45 0.86 2.44 0.85 2.43 I I I I 1 I I I I I I I 2.32 2.27 2.23 2.19 0.107 0.105 I I I I I I I I I I I I I I I I I I I I I I I I I I I 2.14 2.10 0.103 2.06 4.800 4.817 0.84 2.42 0.83 2.41 0.101 0.098 I1 0 I I1 0 I 2.01 1.97 4.833 4.850 4.867 4.883 4.900 4.917 - 0.81 2.40 0.80 2.40 0.79 2.39 0.78 2.38 0.096 I1 0 I 1.93 0.094 0.092 I1 0 I I1 0 I 1.88 1.84 0.090 0.087 0.085 I1 0 I I1 0 I I1 0 I 1.79 1.75 1.71 0.77 2.37 0.76 2.36 4.933 4.950 4.967 4.983 5.000 5.017 - 0.75 0.74 0.73 2.35 2.34 0.083 I1 0 I 0.081 I1 0 I 0.079 I1 0 I I I I I I I I 1.66 I 1.62 2.33 2.32 2.31 I 1.57 I 1.53 I 1.49 I 1.44 I 1.40 0.72 0.71 0.076 I1 0 I 0.074 I1 0 I I I I I I I 0.71 0.70 0.69 0.68 0.68 2.30 2.29 2.28 2.28 2.27 0.072 I1 0 1 0.070 I1 0 I 0.068 I1 0 I 0.065 I1 0 I 0.063 I1 0 I 5.033 5.050 I I I I I I I I I 1.35 I 1.31 5.067 5.083 I 1.27 I 1.22 5.100 5.117 0.67 0.66 2.26 2.25 0.061 I1 0 I 0.059 I1 0 I 0.057 I1 0 I 0.055 I1 0 I 0.052 I1 0 I 0.050 I1 0 I I I I I I I I I I 1.18 I 1.13 5.133 0.65 0.65 0.64 0.63 0.63 2.24 5.150 5.167 5.183 2.23 2.22 2.21 I 1.09 I I I I I I I I I I I I I I I I I I I I I I I I I I I 1.05 I 1.00 I 0.96 5.200 2.13 0.048 I1 0 I 5.217 5.233 0.62 0.62 2.04 1.95 0.046 I1 0 I 0.044 I1 0 I I 0.92 I 0.88 I 0.85 5.250 0.61 1.87 .~ 0.042 I1 0 I 5.267 5.283 0.61 0.60 1.80 1.73 0.041 I1 0 I 0.039 I1 0 I I 0.81 I 0.78 I 0.75 5.300 0.59 1.66 .~ 0.038 I1 0 I 0.036 I1 0 I 0.035 11 0 I 0.034 I1 0 I 0.032 I1 0 I 0.031 I1 0 I 0.030 I1 0 I 5.317 5.333 0.59 0.58 1.60 1.54 I 0.72 I 0.70 I 0.67 5.350 0.58 1.48 1.43 1.38 1.33 1.28 1.24 1.20 5.367 5.383 0.57 0.57 0.56 I 0.65 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.62 I 0.60 I 0.58 ~~ 5.400 5.417 5.433 5.450 5.467 5.483 5.500 - 0.56 0.56 0.55 0.55 0.54 0.54 0.029 iro I 0.028 I10 I 0.027 I10 I 0.026 I10 I 0.025 I10 I 0.025 I10 I I 0.56 I 0.54 I 0.53 I 0.51 I 0.49 I 0.48 1.16 1.13 1.09 5.517 5.533 0.54 0.53 1.06 1.03 1.00 0.97 0.94 0.92 0.89 0.87 0.85 0.83 0.024 I10 I 0.023 I10 I 0.023 I10 I I 0.47 I 0.45 5.550 ~~ 0.53 0.52 0.52 0.52 5.567 5.583 0.022 I10 I 0.021 I10 I 0.021 I10 I 0.020 I10 I 0.020 [IO I 0.019 IO I I 0.44 I 0.43 ~~ 5.600 I 0.42 I 0.40 5.617 5.633 0.51 0.51 0.51 I I I I I I I I I I I I I I I I I I I I I 0.39 5.650 5.667 5.683 5.700 5.717 I 0.38 I 0.38 0.50 0.50 0.49 0.49 0.49 0.49 0.48 0.48 0.48 0.47 0.47 0.47 0.46 0.46 0.46 0.46 0.45 0.019 IO I 0.81 0.79 0.018 IO I 0.018 IO I I 0.37 I 0.36 I 0.35 0.77 0.018 IO I 5.733 5.750 0.76 0.74 0.017 IO I 0.017 IO I I 0.34 I 0.34 I 0.33 5.767 0.73 0.016 IO I 0.016 IO I 0.016 IO I 0.015 IO I 0.015 IO I 0.015 IO I 0.015 IO I 0.014 IO I 5.783 5.800 0.71 0.70 I 0.32 I 0.32 I I I 1 I I 5.817 0.68 0.67 0.66 0.65 0.64 I 0.31 I 0.30 5.833 5.850 I I I I I I I I I I I I I 0.30 I 0.29 I 0.29 I 0.28 ~~~ 5.867 5.883 5.900 5.917 5.933 - 0.63 0.62 0.014 IO I 0.014 IO I I 0.28 I 0.28 0.61 0.014 IO I 5.950 5.967 5.983 6.000 6.017 6.033 6.050 6.067 - 6.083 6.100 6.117 6.133 6.150 6.167 6.183 6.200 6.217 6.233 6.250 6.267 6.283 6.300 6.317 6.333 6.350 6.367 6.383 6.400 6.417 6.433 6.450 6.467 6.483 6.500 - 6.517 6.533 6.550 6.567 0.45 0.45 0.45 0.44 0.44 0.44 0.44 0.43 0.43 0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.59 0.58 0.57 0.57 0.56 0.55 0.54 0.54 0.53 0.51 0.48 0.45 0.43 0.40 0.38 0.36 0.33 0.31 0.30 0.28 0.26 0.25 0.23 0.22 0.21 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.13 0.12 0.11 0.11 0.10 0.014 IO 0.013 IO 0.013 IO 0.013 IO 0.013 IO 0.013 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.012 IO 0.011 IO 0.010 10 0.010 0 0.009 0 0.009 0 0.008 0 0.008 0 0.007 0 0.007 0 0.006 0 0.006 0 0.006 0 0.005 0 0.005 0 0.005 0 0.004 0 0.004 0 0.004 0 0.004 0 0.003 0 0.003 0 0.003 0 0.003 0 0.003 0 0.003 0 0.002 0 0.002 0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.27 0.27 0.26 0.26 0.26 0.25 0.25 0.25 0.24 0.24 0.23 0.22 0.21 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.13 0.12 0.11 0.11 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.04 Remaining water in basin = 0.00 (Ac.Ft) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (~11991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/26/04 _________________________?______________-------------------------------- Calvary Chapel Proposed Condition, 2-Year Event, Basin 'A', Post Detention File: 9739pdA2 Prepared: Oct. 2004 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 ........................................................................ Rational hydrology study storm event year is 2.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches1 = 1.200 24 hour precipitation(inches) = 1.900 P6/P24 = 63.2% San Diego hydrology manual 'C' values used tt+++t++t+ttt+++++++++++++t++++++++++tt+t+++t+tt+++tt+++++++++t++t+++t Process from Point/Station 1.000 to Point/Station **** USER DEFINED FLOW INFORMATION AT A POINT ***' 2.000 User specified 'C' value of 0.820 given for subarea Rainfall intensity (I) = 1.798(In/Hr) for a 2.0 year storm User specified values are as follows: TC = 12.00 min. Rain intensity = 1.80(In/Hr) Total area = 7.750(Ac.) Total runoff = 3.050(CFS) +++++++++++tttttt+t+tt+++++++++++++t+~+++tt++t+++t+tt++t++t+t+++tt+t++ Process from Point/Station 2.000 to Point/Station 3.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0.779(Ft.), Average velocity = 2.513(Ft/s) ***+*** Irregular Channel Data *********** _-_____-__-_____________________________------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 6.00 2 12.00 0.00 3 24.00 6.00 Manning's 'N' friction factor = 0.100 Sub-channel flow = 3.050(CFS) ________________________________________------------------------- flow top width = 3.116(Ft.) velocity= 2.513(Ft/s) area = 1.214 (Sq. Ft) ,-- Froude number = 0.710 Upstream point elevation = 281.000(Ft.) Downstream point elevation = 218.000(Ft.) Flow length = 540.000(Ft.) Travel time = 3.58 min. Time of concentration = 15.58 min. Depth of flow = 0.779(Ft.) Average velocity = 2.513(Ft/sl Total irregular channel flow = 3.050 (CFS) Irregular channel normal depth above invert elev. = 0.779(Ft.) Average velocity of channel(s) = 2.513(Ft/s) ++++t++t++++++t++++t+++++++++++++++t+++t+++++++t+++t++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main St.ream number: 1 in normal stream number 1 Stream flow area = 7.750 (Ac . ) Runoff from this stream = 3.050(CFS) Time of concentration = 15.58 min. Rainfall intensity = 1.519 (In/Hr) t++t++++++++++t++++++++t++++++++++t+++++++++t+++t+++++t++++t+++++ttt+t Process from Point/Station 4.000 to Point/Station 3.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 ipermanent open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 540.000(Ft.) Highest elevation = 481.000(Ft.) Lowest elevation = 418.000(Ft.) Elevation difference = 63.000(Ft.) Slope = 11.667 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 11.67 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.95 minutes Permanent Open Space TC = [1.8* (1.1-C) *distance(Ft.) ". 5) / (% slopeA (1/3) I TC = [ 1.8* (1.1-0.3500) * ( 100.OOOA. 5) / ( 11.667^ (1/3) I= 5.95 The initial area total distance of 540.00 (Ft.) entered leaves a remaining distance of 440.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.94 minutes for a distance of 440.00 (Ft.) and a slope of 11.67 % with an elevation difference of 51.33(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]".385 *60(min/hr) Tt=[(11.9*0.0833^3)/( 51.33)1^.385= 1.94 Total initial area Ti = 5.95 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 2.356(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 1.938 Minutes - - 1.94 minutes from the Figure 3-4 formula = 7.89 minutes Subarea runoff = 3.562 (CFS) Total initial stream area = 4.320 ( Ac . ) +tt+ttttttt+ttt+tt++ttttt++tt+t+tt+ttt+ttttttttt+ttt+tttt++tttt+ttt+t+ Process from Point/Station 4.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.320(Ac.) Runoff from this stream = 3.562 (CFS) Time of concentration = 7.89 min. Rainfall intensity = 2.356(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. ( CFS 1 (min) LIn/Hr) 1 3.050 15.58 2 3.562 7.89 1.519 2.356 Qmax(1) = 1.000 * 1.000 * 3.050) t 0.645 * 1.000 * 3.562) t = 5.347 Qmax(2) = 1.000 * 0.506 * 3.050) t 1,000 * 1.000 * 3.562) t = 5.106 Total of 2 streams to confluence: Flow rates before confluence point: 3.050 3.562 Maximum flow rates at confluence usina above data: ~ 5.347 5.106 Area of streams before confluence: 7.150 4.320 Results of confluence: Total flow rate = 5.347 (CFS) Time of concentration = 15.581 min. Effective stream area after confluence = 12.070(Ac.) End of computations, total study area = 12.070 (Ac.) . .. ! ,,....,, >. . , "I BASIN B San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/26/04 ........................................................................ Calvary Chapel Proposed Condition, 2-Year Event, Basin ‘B‘ File: 9739prB2 Prepared: Oct. 2004 Program License Serial Number 5014 Rational hydrology study storm event year is 2.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.200 24 hour precipitation(inches) = 1.900 P6/P24 = 63.2% San Diego hydrology manual ‘C‘ values used ...................................................................... Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 68.100(Ft.) Highest elevation = 311.000(Ft.) Lowest elevation = 309.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 2.937 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.94 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.24 minutes TC = [l. 8* (1.1-C) *distance (Ft. ) A.5) / (% slope”(l/3) ] TC = [1.8*(1.1-0.8200)*( 85.000”.51/( 2.937”(1/3)1= 3.24 Calculated TC of 3.245 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.078(CFS) General Commercial .- Total initial stream area = 0.030 (Ac . I t+tttt+tttttttt~tttt+tt+ttt+tt+ttt+ttttttttttt+t+t+ttttttttttttttttt+t Process from Point/Station 402.000 to Point/Station 403.000 **** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION **** Top of street segment elevation = 309.000(Ft.I End of street segment elevation = 302.000(Ft.l Length of street segment = 236.000(Ft.I Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown1 = 41.000(Ft.l Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s1 of the street Distance from curb to property line = lG.OOG(Ft.) Slope from curb to property line (v/hzl = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.351 (CFS) Depth of flow - 0.154(Ft.I, Average velocity = 3.304(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.l Flow velocity = 3.30(Ft/s) Travel time = 1.19 min. TC = 4.43 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area Subarea runoff = 0.622(CFS) for 0.240 (Ac. 1 Total runoff = 0.700(CFS) Total area = 0.27 0 (Ac .I Street flow at end of street = 0.700(CFS) Half street flow at end of street = 0.700 (CFS) Depth of flow = 0.213iFt.1, Average velocity = 2.810(Ft/s) Flow width (from curb towards crown)= 3.828(Ft.) (Q=KCIA) is C = 0.820 CA = 0.221 tt+tttt+t+tttttttttttttttttttttttttttttttt+ttttttttttttttttt+tttttttt+ Process from Point/Station 402.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.270 (Ac. ) Runoff from this stream = 0.700 (CFS) Time of concentration = 4.43 min. Rainfall intensity = 3.162 (In/Hr) tt++ttttttt+tttt+t+t+ttt+t++tt+tttt+ttt+t+tt+t+t+ttt+t+ttttt+ttt+ttttt Process from Point/Station 404.000 to Point/Station 403.000 **+* INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 290.000(Ft.) Highest elevation = 312.500(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 10.500(Ft.) Slope = 3.621 % Top of Initial Area Slope adjusted by User to 1.000 % Bottom of Initial Area Slope adjusted by User to 4.000 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.00 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 11.29 minutes TC = [1.8* (1.1-C) *distance (Ft . ) ". 5) / (8 slope" (1/3) I TC = [1.8*(1.1-0.3500)*( 70.000^.5)/( 1.000"(1/3)1= 11.29 The initial area total distance of 290.00 (Ft.) entered leaves a remaining distance of 220.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.72 minutes for a distance of 220.00 (Ft.) and a slope of 4.00 8 with an elevation difference of 8.80(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))l".385 *60(min/hr) Tt=[ (11.9*0.0417"3) / ( 8. 80) ] ". 385= 1.72 Total initial area Ti = 11.29 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 1.706(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.597(CFS) Total initial stream area = 1.000 (Ac. ) Permanent Open Space = 1.716 Minutes 1.72 minutes from the Figure 3-4 formula = 13.01 minutes ...................................................................... Process from Point/Station 404.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.000 (Ac. ) Runoff from this stream = 0.597 (CFS) Time of concentration = 13.01 min. Rainfall intensity = 1.706 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. ICFS) (min) (In/Hr) 1 0.700 4.43 2 0.597 13.01 3.162 1.706 Qmax(1) = 1.000 * 1.000 * 0.700) + 1.000 * 0.341 * 0.597) t = 0.904 Qmax(2) = 0.540 * 1.000 * 0.1001 t Qmax(2) = 0.540 * 1.000 * 0.100) t 1.000 * 1.000 * 0.597) t = 0.975 1.000 * i.000 * 0.597) t = 0.975 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 0.904 0.975 Area of streams before confluence: 0.270 1.000 Results of confluence: Total flow rate = 0.975 (CFS) Time of concentration = 13.011 min. Effective stream area after confluence = 1.270 (Ac. ) 0.700 0.597 t+t+ttttttt+tt+ttitttitttttttttittt+tt+ttttttt+ttttt+ttttttt++ititt+t+ Process from Point/Station 403.000 to Point/Station 405.000 **** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION **** Top of street segment elevation = 302.000(Ft.) End of street segment elevation = 283.700(Ft.) Length of street segment = 389.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.202 (CFS) Depth of flow = 0.232(Ft.), Average velocity = 3.663(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.151(Ft.) Flow velocity = 3.66(Ft/s) Travel time = 1.77 min. TC = 14.78 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 1.571(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0,551 CA = 0.965 Subarea runoff = 0.542(CFS) for 0.480(Ac.) Total runoff = 1.516 (CFS) Total area = 1.750(Ac.) Street flow at end of street = 1.516(CFS) Half street flow at end of street = 1.516(CFS) Depth of flow = 0.246(Ft.), Average velocity = 3.798(Ft/s) Flow width (from curb towards crown)= 5.448(Ft.) ...................................................................... Process from Point/Station 403.000 to Point/Station 405.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.750 (Ac. ) Runoff from this stream = 1.516(CFS) Time of concentration = 14.78 min. Rainfall intensity = 1.571 (In/Hr) ...................................................................... Process from Point/Station 406.000 to Point/Station 405.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL I (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 Initial subarea total flow distance = 297.600(Ft.) Highest elevation = 297.500(Ft.) Lowest elevation = 283.700(Ft.) Elevation difference = 13.800(Ft.) Slope = 4.637 % Top of Initial Area Slope adjusted by User to 2.770 % Bottom of Initial Area Slope adjusted by User to 5.000 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 2.77 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.08 minutes TC = [l.a*(l.l-C)*distance(Ft. )A.5)/(% slopeA(l/3)1 The initial area total distance of 297.60 (Ft.) entered leaves a remaining distance of 207.60 (Ft.) Using Figure 3-4, the travel time for this distance is 1.51 minutes for a distance of 207.60 (Ft.) and a slope of 5.00 B with an elevation difference of 10.38(Ft.) from the end of the top area Tt = [11.9*lenqth(Mi)A3)/(elevaticn chanqe(Ft.))l".385 *60(min/hr) 10.9 DU/A or Less TC = [i.a*(i.i-o.6000)*( ~O.OOO^.~)/( 2.770*(1/3)1= 6.08 - - 1.506 Minutes Tt=[(11.9*0.0393"3)/( 10.38)1^.385= 1.51 Total initial area Ti = 6.08 minutes from Fiaure 3-3 formula olus - 1.51 minutes from the Figure 3-4 formula = 7.59 minutes Rainfall intensity (I) = 2.416(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIAI is C = 0.600 Subarea runoff = 1.203 (CFS) Total initial stream area = 0.830(Ac.) +++++t+++t+++t++t+++++t+++++++++++++++++++t++++++++++++++++++t++++t+++ Process from Point/Station 406.000 to Point/Station 405.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.830(Ac.) Runoff from this stream = 1.203 (CFS) Time of concentration = 7.59 min. Rainfall intensity = 2.416 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.516 14.78 2 I. 203 7.59 1.571 2.416 Qmax(1) = 1.000 * 1.000 1.516) + 0.650 * 1.000 * 1.2031 + = 2.299 Qmax(2) = 1.000 0.513 * 1.516) + 1.000 * 1.000 1.203) + = 1.982 Total of 2 streams to confluence: Flow rates before confluence point: 1.516 1.203 Maximum flow rates at confluence using above data: 2.299 1.982 Area of streams before confluence: 1.750 0.830 Results of confluence: Total flow rate = 2.299 (CFS) Time of concentration = 14.781 min. Effective stream area after confluence = 2.580 (Ac.) +++++t+++++++++++t++++++++++++++++t+++t++t+++t+t++ttt+t++++++t++++++t+ Process from Point/Station 405.000 to Point/Station 407.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 283.700(Ft.) End of street segment elevation - 277.200(Ft.) Length of street segment = 326.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.I Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.606 (CFS) Depth of flow = 0.312(Ft.), Average velocity = 3.002(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.750(Ft.) Flow velocity = 3.00(Ft/s) Travel time = 1.81 min. TC = 16.59 min. Adding area flow to street User specified 'C' value of 0.620 given for subarea Rainfall intensity = 1.459(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.620 CA = 2.027 Subarea runoff = 0.658 (CFS) for 0.690 (Ac . ) Total runoff = 2.957 (CFS) Total area = 3.270 (Ac.) Street flow at end of street = 2.957 (CFS) Half street flow at end of street = 2.957 (CFS) Depth of flow = 0.322(Ft.), Average velocity = 3.088(Ft/sl Flow width (from curb towards crown)= 9.248(Ft.) +tt++t+tt+t++tt+++++++tt++tt+t+++++t+tt+tt+t++t++tt++++t++t++t+++tt+t+ Process from Point/Station 405.000 to Point/Station 407.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.270 (Ac . ) Runoff from this stream = 2.957 (CFS) Time of concentration 5 16.59 min. Rainfall intensity = 1.459 (In/Hr) tt+t+++t+t++++++t++++t+++t++t+++++tt+t++++t+++ttt+++t++++++t++ttt+t++t Process from Point/Station 408.000 to Point/Station 409.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil qroup C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 . ~~ (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 460.000(Ft.) Highest elevation = 305.700(Ft.) Lowest elevation = 285.000(Ft.) Elevation difference = 20.700(Ft.) Slope = 4.500 % Top of Initial Area Slope adjusted by User to 2.400 % Bottom of Initial Area Slope adjusted by User to 5.000 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.40 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.30 minutes TC = [1.8* (1.1-C) *distance(Ft.) A.5) / (% slope^ (1/3) ] TC = [l. E* (1.1-0.3500) * ( 85.000^. 5) / ( 2.400^ (1/3) ] = 9.30 The initial area total distance of 460.00 (Ft.) entered leaves a remaining distance of 375.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.37 minutes for a distance of 375.00 (Ft.) and a slope of 5.00 % with an elevation difference of 18.75(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]".385 *60(min/hr) Tt=[(11.9*0.0710'3)/( 18.75)]".385= 2.37 Total initial area Ti = 9.30 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 1.830(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.300(CFS) Total initial stream area = 2.030 (Ac. ) Permanent Open Space = 2.374 Minutes 2.37 minutes from the Figure 3-4 formula = 11.67 minutes ...................................................................... Process from Point/Station 409.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 285.000(Ft.) Downstream point/station elevation = 280.700(Ft.) Pipe length = 192.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.300 (CFS 1 Given pipe size = 18.00 (In. ) Calculated individual pipe flow = 1.300(CFS) Normal flow depth in pipe = 3.50(In.) Flow top width inside pipe = 14.25(In.) Critical Depth = 5.12(In.I Pipe flow velocity = 5.38(Ft/s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 12.26 min. 410.000 ...................................................................... Process from Point/Station 410.000 to Point/Station 407.000 **** PIPEFLOW TRAVEL TIME (User specified size) ***+ Upstream point/station elevation = 280.300(Ft.) Downstream point/station elevation = 266.490(Ft.) Pipe length = 322.801Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.300 (CFS) Given pipe size = 18.00 (In. ) Calculated individual pipe flow = 1.300(CFS) Normal flow depth in pipe = 2.99(In.) Flow top width inside pipe = 13.39(In.) Critical Depth = 5.12(In.) Pipe flow velocity = 6.76(Ft/s) Travel time through pipe = 0.80 min. Time of concentration (TC) = 13.06 min. ...................................................................... Process from Point/Station 410.000 to Point/Station 407 .OOO **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.030 (Ac. ) Runoff from this stream = 1.300 (CFS) Time of concentration = 13.06 min. Rainfall intensity = 1.702 (In/Hr) ...................................................................... Process from Point/Station 411.000 to Point/Station 412.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 130.000(Ft.) Highest elevation = 304.400(Ft.) Lowest elevation = 300.000(Ft.) Elevation difference = 4.400(Ft.) Slope = 3.385 % Top of Initial Area Slope adjusted by User to 3.118 8 Bottom of Initial Area Slope adjusted by User to 3.118 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.12 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.18 minutes TC = [1.8* (1.1-12) *distance(Ft. 1". 5) / (8 slopeA (1/3) I TC = [1.8*(1.1-0.8200)*( 85.000^.5)/( 3.118"(1/3)]= 3.18 The initial area total distance of 130.00 (Ft.) entered leaves a remaining distance of 45.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.56 minutes for a distance of 45.00 (Ft.) and a slope of 3.12 % with an elevation difference of 1.40(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))lA.385 *60(min/hr) Tt=[(11.9*0.0085"3)/( 1.40)1^.385= 0.56 Total initial area Ti = 3.18 minutes from Figure 3-3 formula plus Calculated TC of 3.737 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.078(CFS) Total initial stream area = 0.030 (Ac. ) General Commercial = 0.556 Minutes 0.56 minutes from the Figure 3-4 formula = 3.74 minutes ...................................................................... Process from Point/Station 412.000 to Point/Station 413.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 300.000(Ft.) End of street segment elevation = 296.000(Ft.) Length of street segment = 290.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 120.000(Ft.) Distance from crown to crossfall grade break = 115.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] sidels) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.845(CFS) Depth of flow = 0.247(Ft.), Average velocity = 2.067(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.536(Ft.i Flow velocity = 2.07(Ft/s) Travel time = 2.34 min. TC = 6.08 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 ,-- I i.. Decimal fraction soil group D = 1.000 (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 2.188(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.599 Subarea runoff = 1.591(CFS) for 0.700 (Ac. ) Total runoff 1.669(CFS) Total area = 0.130 (Ac. ) Street flow at end of street = 1.669 (CFS) Half street flow at end of street = 1.669(CFS) Depth of flow = 0.292(Ft.), Average velocity = 2.360(Ft/s) Flow width (from curb towards crown)= 7.176(Ft.) [COMMERCIAL area type 1 ttttttttt+tttttttt+tttttttttttt++tttttt+tt+tttttttttttt+t+ttttt+tttttt Process from Point/Station 413.000 to Point/Station 414.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 293.000(Ft.) Downstream point/station elevation = 290.200(Ft.) Pipe length = 556.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.669(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 1.669(CFS) Normal flow depth in pipe = 5.23(In.) Flow top width inside pipe = 19.81(In.) Critical depth could not be calculated. Pipe flow velocity = 3.31(Ft/s) Travel time through pipe = 2.80 min. Time of concentration (TC) = 8.88 min. t+++ttttttttttttt+ttttttttttttttttt+tt+tttt+ttt+ttttttttttt+tttttttttt Process from Point/Station 414.000 to Point/Station 407.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 289.800(Ft.) Downstream point/station elevation = 266.490(Ft.) Pipe length = 46.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.669 (CFS) Given pipe size = 24 .OO (In.) Calculated individual pipe flow = 1.669(CFS) Normal flow depth in pipe = 1.72(In.) Flow top width inside pipe = 12.39(In.) Critical depth could not be calculated. Pipe flow velocity = 16.64(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 8.93 min. ++ttttt+tt+tttttt+tt+tt+t+ttt+tttt+tttt+tt+tttt+tt+ttttttttttttt+t+++t Process from Point/Station 414.000 to Point/Station 407.000 **** CONFLUENCE OF MINOR STREAMS ***' Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.730 (Ac . ) Runoff from this stream = 1.669(CFS) Time of concentration = 8.93 min. Rainfall intensity = 2.176 (In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) 1 2.957 2 1.300 3 1.669 Qmax(1) = 1.000 * 0.857 * 0.670 * Qmax(2) = 1.000 * 1.000 * 0.782 * 1,000 * 1.000 1.000 * Qmax(3) = (min) 16.59 13.06 8.93 1.000 * 1.000 f 1.000 * 0.787 * 1.000 * 1.000 * 0.538 * 0.683 1.000 * Rainfall Intensity (In/Hr) 1.459 1.702 2.176 2.957) + 1.300) + 1.669) + = 5.191 2.957) + 1.300) + 1.669) + = 4.934 2.957) + 1.300) t 1.669) + = 4.149 Total of 3 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 2.957 1.300 1.669 5.191 4.934 4.149 Area of streams before confluence: 3.270 2.030 0.730 Results of confluence: Total flow rate = 5.191 (CFS) Time of concentration = 16.591 min. Effective stream area after confluence = 6.030 (Ac. ) End of computations, total study area = 6.030 (Ac.) BASIN C _- Program License Serial Number 5014 Rational hydrology study storm event year is 2.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.200 24 hour precipitation(inches) = 1.900 P6/P24 = 63.2% San Diego hydrology manual 'C' values used ++ttt+t+tt+t++ttttt++ttt++t++ttt+ttt++++t++t++++++t+t+tt+++t+++tttt+tt **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 64.500(Ft.) Highest elevation = 300.000(Ft.) Lowest elevation = 296.500(Ft.) Elevation difference = 3.500(Ft.) Slope = 5.426 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.43 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.68 minutes TC = [l .8* (1.1-C) *distance (Ft. ) *.5) / (% slope^ (1/3) ] TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 5.426"(1/3)]= 7.68 Rainfall intensity (I) = 2.397(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0,008 (CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 217.000 to Point/Station 219.000 [UNDISTURBED NATURAL TERRAIN I Permanent Open Space ...................................................................... **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 293.500CFt.) Downstream point/station elevation = 290.500(Ft.) Pipe length = 73.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = O.O08(CFS) Given pipe size = 4.00 (In. ) Calculated individual pipe flow = 0.008 (CFS) Normal flow depth in pipe = 0.40(In.) Flow top width inside pipe = 2.41(In.) Critical Depth = 0.59(In.) Pipe flow velocity = 1.78(Ft/s) Travel time through pipe = 0.68 min. Time of concentration (TC) = 8.37 min. Process from Point/Station 219.000 to Point/Station 221 .ooo ...................................................................... Process from Point/Station 219.000 to Point/Station 221.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.01 0 (Ac . ) Runoff from this stream = O.OOB(CFS) Time of concentration = 8.37 min. Rainfall intensity = 2.269(In/Hr) ...................................................................... **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 47.000(Ft.) Highest elevation = 297.000(Ft.) Lowest elevation = 293.500(Ft.) Process from Point/Station 223.000 to Point/Station 221.000 [UNDISTURBED NATURAL TERRAIN 1 Elevation difference = 3.500(Ft.) Slope = 7.447 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: ~ The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.45 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.91 minutes TC = [l. 8* (1.1-C) *distance (Ft . ) 5) / (8 slope^ (1/3) ] TC [1.8*(1.1-0.3500)*( 100.000^.5)/( 7.447^(1/3)1= 6.91 Rainfall intensity (I) = 2.565(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.009 (CFS ) Total initial stream area = O.OlO(Ac.) Permanent Open Space +++tt+++t++++++t+tt+++tt++++t++t+++++++t++++++t+++++++++++++++t++t++++ Process from Point/Station 223.000 to Point/Station 221.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.010 (Ac. ) Runoff from this stream = 0.009 (CFS) Time of concentration = 6.91 min. Rainfall intensity = 2.565(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity NO. (CFS) (min) (In/Hr) 1 0.008 8.37 2 0.009 6.91 2.269 2.565 Qmax(1) = 1.000 * 1.000 0.008) + 0.884 * 1.000 * 0.0091 + = 0.016 Qmax(2) = 1.000 * 0.826 * 0.008) + 1.000 * 1.000 * 0.009) + = 0.016 Total of 2 streams to confluence: Flow rates before confluence point: 0.008 0.009 Maximum flow rates at confluence using above data: 0.016 0.016 Area of streams before confluence: 0.010 0.010 Results of confluence: Total flow rate = 0.016(CFS) Time of concentration = 8.365 min. Effective stream area after confluence = 0.020(Ac.) ...................................................................... Process from Point/Station 221.000 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 290.100(Ft.) Downstream point/station elevation = 285.500(Ft.) Pipe length = 71.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = O.OlG(CFS) Given pipe size = 4.00 (In. ) Calculated individual pipe flow = 0.016 (CFS) Normal flow depth in pipe = 0.50(In.) Flow top width inside pipe = 2.64(In.) Critical Depth = 0.83(In.) Pipe flow velocity = 2.55 (Ft/s) Travel time through pipe = 0.46 min. Time of concentration (TC) = 8.83 min. ...................................................................... Process from Point/Station 221.000 to Point/Station 225.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.020 (Ac.) Runoff from this stream = 0.016(CFS) Time of concentration = 8.83 min. Rainfall intensity = 2.191(In/Hr) ++++++t+t++tt++tt+++t+t+++t+++++tt++++tt+++tttt+t+t++ttt++ttt++t++++++ Process from Point/Station 227.000 to Point/Station 225.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 56.000(Ft.) Highest elevation = 293.500(Ft.) Lowest elevation = 288.500(Ft.) Elevation difference = 5.000(Ft.) Slope = 8.929 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.93 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.51 minutes TC = [1.8* (1.1-C) *distance (Ft. ) *.. 5) / (% slopeA (1/3) 1 TC = [ 1.8* (1.1-0.3500) * ( 100.000". 5) / ( 8.929" (1/3) I= 6.51 Rainfall intensity (I) = 2.668(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.019(CFS) Total initial stream area = 0.020 (Ac . ) Permanent Open Space +t+t+tt++++++t++t++tt+++t++t+t++ttt++tt+++t+++t+t+tt+t++t+++t++t++tttt Process from Point/Station 227.000 to Point/Station 225.000 **** CONFLUENCE OF MINOR STREAMS tb** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.020 (Ac. ) Runoff from this stream = 0.019 (CFS) Time of concentration = 6.51 min. Rainfall intensity = 2.668(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.016 8.83 2.191 2 0.019 6.51 2.668 Qmax(1) = 1.000 * 1.000 * 0.016) + 0.821 * 1.000 * 0.013) + = 0.032 1.000 * 0.731 * 0.016) + 1.000 * 1.000 * 0.019) + = 0.031 Qmax(2) = Total of 2 streams to confluence: Flow rates before confluence point: 0.016 0.019 Maximum flow rates at confluence using above data: 0.032 0.031 Area of streams before confluence: 0.020 0.020 Results of confluence: Total flow rate = 0.032 (CFS) Time of concentration = 8.829 min. Effective stream area after confluence = 0.04 0 (Ac . ) ++t++t++++++tt++tt+++tt+++t++++++t+++++++++t++++t+++++ttt+++tt+tt+tttt **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 285.100(Ft.) Downstream point/station elevation = 281.000(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.032 (CFS) Given pipe size = 4 .OO (In. ) Calculated individual pipe flow = 0.032(CFSl Normal flow depth in pipe = 0.66(In.) Flow top width inside pipe = 2.97(In.) Critical Depth = 1.16(In.) Pipe flow velocity = 3.26 (Ft /s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 9.11 min. Process from Point/Station 225.000 to Point/Station 229.000 ++tt+++tt+t++++++t++++++t+t+++t+++++++++t++++t+t++t+++ttt++t++t+++t+t+ **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.040 (Ac . ) Runoff from this stream = 0.032(CFS) Time of concentration = 9.11 min. Rainfall intensity = 2.147 (In/Hr) Process from Point/Station 225.000 to Point/Station 229.000 +t++tt+++++tt++t++++++t+t+t++++tt++++t++++t++++++t++t++++ttt+++t++++++ ***+ INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 48.000(Ft.) Highest elevation = 288.500(Ft.) Lowest elevation = 284.000(Ft.) Elevation difference = 4.500(Ft.) Slope = 9.375 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 9.38 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.40 minutes Process from Point/Station 231.000 to Point/Station 229.000 [UNDISTURBED NATURAL TERRAIN I Permanent Open Space TC = [l. 8* (1.1-C) *distance(Ft. ) ". 5) / (% slopeA(l/3) I TC = [1.8*(1.1-0.3500)*( 100.000".5)/( 9.375"(1/3)1= 6.40 Rainfall intensity (I) = 2.696(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.038(CFS) Total initial stream area = 0.040(Ac.) t++tt+++t+tt++ttttt+++++++t+tt++t+t++tt+t+tttttttt+t+tttttt++++++tt+++ **** CONFLUENCE OF MINOR STREAMS **** Process from Point/Station 231.000 to Point/Station 229.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.040 (Ac . ) Runoff from this stream = 0.038 (CFS) Time of concentration = 6.40 min. Rainfall intensity = 2.696(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.032 9.11 2 0.038 6.40 2.147 2.696 Qmax(1) = 1.000 1.000 0.032) t 0.797 * 1.000 0.038) t = 0.062 Qmax(2) = 1.000 * 0.703 0.032) + 1.000 * 1.000 * 0.038) + = 0.060 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 0.062 0.060 Area of streams before confluence: 0.040 0.040 Results of confluence: Total flow rate = 0.062 (CFS) Time of concentration = 9.110 min. Effective stream area after confluence = 0.080 (Ac. ) 0.032 0.038 +tt+t+++tt+++++++t+++tttt+t+t+t++tt+t+tt+t+tt+t++tt+ttt+++t++tt+tt+t+t Process from Point/Station 229.000 to Point/Station 233.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 280.600(Ft.) Downstream point/station elevation = 279.800(Ft.) Pipe length = 75.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.062(CFS) Given pipe size = 4.00 (In. ) Calculated individual pipe flow = 0.062 (CFS) Normal flow depth in pipe = 1.53(In.) Flow top width inside pipe = 3.89(In.) Critical Depth = 1.65(In.) Pipe flow velocity = 1.99(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 9.74 min. +++tt+t++tt++++++++t+++++++++tt+++++ttt+t++++t++++t++++tt+t+++t+t++++t Process from Point/Station 229.000 to Point/Station 233.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.080 (Ac. ) Runoff from this stream = 0.062(CFS) Time of concentration = 9.74 min. Rainfall intensity = 2.057 (In/Hr) ++++++t+++++++++t+t++tt++++++t+++t+t+tt++++++tt+++++t++t+++++tt++ttttt Process from Point/Station 235.000 to Point/Station 233.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 35.000fFt.) Highest elevation = 286.000(Ft.) Lowest elevation = 283.500(Ft.) Elevation difference = 2.500(Ft.) Slope = 7.143 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.14 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.01 minutes TC = [l. 8* (1.1-C) *distance (Ft . ) 51 / (% slope^ (1/3) I TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 7.143^(1/3)1= 7.01 Rainfall intensity (I) = 2.543(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (QzKCIA) is C = 0.350 Subarea runoff = 0.018(CFS) Total initial stream area = 0.020 (Ac. ) Permanent Open Space +t++++++++++t+t+++t+++++++++t+ttt++++t++t+++++t++t+++++ttt++t++++++tt+ Process from Point/Station 235.000 to Point/Station 233.000 **** CONFLUENCE OF MINOR STREAMS *’** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.020 (Ac. ) Runoff from this stream = 0.018(CFS) Time of concentration = 7.01 min. Rainfall intensity = 2.543 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2 0.062 9.74 0.018 7.01 2.057 2.543 Qmax(1) = 1.000 * 1.000 * 0.062) 0.809 * 1.000 0.018) Qmax(2) = 1.000 * 0.720 * 0.062) 1.000 * 1.000 * 0.018) Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using 0.062 0.018 0.076 0.062 Area of streams before confluence: 0.080 0.020 Results of confluence: Total flow rate = 0.076 (CFS) Time of concentration = 9.739 min. Effective stream area after confluence + += 0.076 + += 0.062 above data: - - O.lOO(Ac.) ...................................................................... Process from Point/Station 233.000 to Point/Station 215.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 279.400(Ft.) Downstream point/station elevation = 278.000(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.076 (CFS) Given pipe size = 4.00 (In. ) Calculated individual pipe flow = 0.076(CFS) Normal flow depth in pipe = 1.36(In.) Flow top width inside pipe = 3.79(In.) Critical Depth = 1.83(In.) Pipe flow velocity = 2.89(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 10.06 min. ...................................................................... Process from Point/Station 233.000 to Point/Station 215.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.100 (Ac. ) Runoff from this stream = 0.076 (CFS) Time of concentration = 10.06 min. Rainfall intensity = 2.015(In/Hr) ...................................................................... **** INITIAL AREA EVALUATION **** Process from Point/Station 207.000 to Point/Station 209.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 65.000(Ft.) ,-- Highest elevation = 303.500(Ft.) Lowest elevation = 302.500(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.538 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.54 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.78 minutes TC = [ 1.8* (1.1-C) *distance (Ft . ) 5) / (% slope- (1/3) I Calculated TC of 3.781 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.026 (CFS) Total initial stream area = 0.010(Ac.) General Commercial TC = [l. 8* (1.1-0.8200) * ( 75.000".5) / ( 1.538" (1/3) I= 3.78 +++++tt+t+++t+++++++t++++++t++++++++++++++++++++t+++++t+t++++t++++++++ **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 302.500(Ft.) End of street segment elevation = 296.000(Ft.) Length of street segment = 605.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Process from Point/Station 209.000 to Point/Station 211.000 Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.636 (CFS) Depth of flow = 0.300(Ft.), Average velocity = 2.130(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.158(Ft.) Flow velocity = 2.13(Ft/s) Travel time = 4.73 min. TC = 8.51 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 2.243(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.484 Subarea runoff = 3.303iCFS) for 1.800 (Ac. ) Total runoff = 3.329 (CFS) Total area = 1.810 (Ac. ) Street flow at end of street = 3.329(CFS) Half street flow at end of street = 3.329(CFS) ,- Depth of flow = 0.359(Ft.), Average velocity = 2.498(Ft/s) Flow width (from curb towards crown)= 11.092(Ft.) +ttttt+++tttttttt+ttttt+t+tttt+tttttt++ttttt++ttt++tttt+t++ttt++ttt+tt Process from Point/Station 211.000 to Point/Station 215.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 293.000(Ft.) Downstream point/station elevation = 278.000(Ft.) Pipe length = 32.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.329(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.32 9 (CFS ) Normal flow depth in pipe = 2.64(In.) Flow top width inside pipe = 12.731111.) Critical Depth = 8.34(In.) Pipe flow velocity = 20.72 (Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 8.54 min. ++tttt+++ttt+tt+++ttt+++ttt+t++ttttt+ttttt+ttttt+t+ttt++ttttt+tttt+t+t Process from PointIStation 213.000 to Point/Station 215.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.810 (Ac. ) Runoff from this stream = 3.329(CFS) Time of concentration = 8.54 min. Rainfall intensity = 2.238(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.076 10.06 2.015 2 3.329 8.54 2.238 Qmax(1) = 1.000 1.000 * 0.076) t 0.900 * 1.000 * 3.329) t = 3.072 1.000 * 0.849 * 0.076) t 1.000 1.000 * 3.329) t = 3.393 Qmax(2) = Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 3.072 3.393 Area of streams before confluence: 0.100 1.810 Results of confluence: Total flow rate = 3.393(CFS) Time of concentration = 8.541 min. Effective stream area after confluence = 1.910(Ac.) 0.076 3.329 +tt++t++tttt+ttttt+++tt++tt+t+t+tt++t+tttt+t+tt+tt+tt+++t+t++t+t+ttttt Process from Point/Station 215.000 to Point/Station 205.000 - I \ **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 277.600(Ft.l Downstream point/station elevation = 262.500(Ft.) Pipe length = 28.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.393 (CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 3.393(CFS) Normal flow depth in pipe = 2.57(In.) Flow top width inside pipe = 12.60(In.) Critical Depth = 8.42(In.) Pipe flow velocity = 21.90(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.56 min. +tt++++t+++t++++++++++++++++++++t++++t++++t++t++++tt+++t++t+++++++++++ Process from Point/Station 215.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.910(Ac.) Runoff from this stream = 3.393(CFS) Time of concentration = 8.56 min. Rainfall intensity = 2.235(In/Hr) ++t+t+t+t+++++++++t+++++++tttt++t+t+++t+t+t+++++t+t++++++++t+t+++++tt+ Process from Point/Station 201.000 to Point/Station 203.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil qroup B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 lMEDIUM DENSITY RESIDENTIAL 1 il0.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 Initial subarea total flow distance = 54.000(Ft.) Highest elevation = 285.980(Ft.) Lowest elevation = 285.300(Ft.) Elevation difference = 0.680(Ft.) Slope = 1.259 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.26 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.72 minutes 10.9 DU/A or Less TC = [I. 8* (1.1-12) *distance (Ft. )A. 5) / (8 slope" (1/3) I TC = 11.8*(1.1-0.6000)*( 65.000^.5)/( 1.259"(1/3)1= 6.72 Rainfall intensity (I) = 2.613(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.063 (CFS) Total initial stream area = 0.040 ( Ac . ) ttttt+++t++t++++++t+t++t++t++t++++t++++t++t+++t++t+t++++t+++t+tt++t+t+ Process from Point/Station 203.000 to Point/Station 205.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 285.300(Ft.) End of street segment elevation = 271.000(Ft.) Length of street segment = 840.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.044(CFS) Depth of flow = 0.254(Ft.), Average velocity = 2.340(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.864(Ft.) Flow velocity = 2.34(Ft/s) Travel time = 5.98 min. TC = 12.70 min. Adding area flow to street User specified 'C' value of 0.600 given for subarea Rainfall intensity = 1.733(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.600 CA = 1.212 Subarea runoff = 2.037(CFS) for 1.980 (Ac. ) Total runoff = 2.100(CFS) Total area = 2.020 (Ac. ) Street flow at end of street = 2.100 (CFS) Half street flow at end of street = 2.100(CFS) Depth of flow = 0.301(Ft.), Average velocity = 2.693(Ft/s) Flow width (from curb towards crown)= 8.230(Ft.) ++++++++t+t+t++++++++++ttt+++++t+++tt+++t+t+t+t+t+t+t++++t+++++++t+t++ Process from Point/Station 203.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.020 (Ac. ) Runoff from this stream = 2.100 (CFS) Time of concentration = 12.70 min. Rainfall intensity = 1.733(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.393 8.56 2.235 2 2.100 12.70 1.733 Qmax(1) = 1.000 * 1.000 * 3.393) + 1.000 * 0.674 * 2.100) + = 4.809 Qmax(2) = 0.775 * 1.000 * 3.393) + 1.000 * 1.000 * 2.iooj t = 4.731 Total of 2 streams to confluence: Flow rates before confluence point: 3.393 2.100 ,- Maximum flow rates at confluence using above data: 4.809 4.731 Area of streams before confluence: 1.910 2.020 Results of confluence: Total flow rate = 4.809(CFS) Time of concentration = 8.562 min. Effective stream area after confluence = 3.930 (Ac. ) ttttttt++++++tttttt++t+++t+ttt+t+++t++t+ttt+t++++++ttt+++tt+ttt+t+t+tt Process from Point/Station 205.000 to Point/Station 243.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 262.500(Ft.) Downstream point/station elevation = 259.170(Ft.) Pipe length = 57.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.809(CFS) Given pipe size = 18.00 (In. ) Calculated individual pipe flow = 4.809(CFS) Normal flow depth in pipe = 5.31(In.) Flow top width inside pipe = 16.42(In.) Critical Depth = 10.11(In.) Pipe flow velocity = 11.05(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 8.65 min. ++++++++t+++t++++++ttt++t+++++++++t+++++++t++++t+tt++++t++++++++++t+++ Process from Point/Station 205.000 to Point/Station 243.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.930 (Ac. ) Runoff from this stream = 4.809(CFS) Time of concentration = 8.65 min. Rainfall intensity = 2.220(In/Hr) tt++++t+tt+tt+++t+tt+tt+tttt++++++t+++t++++t+ttt+tt+++t++tt+++ttt++ttt Process from Point/Station 237.000 to Point/Station 239.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL I (24.0 DU/A or Less 1 Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 46.0001Ft.) Highest elevation = 278.500(Ft.) Lowest elevation = 277.000(Ft.) Elevation difference = 1.500(Ft.) Slope = 3.261 '% INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overiand flow distance is 90.00 (Ft) for the top area slope value of 3.26 8, in a development type of In Accordance With Figure 3-3 24.0 DU/A or Less Initial Area Time of Concentration = 4.49 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slopeA(l/3)] Calculated TC of 4.491 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.045(CFS) Total initial stream area = 0.020 (Ac . ) TC E [1.8*(1.1-0.7100)*( 90.000".5)/( 3.261"(1/3)1= 4.49 +ttt++tttt++t+tttt+++ttt+tt++ttt+t++tttttttttttt+tttttt+tt++ttt+t+t++t Process from PointIStation 239.000 to PointIStation **** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION **** Top of street segment elevation = 277.000(Ft.) End of street segment elevation = 271.400(Ft.) Length of street segment = 566.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] sideis) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.50O(Ft.) Gutter hike from flowline = 2.000(In.) 241.000 Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.801(CFS) Depth of flow = 0.254(Ft.), Average velocity = 1.785(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.881(Ft.) Flow velocity = 1.79(Ft/s) Travel time = 5.28 min. TC = 9.77 min. Adding area flow to street User specified 'C' value of 0.680 given for subarea Rainfall intensity = 2.052(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.680 CA = 0.789 Subarea runoff = 1.574 (CFS) for 1.140 (Ac. ) Total runoff = 1.619 (CFS) Total area = 1.160 (Ac. ) Street flow at end of street = 1.619 (CFS) Half street flow at end of street = 1.619 (CFS) Depth of flow = 0.302(Ft.), Average velocity = 2.058(Ft/s) Flow width (from curb towards crown)= 8.271(Ft.) +tt+t+t++tt+tttt++t++tttttt+ttt+ttt++tt+tt+tttttt+++tt+ttt++tt+tt+t+tt Process from Point/Station 241.000 to Point/Station 243.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 264.360(Ft.) Downstream point/station elevation = 259.170(Ft.) Pipe length = 81.00(Ft.) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 1.619 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.619(CFS) Normal flow depth in pipe = 3.01(In.) I Flow top width inside pipe = 13.44(In.) Critical Depth = 5.72(In.) Pipe flow velocity = 8.31(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 9.94 min. ...................................................................... Process from Point/Station 241.000 to Point/Station 243.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.160(Ac.) Runoff from this stream = 1.619 (CFS) Time of concentration = 9.94 min. Rainfall intensity = 2.030(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.809 8.65 2.220 2 1.619 9.94 2.030 Qmax(1) = 1.000 1.000 4.809) + 1.000 * 0.870 * 1.619) t = 6.217 0.914 * 1.000 + 4.809) + 1.000 * 1.000 * 1.619) + = 6.015 Qmax(2) = Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 4.809 1.619 6.217 6.015 Area of streams before confluence: 3.930 1.160 Results of confluence: Total flow rate = 6.217(CFS) Time of concentration = 8.648 min. Effective stream area after confluence = 5.090 (Ac. ) End of computations, total study area = 5.090 (Ac.) .- BASIN D San Diego County Rational Hydrology Program CIVILCADDICIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/25/04 Program License Serial Number 5014 Rational hydrology study storm event year is 2.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.200 24 hour precipitation(inches) = 1.900 P6/P24 = 63.2% San Diego hydrology manual 'C' values used ...................................................................... Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 130.000(Ft.) Highest elevation = 299.500(Ft.) Lowest elevation = 291.500(Ft.) Elevation difference = 8.000(Ft.) Slope = 6.154 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 6.15 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.61 minutes TC = [1.8* (1.1-C)*distance(Ft.) ".5) / (% slope^(l/3) 1 TC = [1.8* (1.1-0.8200) * ( 90.000".5) / ( 6.154^ (1/3) I= 2.61 The initial area total distance of 130.00 (Ft.) entered leaves a remaining distance of 40.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.39 minutes for a distance of 40.00 (Ft.) and a slope of 6.15 8 with an elevation difference of 2.46(Ft.) from the end of the top area General Commercial L Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))l".385 *60(min/hr) Tt=[(11.9*0.0076^3)/( 2.46)1".385= 0.39 Total initial area Ti = 2.61 minutes from Figure 3-3 formula plus Calculated TC of 3.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 3.162(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.052 (CFS) Total initial stream area = 0.020 (Ac. ) = 0.391 Minutes 0.39 minutes from the Figure 3-4 formula = 3.00 minutes ...................................................................... Process from Point/Station 102.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION **** Top of street segment elevation = 291.500(Ft.) End of street segment elevation = 284.000(Ft.) Length of street segment = 130.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 10.000(Ft.) Distance from crown to crossfall grade break = 8.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on 111 side(s) of the street Distance from curb to property line = O.OOO(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.1300 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.297(CFS) Depth of flow = 0.241(Ft.), Average velocity = 0.799(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.195(Ft.) Flow velocity = O.BO(Ft/s) Travel time = 2.71 min. TC = 5.71 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 2.901(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIAI is C = 0.820 CA = 0.221 Subarea runoff = 0.590(CFS) for 0.250 (Ac.) Total runoff = 0.642 (CFS) Total area = 0.27 0 (Ac . ) Street flow at end of street = 0.642(CFS) Half street flow at end of street = 0.642 (CFS) Depth of flow = 0.280(Ft.), Average velocity = 1.042(Ft/s) Flow width (from curb towards crown)= 7.169(Ft.) ++tt++++t+++++t++++tt+++++++t++++tt+t+++tt+t++++++++++++++t+t+++tt++++ Process from Point/Station 102.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.270 (Ac. ) Runoff from this stream = 0.642 (CFS) Time of concentration = 5.71 min. Rainfall intensity = 2.901(In/Hr) ...................................................................... **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 Process from Point/Station 107.000 to Point/Station 109.000 [MEDIUM DENSITY RESIDENTIAL 1 (14.5 DU/A or Less 1 Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 47.000(Ft.) Highest elevation = 285.980(Ft.) Lowest elevation = 285.200(Ft.) Elevation difference = 0.780(Ft.) Slope = 1.660 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.66 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.39 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slopeA(l/3)1 TC = [1.8*(1.1-0.6300)*( 80.000^.5)/( 1.660"(1/3)1= 6.39 Rainfall intensity (I) = 2.699(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.068(CFS) Total initial stream area = 0.040(Ac.) 14.5 DU/A or Less ...................................................................... Process from Point/Station 109.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 285.200(Ft.) End of street segment elevation = 284.000(Ft.) Length of street segment = 275.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [I] side(s1 of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) 105.000 Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.363 (CFS) Depth of flow = 0.231(Ft.), Average velocity = 1.114(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.727(Ft.) Flow velocity = l.ll(Ft/s) Travel time = 4.11 min. TC = 10.50 min. Adding area flow to street User specified 'C' value of 0.630 given for subarea Rainfall intensity = 1.959(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.378 Subarea runoff = 0.672(CFS) for 0.560 (Ac. ) Total runoff = 0.740 (CFS) Total area = 0.600 (Ac. ) Street flow at end of street = 0.74 0 (CFS ) Half street flow at end of street = 0.740(CFS) Depth of flow = 0.276(Ft.), Average velocity = 1.264(Ft/s) Flow width (from curb towards crown)= 6.952(Ft.) ...................................................................... Process from Point/Station 109.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.600 (Ac. ) Runoff from this stream = 0.740(CFS) Time of concentration = 10.50 min. Rainfall intensity = 1.959 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. ( CFS 1 (min) (In/Hr) 1 2 0.642 0.740 5.71 10.50 2.901 1.959 Qmax(1) = 1.000 * 1.000 0.642) + 1.000 * 0.544 * 0.740) + = 1.045 Qmax(2) = 0.675 * 1.000 0.6421 + 1.000 * 1.000 * 0.740) + = 1.174 Total of 2 streams to confluence: Flow rates before confluence point: 0.642 0.740 Maximum flow rates at confluence using above data: 1.045 1.174 Area of streams before confluence: 0.270 0.600 Results of confluence: Total flow rate = 1.174(CFS) Time of concentration = 10.504 min. Effective stream area after confluence = 0.870 (Ac . ) ...................................................................... **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 284.000iFt.) End of street segment elevation = 281.700(Ft.) Length of street segment = 172.000(Ft.) Process from Point/Station 105.000 to Point/Station 111.000 Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning’s N in gutter = 0.0130 Manning’s N from gutter to grade break = 0.0150 Manning’s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.277(Ft.l, Average velocity = 2.2221Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.021(Ft.) Flow velocity = 2.22(Ft/s) Travel time = 1.29 min. TC = 11.79 min. Adding area flow to street User specified ‘C’ value of 0.690 given for subarea Rainfall intensity = 1.818(In/Hr) for a 2.0 year storm 1.323 (CFS) Effective runoff coefficient used for total area (Q=KCIA) is C = 0.690 CA = 0.780 Subarea runoff = 0.243 (CFS) for 0.260 (Ac. ) Total runoff = 1.417(CFS) Total area = Street flow at end of street = 1.417 (CFS) Half street flow at end of street = 1.417(CFS) Depth of flow = 0.282(Ft.), Average velocity = 2.253(Ft/s) Flow width (from curb towards crown)= 7.256(Ft.) End of computations, total study area = 1.130 (Ac.) 1.130 (Ac. ) EXISTING CONDITION BASIN A San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/26/04 Calvary Chapel Existing Condition, IO-Year Event, Basin 'A' File: 9739exA10 Prepared: Oct. 2004 ...................................................................... ********* Hydrology Study Control Information ********** Program License Serial Number 5014 ........................................................................ Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 1.700 24 hour precipitation(inches) = 3.000 P6/P24 = 56.78 San Diego hydrology manual 'C' values used ...................................................................... Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 IUNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 555.000(Ft.) Highest elevation = 307.000(Ft.) Lowest elevation = 281.000(Ft.) Elevation difference = 26.000(Ft.) Slope = 4.685 % Top of Initial Area Slope adjusted by User to 2.610 8 Bottom of Initial Area Slope- adjusted by User to INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 5.680 8 The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 2.61 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.81 minutes TC = [1.8* (I. 1-C) *distance (Ft.) A. 5) / (8 slopeA (1/3) ] TC = [1.8*(1.1-0.3500)*( 100.000".5)/( 2.610"(1/3)1= 9.81 The initial area total distance of 555.00 (Ft.) entered leaves a remaining distance of 455.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.62 minutes Permanent Open Space \. . -. for a distance of 455.00 (Ft.) and a slope of 5.68 % with an elevation difference of 25.84(Ft.) from the end of the top area Tt = [11.9*lenqth(Mi)"3)/(elevation chanqe(Ft.))]".385 *60(min/hr) = -2.623 Minutes Tt=[(11.9*0.0862^3)/( 25.84)1".385= 2.62 Total initial area Ti = 9.81 minutes from Fiqure 3-3 formula plus 2.62 minutes from the Figure 3-4 formula = i2.43 minutes Rainfall intensity (I) = 2.490(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 4.670 (CFS) Total initia1,stream area = 5.360 (AS. ) ++tttt+++++t+t+++++++++tttt+++tt++t++t+++t+++t+++tttt+++t++t++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 6.578 (CFS) Depth of flow = 0.770(Ft.), Average velocity = 5.543(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number OX' coordinate 'Y' coordinate 1 0.00 6.00 2 12.00 0.00 3 24.00 6.00 Manning's 'N' friction factor = 0.045 Sub-channel flow = 6.578(CFS) ________________________________________---_--_-----_-----_------ flow top width = 3.081 (Ft.) ' velocity= 5.543(Ft/s) area = 1.187 (Sq. Ft) Froude number = 1.574 Upstream point elevation = 281.000(Ft.) Downstream point elevation = 218.000(Ft.) Flow length = 540.000(Ft.) Travel time = 1.62 min. Time of concentration = 14.05 min. Depth of flow = 0.770(Ft.) Average velocity = 5.543(Ft/s) Total irregular channel flow = 6.578 (CFS) Irregular channel normal depth above invert elev. = 0.770(Ft.) Averaqe velocity of channel(s) = 5.543(Ft/s) Adding area flbw to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 = 0.000 = 0.000 = 0.000 = 1.000 1 Rainfall intensity = 2.300(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 3.651 Subarea runoff = 3.726(CFS) for 5.070 (Ac. ) Total runoff = 8.396(CFS) Total area = 10.430 (Ac. ) Depth of flow = 0.844(Ft.), Average velocity = 5.892(Ft/s) BASIN B (- Sari Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/25/04 Calvary Chapel Existina Condition. 10-Year Event, Basin ‘B’ Program License Serial Number 5014 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.000 P6/P24 = 56.7% San Diego hydrology manual ‘C‘ values used ...................................................................... Process from Point/Station 41.000 to Point/Station 42.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 400.000(Ft.) Highest elevation = 305.700(Ft.) Lowest elevation = 278.000(Ft.) Elevation difference = 27.700(Ft.) Slope = 6.925 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.92 B, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.08 minutes Permanent Open Space TC = [1.8* (1.1-12) *distance(Ft. 1”. 5) / (8 slopeA (1/3) 1 TC = [l. 8* (1.1-0.3500) * ( 100. OOOA. 5) / ( 6.925^ (1/3) ]= 7.08 The initial area total distance of 400.00 (Ft.) entered leaves a remaining distance of 300.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.76 minutes for a distance of 300.00 (Ft.) and a slope of 6.92 8 with an elevation difference of 20.78(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))lA.385 *60(min/hr) Tt=[(11.9*0.0568"3)/( 20.78)]".385= 1.76 Total initial area Ti = 7.08 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 3.100(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 7.150 (CFS) Total initial stream area = 6.5 90 ( Ac . ) = 1.764 Minutes 1.76 minutes from the Figure 3-4 formula = 8.85 minutes ttttttt+tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt Process from Point/Station 42.000 to Point/Station 43.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 278.000(Ft.) Downstream point elevation = 274.400(Ft.) Channel length thru subarea = 360.000(Ft.) Channel base width = 0.000(Ft.) Slope or '2' of left channel bank = 1.250 Slope or '2' of right channel bank = 1.250 !!Warning: Water is above left or right bank elevations !!Warning: Water is above left or right bank elevations !!Warning: Water is above left or right bank elevations Estimated mean flow rate at midpoint of channel = 7.612(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 7.612 (CFS) Depth of flow = 1.044(Ft.), Average velocity = 5.598(Ft/s) !!Warning: Water is above left or right bank elevations Channel flow top width = 2.500(Ft.) Flow Velocity = 5.60(Ft/s) Travel time = 1.07 min. Time of concentration = 9.92 min. Critical depth = 1.156 (Ft .) ERROR - Channel depth exceeds maximum allowable depth Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 Adding area flow to channel [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 2.880(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (O=KCIAl is C = 0.392 CA = 2.831 .- Subarea runoff = l.O03(CFS) for 0.640 (Ac. ) Total runoff = 8.153(CFS) Total area = 7.230 (Ac. ) Depth of flow = 1.067(Ft.), Average velocity = 5.754(Ft/s) !!Warning: Water is above left or right bank elevations ERROR - Channel depth exceeds maximum allowable depth Critical depth = 1.188 (Ft.) End of computations, total study area = 7.230 (Ac.) _- BASIN C San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/25/04 Calvary Chapel Existing Condition, 10-Year Event, Basin'C' File: 9739exC10 Program License Serial Number 5014 ........................................................................ Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.000 P6/P24 = 56.78 San Diego hydrology manual 'C' values used t++t++t++t+tt+++t+++++t+++++++++tt++tt+tt+t+tt+tttt++++++t+++tt++tt+++ Process from Point/Station 31.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 302.000(Ft.) Lowest elevation = 285.600(Ft.) Elevation difference = 16.400(Ft.) Slope = 32.800 8 Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(l.l-C)*distance(Ft. )'+.5)/(% slopeA(l/3) I TC = [1.8*(1.1-0.3500)*( 100.O0OA.5)/( 30.000^(1/3)]= 4.34 Calculated TC of 4.345 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Permanent Open Space Subarea runoff = 0.031 (CFS) Total initial stream area = 0.020 (Ac.) +t++++t++++++tt+++++++ttt+++++tt+++tttt+tt+ttt++t+++t+++tt+++t+++t+tt+ Process from Point/Station 32.000 to Point/Station 33.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 285.600(Ft.) End of street segment elevation = 270.640(Ft.) Length of street segment = 880.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.50O(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.512 (CFS) Depth of flow = 0.365(Ft.), Average velocity = 3.196(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.441(Ft.) Flow velocity = 3.20(Ft/s) Travel time = 4.59 min. TC = 8.93 min. Adding area flow to street User specified 'C' value of 0.559 given for subarea Rainfall intensity = 3.080(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.559 CA = 2.940 Subarea runoff = 9.026(CFS) for 5.2 4 0 (Ac . ) Total runoff = 9.058 (CFS) Total area = 5.260 (Ac. ) Street flow at end of street = 9.058(CFS) Half street flow at end of street = 9.058 (CFS) Depth of flow = 0.440(Ft.), Average velocity = 3.768(Ft/s) Flow width (from curb towards crown)= 15.170lFt.) End of computations, total study area = 5.260 (Ac.) BASIN D San Diego County Rational Hydrology Program CIVLLCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/25/04 ........................................................................ Calvary Chapel Existing Condition, 10-Year event, Basin 'D' File: 9739exD10 Prepared: Oct. 2004 ........................................................................ ********* Hydrology Study Control Information ***'****** Program License Serial Number 5014 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.100 24 hour precipitationlinches) = 3.000 P6/P24 = 56.7% San Diego hydrology manual 'C' values used ...................................................................... **** INITIAL AREA EVALUATION **** Process from Point/Station 11.000 to Point/Station 12.000 Decimal fraction soil group A 3 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance 5 210.000(Ft.l Highest elevation = 293.000(Ft.) Lowest elevation = 284.000(Ft.) Elevation difference = 9.000(Ft.) Slope = 4.286 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.29 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.31 minutes TC = [1.8*(l.l-C)*distanceIFt.)".S)/(% slopeA(l/3)] TC = [1.8*(1.1-0.3500)*( 100.000A.5)/( 4.286^(1/3)]= 8.31 The initial area total distance of 210.00 (Ft.) entered leaves a remaining distance of 110.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.98 minutes for a distance of 110.00 (Ft.) and a slope of 4.29 8 with an elevation difference of 4.711Ft.i from the end of the top area Permanent Open Space Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))l^.385 *60(min/hr) Tt=[(11.9'0.0208"3)/( 4.71)]".385= 0.98 Total initial area Ti = 8.31 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 3.004(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.762cCFS) Total initial stream area = 0.725(Ac.) = 0.380 Minutes 0.98 minutes from the Figure 3-4 formula = 9.29 minutes t++tt++t++t+++t+tt+ttt+tt+t+tt+t++++t++++t++tt+t+++tt+tt+t++t++ttt++tt Process from Point/Station 12.000 to Point/Station 13.000 ***+ STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION **** Top of street segment elevation = 284.000(Ft.) End of street segment elevation = 281.500(Ft.) Length of street segment = 125.000(Ft.) Height of curb above gutter flowline - 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.1300 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.645(CFS) Depth of flow = 0.382(Ft.), Average velocity = 1.020(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.287(Ft.) Flow velocity = 1.02(Ft/s) Travel time = 2.04 rnin. TC = 11.33 rnin. Adding area flow to street User specified 'C' value of 0.820 given for subarea Rainfall intensity = 2.642(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.992 Subarea runoff = 1.860(CFS) for 0.485 (Ac. ) Total runoff = 2.622(CFS) Total area = 1.210 (Ac . ) Street flow at end of street = 2.622 (CFS) Half street flow at end of street = 2.622(CFS) Depth of flow = 0.426(Ft.l, Average velocity = 1.197(Ft/s) Flow width (from curb towards crown)= 14.447(Ft.) End of computations, total study area = 1.210 (Ac.) PROPOSED CONDITION BASIN A San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 1.4 Rational method hydrology San Diego County Flood Control Division 2003 hydrology manual program based on Rational Hydrology Study Date: 10/26/04 .. .- Calvary Chapel Proposed Condition, 10-Year Event, Basin 'A' File: 9739prA10 Prepared: Oct. 2004 ********* Hydrology Study Control Information *+******** Program License Serial Number 5014 ........................................................................ Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.100 24 hour precipitation(inches) = 3.000 P6/P24 = 56.7% San Diego hydrology manual IC' values used ...................................................................... Process from PointIStation 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 84.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.800(Ft.) Elevation difference = 1.000iFt.) Slope = 1.190 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.19 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.68 minutes TC = [l.B*(l.l-C)'distance(Ft.)".5)/(% slopeA(l/3)1 TC = [1.8* (1.1-0.8200) ( 60.000^.5) /( 1.190"(1/3) I= 3.68 The initial area total distance of 84.00 IFt.) entered leaves a remaining distance of 24.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.50 minutes for a distance of 24.00 (Ft.) and a slope of 1.19 % with an elevation difference of 0.29(Ft.) from the end of the top area [COMMERCIAL area type 1 General Commercial Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))lA.385 *60(min/hr) Tt=[(11.9*0.0045"3)/( 0.29)1".385= 0.50 Total initial area Ti = 3.68 minutes from Figure 3-3 formula plus Calculated TC of 4.181 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.24 9 (CFS) Total initial stream area = 0.340(Ac.) - - 0.497 Minutes 0.50 minutes from the Figure 3-4 formula = 4.18 minutes tt+++t+t++t+++t++t++t+tt+t++t+++ttt+++++t+++++++++++++t++tt+tt+tt+++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 300.800(Ft.) Downstream point/station elevation = 299.400(Ft.) Pipe length = 144.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.249(CFS) Given pipe size = 12.00 (In. 1 Calculated individual pipe flow = 1.249(CFS) Normal flow depth in pipe = 4.95(In.) Flow top width inside pipe = 11.81(In.) Critical Depth = 5.65(In.l Pipe flow velocity = 4.09(Ft/s) Travel time through pipe = 0.59 rnin. Time of concentration (TC) = 4.11 min. +++++t++++++++++++++++++t++t+t+tt++tt+t+t+t+tt+tt+t+t++t+t++t+++t+++++ Process from Point/Station 302.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.34 0 (Ac . ) Runoff from this stream = 1.24 9 (CFS 1 Time of concentration = 4.11 min. Rainfall intensity = 4.419 (In/Hr) Program is now starting with Main Stream No. 2 +t+++++++t++++++++++++++tttt+++t+t+t++tt+t++t+t+t++++++t+t+++tt+++++t+ Process from Point/Station 304.000 to Point/Station 303.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 62.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.800(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.613 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: ,- The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.61 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.72 minutes TC = [l. 8' (1.1-C) *distance (Ft. )A.5) / (% slope^ (1/3) I TC = [l .8* (1.1-0.82001 * ( 75.000". 5) / ( 1.613^ (1/31 I= 3.72 Calculated TC of 3.722 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.396(CFS) Total initial stream area = 0.380(Ac.) General Commercial tttttt+ttt+t+tt++ttt++t++++++t+ttt++tttttt+tttt+ttt++t+t+++++tt+++tt+t Process from Point/Station 304.000 to PointfStation 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.380 (Ac. ) Runoff from this stream = 1.3 96 (CFS) Time of concentration = 3.72 min. Rainfall intensity = 4.479(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. ( CFS ) (min) (In/Hr) 1 1.249 4.77 4.479 2 1.396 3.72 4.479 Qmax(1) = 1.000 * 1.000 * 1.249) t 1.000 1.000 1.396) t = 2.644 1.000 * 0.781 * 1.249) t 1.000 * 1.000 * 1.396) t = 2.371 Qmax(2) = Total of 2 main streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 1.249 1.396 2.644 2.371 Area of streams before confluence: 0.340 0.380 Results of confluence: Total flow rate = 2.644(CFS) Time of concentration = 4.767 min. Effective stream area after confluence = 0.720(Ac.) t+tt+tttttttttttt++tt+ttt+ttttt+tttt+t+tt++ttt+ttttttttttttt+tt+tttttt Process from Point/Station 303.000 to Point/Station 305.000 ***+ PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 299.000(Ft.I Downstream point/station elevation = 298.500(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.644(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.644 (CFS) Normal flow depth in pipe = 7.70(In.) Flow top width inside pipe = 11.51(In.) Critical Depth = 8.36tIn.) Pipe flow velocity = 4.97 (Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 4.93 min. ...................................................................... Process from PointIStation 303.000 to Point/Station 305.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.7 20 ( AC . ) Runoff from this stream = 2.644(CFS) Time of concentration = 4.93 min. Rainfall intensity = 4.479 (In/Hr) Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 306.000 to Point/Station 305.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 65.000iFt.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.800(Ft.) Elevation difference = 1.000LFt.) Slope = 1.538 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.54 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.78 minutes TC = [l. 8* (1.1-C) *distance (Ft. )*. 5) / (% slope^ (1/3) I TC = [1.9*(1.1-0.8200)*( 75.000".5)/( 1.538^(1/3)1= 3.79 Calculated TC of 3.781 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.588(CFS) Total initial stream area = O.l60(Ac.) General Commercial ++++++t++t++t+++++++++++++++++t++++++++t++++++++++++++t+t+tt+++t++++++ Process from Point/Station 306.000 to Point/Station 305.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.160 (Ac. I Runoff from this stream = 0.588 (CFSI Time of concentration = 3.78 min. Rainfall intensity = 4.479(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (rnin) (In/Hr) 1 2.644 4.93 4.479 2 0.588 3.78 4.479 Qmax(1) = 1.000 1.000 * 2.644) + 1.000 * 1.000 * 0.588) + = 3.232 1.000 0.766 * 2.644) + 1.000 * 1.000 0.588) + = 2.614 Qmax(2) = Total of 2 main streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 2.644 0.588 3.232 2.614 Area of streams before confluence: 0.720 0.160 Results of confluence: Total flow rate = 3.232 (CFS) Time of concentration = 4.935 min. Effective stream area after confluence = 0.8 8 0 ( Ac . ) ++++t+t++++t++t++t++++++++++tt++tt+++++++++ttt++t+t+++++++++t++++++++t Process from Point/Station 305.000 to Point/Station 307.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 298.100(Ft.) Downstream point/station elevation = 297.600(Ft.) Pipe length = 45.00tFt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.232(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.232(CFS) Normal flow depth in pipe = 8.58(1n.I Flow top width inside pipe = Critical Depth = 9.23(In.) Pipe flow velocity = 5.38(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 5.07 min. 10.84(In.) ++++t+tt++++++++++++t+t+t+t+++++t++t+tt++++++++++++++t+++++t+++t++t+++ Process from Point/Station 305.000 to Point/Station 307.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.880(Ac.) Runoff from this stream = 3.232 (CFS) Time of concentration = 5.07 min. Rainfall intensity = 4.437 (In/Hr) Program is now starting with Main Stream No. 2 ++t+++t++++tt+t+++++t++++++++++t+++t+t++++++++++t++t+t++ttt+t++tt+t+++ Process from Point/Station 308.000 to PointfStation 307.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.700(Ft.) Elevation difference = l.lOO(Ft.) Slope = 2.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.20 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.36 minutes General Commercial TC = [1.8* (1.1-C)*distance(Ft. )A.5)/(% slopeA(l/3) I TC = 11.8*(1.1-0.82001*( 75.000^.51/( 2.200"(1/311= 3.36 . . ,. c&uiated'~~ of resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.698(CFS) Total initial stream area = 0.190 (Ac. ) 3:356 minutes is' iess than 5 minutes, ttt+t++t+t+tt++t+t++++t++t++++++++t+++t+tt++++++++++++++t+t++t+t++t+++ Process from Point/Station 308.000 to Point/Station 307.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.190 (Ac. ) Runoff from this stream = 0.698 (CFS) Time of concentration = 3.36 min. Rainfall intensity = 4.479 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.232 5.07 4,437 2 0.698 3.36 4.479 Qmax(1) = 1.000 * 1.000 * 3.232) t 0.991 * 1.000 * 0.698) + = 3.923 1.000 0.661 * 3.232) + Qmax(2) = 1.000 * 1.000 * 0.698) + = 2.835 Total of 2 main streams to confluence: Flow rates before confluence point: 3.232 0.698 Maximum flow rates at confluence using above data: 3.923 2.835 Area of streams before confluence: 0.880 0.190 Results of confluence: Total flow rate = 3.923 (CFS) Time of concentration = 5.074 min. Effective stream area after confluence = 1.07 0 (Ac . ) ...................................................................... Process from PointfStation 307.000 to Point/Station 309.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 297.200(Ft.) Downstream point/station elevation = 296.500(Ft.) Pipe length = 67.00[Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.923(CFS) Given pipe size = 12.00 [In. ) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.693(Ft.) at the headworks or inlet of the pipets) Pipe friction loss = 0.812 (Ft.) Minor friction loss = 0.581 (Ft . ) K-factor = 1.50 Pipe flow velocity = 5.00 (Ft/s 1 Travel time through pipe = 0.22 min. Time of concentration (TC) = 5.30 min. +++++t++++++tt+++++++++++++++++++t++t++t+t+++++++++t+++++t+t++t+t++t++ Process from Point/Station 307.000 to Point/Station 309.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.070 (Ac. ) Runoff from this stream = 3.923 [ CFS) Time of concentration = 5.30 min. Rainfall intensity = 4.315(In/Hr) Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 310.000 to Point/Station 309.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.700(Ft.) Elevation difference = 1.100(Ft.) Slope = 2.750 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: ~~ ~ The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.75 B, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.32 minutes TC = [1.8*(1.l-C)*distance(Ft.)^.5)/(% slopeA(l/3)1 TC = [1.8*(1.1-0.8200)*( 85.000^.5)/( 2.750^(1/3)1= 3.32 Calculated TC of 3.317 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.220 (CFS) Total initial stream area = 0.060 (Ac. ) General Commercial ...................................................................... Process from Point/Station 310.000 to Point/Station 309.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.0 60 (Ac. ) Runoff from this stream = 0.220(CFS) Time of concentration = 3.32 min. Rainfall intensity = 4.479(In/Hr) Program is now starting with Main Stream No. 3 ...................................................................... Process from Point/Station 311.000 to Point/Station 312.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 57.000(Ft.) Highest elevation = 303.800(Ft.I Lowest elevation = 302.700(Ft.l [COMMERCIAL area type 1 Elevation difference = 1.100(Ft.) Slope = 1.930 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: ~~ ~ ~~ ~~ ~~ The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.93 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.51 minutes General Commercial TC = [l .8* (1.1-C) *distance (Ft . ) A. 5) / (% slope^ (1/3) 1 TC = ri.8* ~i.i-o.~zooi * 75.000~. 51 /I 1.930~ (1/3) I= 3.51 .. Calcuiated TC of resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 31506 minutes is less than 5 minutes, Subarea runoff = 0.477 (CFS) Total initial stream area = 0.130(Ac.l t+++++t++++t+++++++++++t++++++++t+t++tt++t++t++t+++++++++++++t+++t++t+ Process from Point/Station 312.000 to Point/Station 309.000 ***+ PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 296.900(Ft.) Downstream point/station elevation = 296.500(Ft.) Pipe length = 35.00(Ft.I Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.4 77 (CFS) Given pipe size = 12 .OO (In. ) Calculated individual pipe flow = 0.477 (CFS) Normal flow depth in pipe = 2.87(1n.I Flow top width inside pipe = 10.24(In.) Critical Depth = 3.43lIn.) Pipe flow velocity = 3.31 (Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 3.68 min. ++t++++++++t++++++++++++++++++++++++++t++++++++++t+t+t+t++++++++tt++++ Process from Point/Station 312.000 to Point/Station 309.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.130 (Ac . ) Runoff from this stream = 0.477 (CFS) Time of concentration = 3.68 min. Rainfall intensity = 4.47 9 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) iIn/Hr) 1 3.923 2 0.220 3 0.477 Qmax(1) = 1.000 * 0.963 0.963 * 1.000 * 1.000 * 1.000 * 1.000 f 1.000 * 1.000 * Qmax(2) = Qmax(31 = 5.30 3.32 3.68 1.000 * 1.000 * 1.000 * 0.626 * 1.000 * 0.901 * 0.695 * 1.000 * 1.000 * 4.315 4.479 4.479 3.923) + 0.220) + 0.477) t = 4.596 3.923) + 0.220) + 0.477) + = 3.107 3.923) + 0.220) + 0.477) + = 3.424 Total of 3 main streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: Area of streams before confluence: 3.923 0.220 0.477 4.596 3.107 3.424 1.070 0.060 0.130 Results of confluence: Total flow rate = 4.596 (CFS) Time of concentration = 5.298 min. Effective stream area after confluence = 1.260 (Ac. ) tttt+++++t+++t+++++++t++tt+++t++++++t+++++++++t+t++++++++t+++t++t+++++ Process from Point/Station 309.000 to Point/Station 313.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 296.100tFt.) Downstream point/station elevation = 295.700(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.596tCFS) Given pipe size = 12.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.980tFt.) at the headworks or inlet of the pipets) Pipe friction loss = 0.582 (Ft.) Minor friction loss = 0.197 tFt. ) K-factor = 1.50 Pipe flow velocity = 5.85(Ft/s) Travel time through pipe = 0.10 min. Time of concentration [TC) = 5.40 min. ++t++++++++++tt+++t++tt++t++t++tt+++++++++++++t+++t+++++++++++t+++++++ Process from Point/Station 309.000 to Point/Station 313.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.260 ( Ac . ) Runoff from this stream = 4.596 (CFS) Time of concentration = 5.40 min. Rainfall intensity = 4.263 (In/Hr) Program is now starting with Main Stream No. 2 ++t++t+t+++t+ttt++t+++++++++++tt+++++++++t++++tt+t+++++tt+++++t+++t+++ Process from Point/Station 314.000 to Point/Station 313.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 35.000(Ft.) Highest elevation = 302.900(Ft.) Lowest elevation = 302.000tFt.) Elevation difference = 0.900(Ft.) Slope = 2.571 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.51 %, in a development type of In Accordance With Figure 3-3 General Commercial Initial Area Time of Concentration = 3.39 minutes TC = [1.8* (1.1-C) *distance(Ft.) *.5) / (% slope^ (1/3) I Calculated TC of 3.392 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.404(CFS) Total initial stream area = 0.110 (Ac. ) TC = [l. 8* (1.1-0.8200) * ( 85.000^. 5) / ( 2.571^ (1/3) I= 3.39 +++++t+t+t+++++t+++++++++++++t+t+t++++t+++++t+++tt+ttt+++t++tttt++t+t+ Process from Point/Station 314.000 to Point/Station 313.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.110 (Ac. ) Runoff from this stream = 0.404(CFS) Time of concentration = 3.39 min. Rainfall intensity = 4.479(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. ICFS) (min) (In/Hr) 1 4.596 5.40 2 0.404 3.39 4.263 4.479 Qmax(1) = 1.000 * 1.000 * 4.596) + 0.952 * 1.000 * 0.404j + = 4.980 1.000 * 0.628 * 4.596) t 1.000 * 1.000 0.404) + = 3.292 Qmax(2) = Total of 2 main streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 4.596 0.404 4.980 3.292 Area of streams before confluence: 1.260 0.110 Results of confluence: Total flow rate = 4.980(CFS) Time of concentration = 5.398 min. Effective stream area after confluence = 1.370 (Ac . ) ++++++++++++tt++++++++t+++++++++t+t++++++t++++t++++++t+++t+++t++t+t++t Process from Point/Station 313.000 to Point/Station 315.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 290.000(Ft.) Downstream point/station elevation = 286.800(Ft.) Pipe length = 190.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.980 (CFS) Given pipe size = 12.00 (In.) NOTE: Normal flow is pressure flow in user selected pipe size. .- The approximate hydraulic grade line above the pipe invert is 2.197(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 3.711 (Ft.) Minor friction loss = 1.686 (Ft.) K-factor = 2.70 Pipe flow velocity = 6.34 (Ft/s) Travel time through pipe = 0.50 min. Time of concentration (TC) = 5.90 min. t+tt+t+t+tttt+t++++t+tt++tt++tt+ttt+t+t+ttt+tt+tttttt+ttt+ttt+tt+t++t+ Process from Point/Station 313.000 to Point/Station 315.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.370(Ac.) Runoff from this stream = 4.980(CFS) Time of concentration = 5.90 min. Rainfall intensity = 4.027 (In/Hr) Program is now starting with Main Stream No. 2 t++t+t++ttttt++++t++ttt+tt++++++t+tttttt++tt+tt+t+t+tt+tt+tt+++t+tt++t Process from Point/Station 316.000 to Point/Station 317.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 302.900(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 0.900(Ft.) Slope = 1.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.20 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.67 minutes TC = 11. E* (I. 1-C) *distance (Ft . ) A. 5) / (% slopeA (1/3) ] TC = [1.8*(1.1-0.8200)*( 60.000^.5)/( 1.200"(1/3)1= 3.67 The initial area total distance of 75.00 (Ft.) entered leaves a remaining distance of 15.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.34 minutes for a distance of 15.00 (Ft.) and a slope of 1.20 % with an elevation difference of 0.18(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]".385 *60(min/hr) Tt=[(11.9*0.0028"3)/( 0.18)1".385= 0.34 Total initial area Ti = 3.67 minutes from Figure 3-3 formula plus Calculated TC of 4.019 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.588iCFS) General Commercial 0.345 Minutes - - 0.34 minutes from the Figure 3-4 formula = 4.02 minutes rc i, Total initial stream area = 0.1 60 ( Ac . ) ...................................................................... Process from Point/Station 317.000 to Point/Station 318.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 300.800(Ft.) Downstream point/station elevation = 300.000(Ft.) Pipe length = 80.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 0.588 (CFS) Given pipe size = 12.00 (In.) Calculated individual pipe flow = 0.588(CFS) Normal flow depth in pipe = 3.30(In.) Flow top width inside pipe = 10.72(In.) Critical Depth = 3.82tIn.) Pipe flow velocity = 3.35(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 4.42 min. ++t+++++t++t+++++++tt+t+tt++++++t+++++t++++t++t++t+++++++++t+++++++t+t Process from Point/Station 317.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.160 (Ac.) Runoff from this stream = 0.588 (CFS) Time of concentration = 4.42 min. Rainfall intensity = 4.479(In/Hr) ++t++tt+t++t++++++++t++t++tt+t+++tt++++t+++++++++++++t+++++t+++t++ttt+ Process from Point/Station 319.000 to Point/Station 318.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A * 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 1,000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 302.700(Ft.) Lowest elevation = 302.000(Ft.) [COMMERCIAL area type 1 Elevation difference = 0.700(Ft.) Slope = 1.750 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.75 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.62 minutes TC = [1.8* (1.1-C) *distance (Ft. “.5) / (% slope^ (1/3) ] TC = [1.8’(1.1-0.8200)*( 75.000^.5)/( 1.750”(1/3)1= 3.62 Calculated TC of 3.622 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.477iCFS) General Commercial Total initial stream area = 0.130 (Ac . ) ttt+tt+ttt+t++ttt+t+ttttttttttt+ttt+ttttttttt++t+tttt+ttttttt+tttttt+t Process from Point/Station 319.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.130(Ac.) Runoff from this stream = 0.477 (CFS) Time of concentration = 3.62 min. Rainfall intensity = 4.479(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2 0.588 0.477 4.42 3.62 4.479 4.479 Qmax(1) = 1.000 * 1.000 * 0.588) t 1.000 * 1.000 0.477) t = 1.065 1.000 * 0.820 * 0.588) + 1.000 1.000 0.477) t = 0.959 Qmax(2) = Total of 2 streams to confluence: Flow rates before confluence point: 0.588 0.477 Maximum flow rates at confluence using above data: 1.065 0.959 Area of streams before confluence: 0.160 0.130 Results of confluence: Total flow rate = 1.065(CFS) Time of concentration = 4.416 min. Effective stream area after confluence = 0.290 (Ac. ) tt+tttt+++tt+tttttttttt+ttttttttttttt+tttttttt+ttttttttttttttttttttttt Process from Point/Station 318.000 to Point/Station 320.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 299.600(Ft.) Downstream point/station elevation = 299.100(Ft.) Pipe length = 45.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.065(CFS) Given pipe size = 12.00(In.l Calculated individual pipe flow = 1.065 (CFS) Normal flow depth in pipe = 4.37(In.) Flow top width inside pipe = 11.55(In.) Critical Depth = 5.20(In.) Pipe flow velocity = 4.12(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 4.60 min. ttttttt+ttttt+tttt+tttttttttttttttt+tttttttttt+tttt+tttt+ttttttt+ttttt Process from Point/Station 318.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.290 (Ac. ) Runoff from this stream = 1.065(CFS) Time of concentration = 4.60 min. Rainfall intensity = 4.479 (In/Hr) ++++++++++++t+++++++++++t++++++++++t++++t+++t+++t+++t++++++ttt++++++++ Process from Point/Station 321.000 to Point/Station 320.000 **** INITIAL AREA EVALUATION **’* Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 24.000(Ft.) Highest elevation = 302.900(Ft.) Lowest elevation = 302.000(Ft.) [COMMERCIAL area type I Elevation difference = 0.900(Ft.) Slope = 3.750 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.75 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.99 minutes TC = [l .E* (1.142) *distance (Ft. 1 A.5) / (% slopeA(l/3) 1 TC = [l. E* (1.1-0.8200) * ( 85.000”. 5) / ( 3.750^ (1/3) I= 2.99 Calculated TC of 2.991 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.44 1 (CFS) Total initial stream area = 0.120 (Ac. ) General Commercial +++++t+++++++t+++++t++++++++t++++++++++t+++++++tt+++++t+++++t+++++++++ Process from Point/Station 321.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.120(Ac.) Runoff from this stream = 0.441 (CFSI Time of concentration = 2.99 min. Rainfall intensity = 4.479 (In/Hr) +t+t++t++++++++++t+++++++++++++t++++++++t+tt++++t++++++++t++++t++t++++ Process from Point/Station 322.000 to Point/Station 323.000 **** INITIAL AREA EVALUATION ’*** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial ) .c '\ Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 32.000(Ft.) Highest elevation = 302.900(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = O.9OO(Ft.) Slope = 2.812 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.81 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.29 minutes TC = [1.8* (1.1-C) *distance(Ft.) *.5) / (% slope^ (1/3) I Calculated TC of 3.292 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.294 (CFS) Total initial stream area = 0 .08 0 ( Ac . ) General Commercial TC = [1.8*(1.1-0.8200)*( 85.000".5)/( 2.812"(1/3)1= 3.29 ...................................................................... Process from Point/Station 323.000 to Point/Station 320.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 299.600(Ft.) Downstream point/station elevation = 299.100(Ft.) Pipe length = 40.00(Ft.I Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.294 (CFS) Given pipe size = 12.00 (In. ) Calculated individual pipe flow = 0.294(CFS) Normal flow depth in pipe = 2.21(In.) Flow top width inside pipe = 9.30(In.) Critical Depth = 2.67 (In. ) Pipe flow velocity = 2.9l(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 3.52 rnin. ...................................................................... Process from Point/Station 323.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.080 (Ac. ) Runoff from this stream = 0.294 (CFS) Time of concentration = 3.52 min. Rainfall intensity = 4.419 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity 320.000 No. (CFS) (min) (In/Hr) 1 1.065 4.60 2 0.441 2.99 3 0.294 3.52 4.419 4.479 4.479 Qmax(1) = 1.000 * 1.000 * 1.065) + 1.000 * 1.000 * 0.441) + 1.000 * 1.000 * 0.294) + = 1.800 Qmax(2) = 1.000 * 0.650 1.065) + 1.000 * 1.000 * 0.441) + 1.000 * 0.850 0.294) + = 1.383 Qmax(3) = 1.000 0.765 * 1.065) + 1.000 * 1.000 * 0.441) + 1.000 * 1.000 + 0.294) + = 1.549 Total of 3 streams to confluence: Flow rates before confluence point: 1.065 0.441 0.294 Maximum flow rates at confluence using above data: 1.800 1.383 1.549 Area of streams before confluence: Results of confluence: Total flow rate = 1.800 (CFS) Time of concentration = 4.598 min. Effective stream area after confluence = 0.490 (Ac. ) 0.290 0.120 0.080 ...................................................................... Process from Point/Station 320.000 to Point/Station 315.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 287.100(Ft.) Downstream point/station elevation = 286.800(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.800(CFS) Given pipe size = 12.00 (In. ) Calculated individual pipe flow = 1.800(CFS) Normal flow depth in pipe = 5.72(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 6.85(In.) Pipe flow velocity = 4.87 (Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 4.68 min. ...................................................................... Process from Point/Station 320.000 to Point/Station 315.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.490 (Ac. ) Runoff from this stream = 1.800 (CFS) Time of concentration = 4.68 min. Rainfall intensity = 4.479(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.980 5.90 2 1.800 4.68 4.027 4.479 Qmax(1) = 1.000 * 1.000 * 4.980) t 0.899 * 1.000 * 1.800) + = 6.598 Qrnax(2) = 1.000 0.794 * 4.980) t 1.000 * 1.000 * 1.800) t = 5.155 Total of 2 main streams to confluence: Flow rates before confluence point: 4.980 1.800 Maximum flow rates at confluence using above data: 6.598 5.155 Area of streams before confluence: 1.370 0.490 Results of confluence: Total flow rate = 6.598(CFS) Time of concentration = 5.897 min. Effective stream area after confluence = 1.860 (Ac. ) t+++ttt+t+++t+ttt++tt++++t+t++t+++ttt+++t++tt+++ttt+ttt+ttt++tt+ttt+tt Process from PointjStation 315.000 to PointjStation 324.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pointlstation elevation = 286.400(Ft.) Downstream point/station elevation = 284.100(Ft.) Pipe length = 129.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.598 (CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 6.598 (CFS) Normal flow depth in pipe = 8.68(In.) Flow top width inside pipe = 17.99(In.) Critical Depth = 11.92(In.) Pipe flow velocity = 7.82 (Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 6.17 min. +++tt++++t+ttt++tt+tt+t+++ttt+t+t+t+t+tt+++++t++tttt+tt+ttt+tt+t++++tt Process from Point/Station 315.000 to Point/Station 324.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.8 60 ( Ac . ) Runoff from this stream 6.598(CFS) Time of concentration = 6.17 min. Rainfall intensity = 3.910(In/Hr) Program is now starting with Main Stream No. 2 t+tt++t+ttt++++++tt+t++tt++++t+tt++t+tt+ttt+t++t+tt+++t++++t+ttt+ttttt Process from Point/Station 330.000 to Point/Station 331.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 168.000(Ft.) Highest elevation = 298.000(Ft.) Lowest elevation = 293.000(Ft.) Elevation difference = 5.000(Ft.) Slope = 2.976 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.98 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.23 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope^(1/3)1 The initial area total distance of 168.00 (Ft.) entered leaves a remaining distance of 83.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.91 minutes for a distance of 83.00 (Ft.) and a slope of 2.98 % with an elevation difference of 2.47(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) Tt=[(11.9*0.0157"3)/( 2.47)1^.385= 0.91 Total initial area Ti = 3.23 minutes from Figure 3-3 formula plus Calculated TC of 4.138 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.175 (CFS) Total initial stream area = 0.32 0 (Ac . ) General Commercial TC = [1.8*(1.1-0.8200)*( 85.000".5)/( 2.976^(1/3)]= 3.23 = 0.908 Minutes 0.91 minutes from the Figure 3-4 formula = 4.14 minutes t+tt+tt++tttt++tt+t+ttttttt+++tttt+++tt+tt+ttttt++++t+++tttt++tt++tttt Process from Point/Station 331.000 to Point/Station 324.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 293.000(Ft.) End of street segment elevation = 285.700(Ft.) Length of street segment = 352.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 125.000(Ft.) Distance from crown to crossfall grade break = 120.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.j Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.331 (CFS) Depth of flow = 0.353(Ft.), Average velocity = 3.418(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.792(Ft.) Flow velocity = 3.42(Ft/s) Travel time = 1.72 min. TC = 5.85 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 4.046(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.837 Subarea runoff = 6.256(CFS) for 1.920 (Ac . ) Total runoff = 7.431 (CFS) Total area = 2.240(Ac.) Street flow at end of street = 7.431(CFS) Half street flow at end of street = 7.431 (CFS) Depth of flow = 0.406(Ft.), Average velocity = 3.877(Ft/s) Flow width (from curb towards crown)= 13.469(Ft.I ttt++tt++t++++tttttt+tt++tt+t+++tt+t+t++t+tt++t+t+t+++tt++++++t+tttt++ Process from Point/Station 331.000 to Point/Station 324.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.240 (Ac. ) Runoff from this stream = 7.431(CFS) Time of concentration = 5.85 min. Rainfall intensity = 4.046(In/Hr) Program is now starting with Main Stream No. 3 ++tt+t+++ttt+tt++++++++t+++t+tt+t++t++tt++t+++t+t+++++t+t+t+++tt+t++++ Process from Point/Station 325.000 to Point/Station 326.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 197.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 299.500(Ft.) Elevation difference = 4.300(Ft.) Slope = 2.183 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.18 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.36 minutes TC = [1.8* (1.1-C)*distance(Ft. 1 “.5) / (% slopeA(l/3) 1 TC = [l. E* (1.1-0.8200) * ( 75.000”. 5) / ( 2.183^ (1/3) ]= 3.36 The initial area total distance of 197.00 (Ft.) entered leaves a remaining distance of 122.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.38 minutes for a distance of 122.00 (Ft.) and a slope of 2.18 B with an elevation difference of 2.66(Ft.) from the end of the top area Tt = [11.9*length(Mi)”3)/(elevation change(Ft.))]^.385 *60(min/hr) General Commercial - - 1.376 Minutes Tt=[(11.9*0.0231"3)/( 2.66)]^.385= 1.38 Total initial area Ti = 3.36 minutes from Figure 3-3 formula plus Calculated TC of 4.740 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.735 (CFS) Total initial stream area = 0.200 (Ac . ) 1.38 minutes from the Figure 3-4 formula = 4.74 minutes ++++++ttt++++++++tt++++t++tt+++++++t+t+t++++++t++++++tt+++t++ttt++tt++ Process from Point/Station 326.000 to Point/Station 327.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation 299.500(Ft.) End of street segment elevation = 293.700(Ft.) Length of street segment = 542.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 125.000(Ft.) Distance from crown to crossfall grade break = 120.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.126 (CFS) Depth of flow = 0.353(Ft.), Average velocity = 2.458(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.813(Ft.) Flow velocity = 2.46(Ft/s) Travel time = 3.68 min. TC = 8.42 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 3.201(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.697 Subarea runoff = 4.699(CFS) for 1.870 (Ac. ) Total runoff = 5.434 (CFS) Total area = 2.070(Ac.) Street flow at end of street = 5.434(CFS) Half street flow at end of street = 5.434iCFS) Depth of flow = 0.408(Ft.), Average velocity = 2.797(Ft/s) Flow width (from curb towards crown)= 13.566(Ft.) +++++++++++t+++++++t++++tt++++++t++t+++++++tt+t++++t+++t++t++++++t++++ Process from Point/Station 327.000 to Point/Station 328.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 291.500(Ft.) Downstream point/station elevation = 290.900(Ft.) Pipe length = 53.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.434(CFS) Given pipe size = 18.00 (In. ) Calculated individual pipe flow = 5.434(CFS) Normal flow depth in pipe = 8.85(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 10.79(In.) Pipe flow velocity = 6.28 (Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 8.56 min. +++++t++++t+t+t++++t++++t++++tt+tt++++++tt+t+t+t++++++++tt++++++++ttt+ Process from Point/Station 327.000 to Point/Station 328.000 *+** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 2.070 (Ac.) Runoff from this stream = 5.434(CFS) Time of concentration = 8.56 min. Rainfall intensity = 3.167 (In/Hr) ++++++t++++t++++++++t+t++t++t+tt+tt+t++tt++tt+++tttt+++tt+t++++t++++t+ Process from Point/Station 329.000 to Point/Station **** INITIAL AREA EVALUATION **** 328 .OOO Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 143.000(Ft.) Highest elevation = 299.000(Ft.) Lowest elevation = 294.000(Ft.) Elevation difference = 5.000(Ft.) Slope = 3.497 % Top of Initial Area Slope adjusted by User to 10.000 % Bottom of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.00 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.34 minutes TC = [l.@*(l.l-C)*distance(Ft.)".5)/(% slopeA(l/3)1 TC = [1.8*(1.1-0.8200)*( 100.000^.5)/( 10.000A(1/3)1= 2.34 The initial area total distance of 143.00 (Ft.) entered leaves a remaining distance of 43.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.64 minutes for a distance of 43.00 (Ft.) and a slope of 2.00 8 with an elevation difference of 0.86(Ft.) from the end of the top area Tt = [11.9*1ength(Mi)"3)/[elevation change(Ft.) )1^.385 *60(min/hr) Tt=[ (11.9*0.0081"3) /( 0.86) ]".385= 0.64 Total initial area Ti = 2.34 minutes from Figure 3-3 formula plus General Commercial 0.637 Minutes - - 0.64 minutes from the Figure 3-4 formula = 2.98 minutes Calculated TC of 2.977 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.367 (CFS) Total initial stream area = 0.100(Ac.) +tt+tttttt+t++++ttt+t+tt++t+++t+tt+++++++++ttt+++t+++tt+t++t++tt+tt++t Process from Point/Station 329.000 to Point/Station 328.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = O.lOO(Ac.) Runoff from this stream = 0.367 (CFS) Time of concentration = 2.98 min. Rainfall intensity = 4.479(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. ( CFS ) (min) (In/Hr) 1 5.434 8.56 2 0.367 2.98 3.167 4.479 Qmax(1) = 1.000 * 1.000 * 5.434) + 0.707 1.000 * 0.367) + = 5.694 Qmax(2) = 1.000 * 0.348 * 5.434) + 1.000 * 1.000 * 0.367) + = 2.258 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 5.694 2.258 Area of streams before confluence: 2.070 0.100 Results of confluence: Total flow rate - 5.694(CFS) Time of concentration = 8.556 min. Effective stream area after confluence = 2.170 (Ac. ) 5.434 0.367 ttttttttt++++++t+tt+ttttt+t+++t+tt+~++t+++t+++t+ttttt+ttt+t++++tttt+++ Process from Point/Station 328.000 to Point/Station 324.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 290.500(Ft.) Downstream point/station elevation = 284.100(Ft.) Pipe length = 635.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.694(CFS) _. Given pipe size = - 18.00iIn.) Calculated individual oiDe flow = 5.694 ICFSI &. ~~~~~~~~~~ ~~ Normal flow depth in pipe = 9.42(In.) Flow top width inside pipe = 17.98(In.) Critical Depth = 11.04(In.) Pipe flow velocity = 6.08(Ft/s) Travel time through pipe = 1.74 min. Time of concentration (TC) = 10.30 min. L. ,, tt+t+tttt+tt+tt++t+ttt++t++ttttttt++tttt++tttttt+tt+t+tttt+ttttt+ttttt Process from Point/Station 328.000 to Point/Station 324 .OOO **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.170(Ac.) Runoff from this stream = 5.694(CFS) Time of concentration = 10.30 min. Rainfall intensity = 2.811(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) 1 6.598 2 7.431 3 5.694 Qmax(1) = 1.000 * 0.967 * 1.000 * 1.000 1.000 * 1.000 Qmax(2) = Qmax(3) = 0.719 * 0.695 * 1.000 * (min) 6.17 5.85 10.30 1.000 * 1.000 * 0.599 * 0.949 * 1.000 + 0.569 * 1.000 * 1.000 * 1.000 * (In/Hr) 3.910 4.046 2.811 6.598) t 7.431) t 5.694) t = 17.193 6.598) t 7.431) t 5.694) t = 16.927 6.5981 + Total of 3 main streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: Area of streams before confluence: 6.598 7.431 5.694 17.193 16.927 15.600 1.860 2.240 2.170 Results of confluence: Total flow rate = 17.193(CFS) Time of concentration = 6.172 min. Effective stream area after confluence = 6.270 ( Ac . ) tt+++tt+tt+tt+tttt+ttttt+t+tttt+t+ttttttt+tttttt+tttttttttttttttt+t+tt Process from Point/Station 324.000 to Point/Station 332.000 **** PIPEFLOW TRAVEL TIME (User specified size) **+* upstream point/station elevation = 283.700(Ft.) Downstream point/station elevation = 283.500(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.193(CFS) .~ Given pipe size = 24.00(In.) Calculated individual DiDe flow = 17.193(CFS) _I Normal flow depth in pipe = 15.66(In.) Flow top width inside pipe = 22.86(In.) - i' '.. Critical Depth = 17.94(In.) Pipe flow velocity = 7.92 (Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 6.21 min. ++tttttttt+tt+ttt++ttt++tt+t++ttt++t+tt+ttt++ttt++tttt+tttt+ttttttttt+ Process from Point/Station 324.000 to Point/Station 332.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.270 (Ac. ) Runoff from this stream = 17.193 (CFS) Time of concentration = 6.21 min. Rainfall intensity = 3.893 (In/Hr) Program is now starting with Main Stream No. 2 ttttt+ttttt+ttttt+tt+t+tt+t++tttt+tt+++ttt++ttttttt++++tt+t++tttt++ttt Process from Point/Station 333.000 to Point/Station 334.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial I Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 60.000(Ft.l Highest elevation = 303.500(Ft.) Lowest elevation = 302.500(Ft.I Elevation difference = 1.000(Ft.) Slope = 1.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.67 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.68 minutes TC = [1.8* (1.1-Cl *distance (Ft. 1 5) / (% slope" (1/3) 1 TC = [l. 8* (1.1-0.8200) ( 75.000". 5) / ( 1.667" (1/3) I= 3.68 Calculated TC of 3.681 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I1 = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.037 (CFS) Total initial stream area = 0.010 (Ac .I General Commercial tttttttt++tttt++tt+ttttt+t++t+t+ttt+ttttt++tt++t+tttttt+ttt+ttt++t++tt Process from Point/Station 334.000 to Point/Station 335.000 **** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION **** Top of street segment elevation = 302.500(Ft.l End of street segment elevation = 291.500(Ft.l Length of street segment = 407.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 125.000(Ft.l Distance from crown to crossfall grade break = 120.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on 111 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.935 (CFS) Depth of flow = 0.233(Ft.), Average velocity = 2.786(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.828(Ft.) Flow velocity = 2.79(Ft/s) Travel time = 2.43 min. TC = 6.12 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 1.000 (General Commercial ) Impervious value, Ai = 0.850 [COMMERCIAL area type 1 Sub-Area C Value = 0.820 Rainfall intensitv = 3.933(In/Hr) for a 10.0 vear storm Effective runoff coefficient used for. total area (Q=KCIA) is C = 0.820 CA = 0.484 Subarea runoff = 1.866(CFS) for 0.580 (Ac . ) Total runoff = 1.903(CFS) Total area = 0.590 (Ac. ) Street flow at end of street = 1.903 (CFS) Half street flow at end of street = 1.903 (CFS) Depth of flow = 0.278(Ft.), Average velocity = 3.166(Ft/s) Flow width (from curb towards crown)= 7.061(Ft.) ++++++++++t++++t+++++++t+++++++++t+++++++t++++++t++++++++++++tt++++t++ Process from Point/Station 335.000 to Point/Station 336.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 288.5001Ft.) Downstream point/station elevation = 285.000(Ft.) Pipe length = 342.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.903 (CFS) Given pipe size = 12.00 (In. ) Calculated individual pipe flow = 1.903 (CFS) Normal flow depth in pipe = 6.20(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 7.06(In.) Pipe flow velocity = 4.65(Ft/s) Travel time through pipe = 1.23 min. Time of concentration (TC) = 7.34 min. +++++t++++t++t++++++t+++t++++++++++++t++t++++++t++++++++++++++++++++++ Process from Point/Station 336.000 to Point/Station 332.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 284.600(Ft.) Downstream point/station elevation = 280.600(Ft.) Pipe length = 390.00(Ft.) Manning's N = 0.013 ,- .. i No. of pipes = 1 Required pipe flow = 1.903 (CFS) Given pipe size = 12.00 (In. ) Calculated individual pipe flow = 1.903 (CFS) Normal flow depth in pipe = 6.19(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 7.06(In.) Pipe flow velocity = 4.66(Ft/s) Travel time through pipe = 1.40 min. Time of concentration (TC) = 8.74 min. +ttt++t++t+tt+t+ttttt+tt+t+t+++tt+tt+tt+tt+ttt+t++t+t+ttt+t++++t+t+ttt Process from Point/Station 336.000 to Point/Station 332.000 **** CONFLUENCE OF MAIN STREAMS *'** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.5 90 (Ac . ) Runoff from this stream = 1.903 (CFS) Time of concentration = 8.74 min. Rainfall intensity = 3.125 I In/Hr) Program is now starting with Main Stream No. 3 t++t++++t+ttt+tt+++++ttt++++tt++t++t++tt+++ttt+tt++t+ttttt++t+tt+t+t++ Process from PointIStation 337.000 to Point/Station 332 .OOO **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 330.000(Ft.) Highest elevation = 304.000(Ft.) Lowest elevation = 278.000(Ft.) Elevation difference = 26.000(Ft.) Slope = 7.879 % Top of Initial Area Slope adjusted by User to 10.000 % Bottom of Initial Area Slope adjusted by User to 6.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.00 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.34 minutes General Commercial TC = [l. 8* (1.1-C) *distance (Ft . ) 5) / (% slopeA (1/3) I TC = 11.8*(1.1-0.8200)*( 100.000".5)/( 10.000"11/3)1= 2.34 The initiai area totai distance of '330.00 (Ft.) entered leaves a remaining distance of 230.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.52 minutes for a distance of 230.00 (Ft.) and a slope of 6.00 % with an elevation difference of 13.80(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]".385 *60(min/hr) Tt=[(11.9*0.0436"3)/( 13.80)1^.385= 1.52 Total initial area Ti = 2.34 minutes from Figure 3-3 formula plus Calculated TC of 3.858 minutes is less than 5 minutes, 1.519 Minutes - - 1.52 minutes from the Figure 3-4 formula = 3.86 minutes _.-- c. \ .- resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.808 (CFS) Total initial stream area = 0.22 0 ( Ac . ) ...................................................................... Process from Point/Station 337.000 to Point/Station 332.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.220 (Ac. ) Runoff from this stream = 0.808 (CFS) Time of concentration = 3.86 min. Rainfall intensity = 4.479 (In/Hr) Program is now starting with Main Stream No. 4 ...................................................................... Process from Point/Station 338.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 260.000(Ft.) Highest elevation = 305.600(Ft.) Lowest elevation = 278.000(Ft.) Elevation difference = 27.600(Ft.) Slope = 10.615 % Top of Initial Area Slope adjusted by User to 2.200 8 Bottom of Initial Area Slope adjusted by User to 11.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.20 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.57 minutes Permanent Open Space TC = [1.8*(1.1-~)*distance(Ft.)".5)/18 slopeA(l/3)] TC = ri.8*~i.i-o.3500~*( 85.000^.5)/( 2.200"(1/3)1= 9.57 The ikitiai area total distance of 260.00 (Ft.) entered leaves a remaining distance of 175.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.97 minutes for a distance of 175.00 (Ft.) and a slope of 11.00 % with an elevation difference of 19.25(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))1".385 *60(min/hr) Tt=[(11.9*0.0331"3)/( 19.25)1^.385= 0.37 Total initial area Ti = 9.57 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 2.768(In/Hrl for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.601(CFS) Total initial stream area = 0.620(Ac.) 0.975 Minutes - - 0.97 minutes from the Figure 3-4 formula = 10.54 minutes ,- ttttttttt+ttt+ttt+tt+t+tt+++t+ttt++tttt+tt+ttttttt+t+t+ttttt+t+ttttttt Process from Point/Station 338.000 to Point/Station 332.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 4 Stream flow area = 0.620 (Ac . ) Runoff from this stream = 0.601(CFS) Time of concentration = 10.54 min. Rainfall intensity = 2.768(In/Hr) Program is now starting with Main Stream No. 5 ttttt++t+tt+tttt+tt+t+tttttt+t+t+t+ttttt++tttt+tt++t+++ttt++ttttt+t+tt Process from Point/Station 324.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 275.900(Ft.) Lowest elevation = 275.500(Ft.) Elevation difference = 0.400(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.90 minutes TC = [l. 8* (1.1-C) *distance (Ft . ) 5) / (% slopeA (1/3) I Calculated TC of 3.904 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.184 (CFS) Total initial stream area = 0.050 (Ac. General Commercial TC = [i.a+(i.i-0.~200)*( 60.000A.5)/( i.oooA(i/3)1= 3.90 ttttttttttttttttttttt+tttt+tttttt+tttt+ttttttt+ttttttttttt+tttttt+tttt Process from Point/Station 324.000 to Point/Station 332.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 5 Stream flow area = 0.050(Ac.) Runoff from this stream = 0.184 (CFS) Time of concentration = 3.90 min. Rainfall intensity = 4.4 79 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.193 6.21 2 1.903 8.74 3.893 3.125 4.479 2,768 4.479 3 0.808 3.86 4 0.601 10.54 5 0.184 3.90 Qmax(1) 1.000 * 1.000 * 17.193) 1.000 * 0.711 * 1.903) 0.869 * 1.000 * 0.808) 1.000 * 0.589 * 0.601) 0.869 * 1.000 * 0.184) + t t + += 19.763 Qmax(2) = 0.803 * 1.000 * 17.193) t 1.000 1.000 i.903j + 0.698 * 1.000 * 0.808) + 1.000 * 0.829 * 0.601) t 0.698 * 1.000 * 0.184j + = 16.894 Qmax(3) 3 1.000 * 0.621 * 17.193) t 1.000 * 0.442 * 1.903) t 1.000 * 1.000 f o.so8j + 1.000 * 0.366 * 0.601) + 1.000 * 0.988 0.184) t = 12.725 Qmax(4) = 0.711 * 1.000 * 17.193) + 0.886 * 1.000 * 1.903) + 0.618 1.000 0.808j t 1.000 * 1.000 * 0.601) + 0.618 * 1.000 * 0.184) + = 15.124 Qmax(5) = 1.000 * 0.628 * 17.193) t 1.000 * 0.447 * 1.903) + 1.000 * 1.000 * 0.808) + 1.000 * 0.370 0.601) + 1.000 * 1.000 * 0.184) + = 12.866 Total of 5 main streams to confluence: Flow rates before confluence point: 17.193 1.903 0.808 0.601 0.184 Maximum flow rates at confluence using above data: Area of streams before confluence: 19.763 16.894 12.725 15.124 12.866 6.270 0.590 0.220 0.620 0.050 Results of confluence: Total flow rate = 19.763(CFS) Time of concentration = 6.214 min. Effective stream area after confluence = 7.750 (Ac .I +++t+++t+t++++t++tt++t++tt++t+t+++t+t+++t~+t++++++t+t+t+++t+t+t+t+++tt Process from Point/Station 324.000 to Point/Station 332.000 **** 6 HOUR HYDROGRAPH **’* tt+++tt++++++t+++++tt++t++t++t++++tt+++++tttt++++t+++t++++t+++t+++++ Hydrograph Data - Section 6, San Diego County Hydrology manual, June 2003 ,-- Time of Concentration = 6.21 Basin Area = 7.75 Acres 6 Hour Rainfall = 1.700 Inches Runoff Coefficient = 0.782 Peak Discharge = 19.76 CFS Time (Min) Discharge (CFS) 0 0.000 6 12 0.614 0.621 0.635 0.643 18 24 30 36 42 48 54 60 0.658 0.666 0.683 0.692 0.711 0.720 66 72 0.741 0.752 0.775 78 84 90 96 102 108 114 120 0.788 0.814 0.828 0.857 0.873 0.908 0.926 126 132 0.966 0.988 138 1.035 144 150 1.061 1.119 156 1.151 162 168 1.222 1.262 174 180 186 192 198 204 210 1.353 1.406 1.528 ~ 1.600 1.774 1.882 2.157 216 222 2.339 2.859 228 ~~ 3.256 234 240 4.781 6.736 252 258 264 3.835 2.566 2.007 270 1.681 276 282 1.463 1.306 288 1.185 1.089 1.011 0.946 0.890 0.842 0.800 294 300 306 312 318 324 330 336 342 34 8 354 360 366 0.763 0.731 0.701 0.674 0.650 0.628 0.608 .................................................................... 6-HOUR STORM Runoff Hydrograph o+ 0 o+ 1 Ot 2 o+ 3 o+ 4 o+ 5 O+ 6 o+ 7 o+ 8 o+ 9 0+10 0+11 ot12 0+13 0+14 Ot15 0+16 0+17 0+18 0+19 0+20 0+21 0+22 0+23 0+24 Ot25 0+26 0+27 0+28 0+29 0+30 0+31 Ot32 Ot33 0+34 Ot35 0+36 0+37 Ot38 0+39 Ot40 0+41 0+42 0+43 0144 0.0000 0.0001 0.0004 0.0008 0.0014 0.0021 0.0030 0.0038 0.0047 0.0055 0.0064 0.0072 0.0081 0.0089 0.0098 0.0107 0.0115 0.0124 0.0133 0.0142 0.0150 0.0159 0.0168 0.0177 0.0186 0.0195 0.0203 0.0212 0.0221 0.0230 0.0239 0.0249 0.0258 0.0267 0.0276 0.0285 0.0294 0.0303 0.0313 0.0322 0.0331 0.0341 0.0350 0.0360 0.0369 0.00 Q 0.10 Q 0.20 Q 0.31 Q 0.41 Q 0.51 VQ 0.61 VQ 0.62 VQ 0.62 VQ 0.62 VQ 0.62 VQ 0.62 VQ 0.62 VQ 0.62 VQ 0.63 VQ 0.63 VQ 0.63 VQ 0.63 VQ 0.64 VQ 0.64 VQ 0.64 VQ 0.64 VQ 0.64 VQ 0.64 VQ 0.64 VQ 0.65 VQ 0.65 VQ 0.65 IQ 0.65 IQ 0.66 IQ 0.66 IQ 0.66 IQ 0.66 IQ 0.66 IQ 0.66 IQ 0.66 IQ 0.67 IQ 0.67 IQ 0.67 IQ 0.67 IQ 0.68 IQ 0.68 IQ 0.68 IQ 0.68 IQ 0.69 IQ I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0+45 0+46 '. 0+47 Ot48 0+49 0+50 0+51 - 0.0378 0.0388 0.0397 0.69 IQ 0+69 IQ 0,69 IQ 0.69 IQ 0.70 IQV 0.70 IQV I I I I I I I I I I I I I I I I I I I I I 0.0407 0.0417 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.0426 0.0436 0.0446 0.0455 0.0465 0.0475 0.0485 0.0495 0~70 IQV 0.70 IOV I I I I I I I I 0+52 0+53 ._ 0.71 IQV O+54 0+55 0+56 0+57 0+58 0+59 I+ 0 1+ 1 1+ 2 1t 3 1+ 4 1+ 5 0.71 IQV 0+71 IQV fl.71 IOV I I I I I I ._ 0.72 IQV 0.0504 0.0514 0.72 IQV 0.72 IQV 0.72 IQV 0.72 IQV 0.73 IQV 0.73 IQV I I I I I I I I I I I I I I ~~~ 0.0524 0.0534 0.0544 0.0554 0.0564 .- 0.73 IQV 0.0575 0.0585 0.74 IQV 0.74 IQV 0.74 IQV 0.74 IQV 0.75 IQ V 0.75 IQ V 0.75 IQ V 0.75 IQ V 0.76 IQ V 0.76 IQ V 0.76 IQ V 0.77 IQ V I I I I I I 1+ 6 1+ 7 0.0595 0.0605 0.0616 0.0626 0.0636 0.0647 0.0657 0.0667 0.0678 0.0689 0.0699 I+ 8 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I \ 1 I I I I I I I I I I I I I I I I I I I I I I I I 1+ 9 l+lO 1+11 1+12 1+13 1+14 - 1+17 0.77 IQ V 0.78 IQ V 0.78 IQ V 0.78 IQ V 0.78 IQ V 0.78 IQ V 0.79 IQ V 0.79 IQ V 0.79 IQ V 0.80 IQ V 0.80 IQ V 0.80 IQ V 0.81 IQ V l+18 1+19 0.0710 0.0721 I I I I I I I I I I I \ I I I I I I I I I I I I I I I 1+20 0.0731 0.0742 0.0753 0.0764 0.0775 0.0785 0.0796 0.0807 0.0819 0.0830 1+21 lt22 1+23 1+24 l+25 1+26 1+27 1+28 lt29 It30 1+31 1+32 l+33 1+34 1t35 1+36 1t37 1+38 1+39 1t40 1+41 1+42 7 1+43 \ 1+44 1t45 0.0941 0.0852 0.81 \Q v 0.82 IO V 0.0863 0.0875 0.0886 0.0897 0.0903 0.0920 0.0932 0.0943 0.0955 0.0967 0.0979 0.0990 0.1002 0.1014 0.82 iQ v 0.82 IQ V 0.82 IQ V 0.83 IQ V 0.83 IQ V 0.83 IQ V 0.84 IQ V 0,84 IQ V 0.85 IO v 0.85 io v 0.86 IQ V 0.86 IQ V 0.86 IQ V 0.87 IQ V 1+46 i 1t47 ,-- '* 1t48 l+49 l+50 1+51 1t52 1t53 1+54 1t55 1+56 1+57 lt58 1t59 2+ 0 2+ 1 2+ 2 2+ 3 2+ 4 2t 5 2+ 6 2+ 7 2+ 8 2+ 9 2t10 2t11 2+12 2t13 2114 2+15 2+16 2+17 2t18 2+19 2+20 2+21 2t22 2t23 - 2t24 2+25 2t26 2+27 2+28 2+29 2+30 2+31 2+32 2+33 2t34 2t35 2+36 2+37 2+38 2t39 2+40 2+41 2+42 2+43 2+44 2+45 2t46 0.1026 0.1038 0.1050 0.1062 0.1075 0.1087 0.1093 0.1112 0.1124 0.1137 0.1149 0.1162 0.1175 0.1187 0.1200 0.1213 0.1226 0.1239 0.1252 0.1265 0.1278 0.1232 0.1305 0.1319 0.1332 0.1346 0.1359 0.1373 0.1387 0.1401 0.1415 0.1429 0.1443 0.1458 0.1472 0.1486 0.1501 0.1516 0.1530 0.1545 0.1560 0.1575 0.1590 0.1605 0.1621 0.1636 0.1652 0.1667 0.1683 0.1699 0.1715 0.1731 0.1747 0.1763 0.1780 0.1796 0.1813 0.1830 0.1847 0.1864 0.1881 0.87 IQ 0.87 IQ 0.87 IQ 0.88 IQ 0.88 IQ 0.89 IQ 0.90 IQ 0.90 IQ 0.91 IQ 0.91 IQ 0.91 IQ 0.32 IQ 0.92 IQ 0.92 IQ 0.93 IQ 0.93 IQ 0.94 IQ 0.95 IQ 0.95 IQ 0.96 IQ 0.97 IQ 0.97 IQ 0.97 IQ 0.38 IQ 0.98 IQ 0.98 IQ 0.99 IQ 1.00 I Q 1.00 I Q 1.01 I Q 1.02 I Q 1.03 I Q 1.04 I Q 1.04 I Q 1.04 I Q 1.05 I Q 1.05 1 Q 1.06 I Q 1.06 I Q 1.07 1 Q 1.08 I Q 1.09 I Q 1.10 I Q 1.11 I Q 1.12 I Q 1.12 I Q 1.13 I Q 1.13 I Q 1.14 1 Q 1.15 I Q 1.15 1 Q 1.16 I Q 1.17 I Q 1.19 1 Q 1.20 I Q 1.21 I Q 1.22 I Q 1.23 I Q 1.24 1 Q 1.24 I Q 1.25 I Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I VI VI VI VI VI VI VI VI VI VI VI VI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2+47 2+48 (. 2+49 2+50 2+51 2+52 2+53 2+54 2+55 2+56 2+57 2+58 2+59 3s 0 3+ 1 3+ 2 3+ 3 3+ 4 3+ 5 - 3s 6 3+ 7 3+ 8 3+ 9 3+10 3+ll 3+12 3+13 3+14 3+15 3+16 (, 3+17 '~ . 3+18 3+19 3+20 3+21 3+22 3+23 3+24 3+25 3+26 3+27 3+28 3+29 3+30 3+31 3+32 3+33 3+34 3+35 3+36 3+37 3+38 3+39 3+40 3+41 3t42 3+43 3+44 3+45 j 3+46 3+47 - 0.1899 0.1916 0.1934 0.1951 0.1969 0.1988 0.2006 0.2025 0.2044 0.2062 0.2081 0.2101 0.2120 0.2159 0.2179 0.2199 0.2219 0.2240 0.2261 0.2282 0.2304 0.2325 0.2347 0.2369 0.2391 0.2413 0.2436 0.2459 0.2483 0.2507 0.2532 0.2556 0.2581 0.2606 0.2632 0.2657 0.2683 0.2710 0.2737 0.2765 0.2793 0.2822 0.2852 0.2882 0.2913 0.2944 0.2975 0.3007 0.3039 0.3073 0.3107 0.3143 0.3180 0.3218 0.3258 0.3298 0.3339 0.3381 0.3424 0.3468 a .2139 1.26 I Q 1.26 I Q 1.28 I Q 1,29 I Q 1,31 I Q 1,32 I Q 1.34 I Q 1.35 I Q 1.36 I Q 1.37 I Q 1.38 I Q 1.39 I Q 1,40 I Q 1.41 \ Q 1.43 1 Q 1.45 I Q 1.47 I Q 1.49 I - 1.51 I 1.53 I 1.54 I 1.55 I 1.56 I 1.58 I 1.59 I 1.60 I 1.63 I 1.66 I 1.69 I 1.72 I 1.75 I 1.77 I 1.79 I 1.81 I 1.83 I 1.85 I 1.86 I 1.88 I 1.93 I 1.97 I 2.02 I 2.07 I 2.11 I 2.16 2.19 2.22 2.25 2.28 2.31 2.34 2.43 2.51 2.60 2.69 I 2.77 I 2.86 I 2.92 I 2.99 I 3.06 I 3.12 I 3.19 1 u Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q VI VI VI VI VI VI VI VI VI V V V V V V V V V V IV IV IV IV IV IV IV IV IV IV IV IV IV IV IV IV IV IV I I I I I I I I I I I I I I I I I I I I I I I QI V V V V V V V V V V V V V V V V V V V V V V V V I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3+48 3+49 3+50 31-51 3+52 3+53 3+54 3+55 P (~ 0.3513 0.3561 3.26 3.51 3.76 I QI I QI I QI I QI I 01 I QI I QI I Q I Q I IQ I IQ I IQ VI VI VI VI VI VI VI VI VI I I I I I I I I I I I I I I I I IQ I Q I VI Q 0.3669 0.3727 0.3790 0.3856 0.3926 4.02 4.27 4.53 4.78 5.11 5.43 5.76 6.08 6.41 6.74 8.91 11.08 13.25 15.42 17.59 19.76 3+56 3+57 0.4001 0.4080 VI V 3+58 3+59 4+ 0 4+ 1 4t 2 4+ 3 4+ 4 4+ 5 4t 6 4+ 7 4t 8 4+ 9 4+10 4+11 4+12 4+13 4t14 4+15 4+16 4+17 4118 4+19 4+20 4+21 4+22 4+23 4t24 4+25 4+26 4+27 4+28 4+29 4+30 4131 4+32 4+33 4+34 4+35 4+36 4+37 4+38 4+39 4+40 4+41 4+42 4+43 4+44 4145 4+46 4+47 4t48 7 i 0.4164 0.4252 0.4345 0.4468 0.4620 V IV Q IV IQ IVQ IV I V I V I I 0.5258 0.5530 0.5765 0.5964 0.6127 17.11 14.45 QI VI V I I I I I I I I I I I I I I I I I I I I I I I I I 11.80 IQ QI 9.14 6.49 0.6395 0.6445 0.6492 0.6536 0.6577 0.6616 0.6651 3.83 3.62 3.41 3.20 2.99 2.78 2.57 2.47 2.38 0.6749 2.29 2.19 2.10 ~~ 2.01 1.95 1.90 IV IV 0.6914 0.6939 0.6963 0.6986 1.84 1.79 1.74 IV IV IV IV 1.68 1.65 1.61 1.57 0.7009 0.7031 IV IV 0.7053 0.7074 0.7094 0.7115 0.7134 0.7154 0.7173 1.54 1.50 1.46 IV IV IQ I IQ I IQ I IQ I IQ I IQ I I I I I I I I I I I I I I I IV IV 1.44 1.41 1.38 IV IV I V 0.7192 0.7210 1.36 1.33 1.31 lQ I I V ~~ ~~ 0.7228 0.7246 0.7263 0.7280 0.7297 IQ I IQ I I V I V 1.29 1.27 1.25 I V I V I V I V I V 1.23 0.7314 0.7330 1.21 1.18 IQ I 4+49 4+50 4+51 4+52 4153 4+54 4+55 4+56 4+57 4+58 4+59 5+ 0 5+ 1 5+ 2 5+ 3 5+ 4 5+ 5 5+ 6 5+ 7 5+ 8 5+ 9 5+10 5+11 5+12 5+13 5+14 5+15 5+16 - ( 5+17 5+18 5+19 \ ., 5+20 t 5+21 5+22 5+23 5+24 5+25 5+26 5+27 5+28 5+29 5+30 5+31 5+32 5+33 5+34 5+35 5+36 5+37 5+38 5+39 5+40 51-41 5+42 5+43 5+44 5+45 5t46 5+47 5+48 5+49 0.7346 0.7362 0.7378 0.7393 0.7408 0.7423 0.7438 0.7453 0.7467 0.7482 0.7496 0.7510 0.7523 0.7537 0.7550 0.7564 0.7577 0.7590 0.7603 0.7616 0.7628 0.7641 0.7653 0.7665 0.7678 0.7690 0.7702 0.7713 0.7725 0.7737 0.7748 0.7760 0.7771 0.7782 0.7793 0.7804 0.7815 0.7826 0.7837 0.7848 0.7858 0.7869 0.7819 0.7890 0.7900 0.7910 0.7920 0.7930 0.7940 0.7950 0.7960 0.7970 0.7980 0.7989 0.7999 0.8008 0.8018 0.8027 0.8037 0.8046 0.8055 1.17 I Q 1.15 I Q 1.14 I Q 1.12 I Q 1.11 I Q 1.09 I Q 1.08 I Q 1.06 I Q 1.05 I Q 1.04 I Q 1.02 I Q 1.01 I Q 1.00 I Q 0.99 I Q 0.98 IQ 0.97 IQ 0.96 IQ 0.95 IQ 0.94 IQ 0.93 IQ 0.32 lQ 0.91 IQ 0.90 IQ 0.89 IQ 0.88 IQ 0.87 IQ 0.87 IQ 0.86 IQ 0.85 IQ 0.84 lQ 0.84 IQ 0.83 IQ 0.82 IQ 0.81 IQ 0.81 IQ 0.80 IQ 0.79 IQ 0.79 IQ 0.78 IQ 0.78 IQ 0.77 IQ 0.76 IQ 0.76 IQ 0.75 IQ 0.75 IQ 0.74 IQ 0.74 IQ 0.73 IQ 0.73 IQ 0.72 IQ 0.72 IQ 0.71 IQ 0.71 IQ 0.70 IQ 0.70 IQ 0.69 IQ 0.69 IQ 0.68 IQ 0.68 IQ 0.67 IQ 0.67 IQ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I V I I V I I V I I VI 1 VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I I VI 5t50 5t51 5t52 5t53 5+54 5+55 5+56 5+57 5158 5t59 6t 0 6t 1 6+ 2 6t 3 6t 4 6t 5 6t 6 0.8064 0.8073 0.8082 0.8091 0.8100 0.8109 0.8118 0.8127 0.8136 0.8144 0.8153 0.8162 0.8170 0.8179 0.8187 0.8196 0.8204 0.67 0.66 0.66 0.65 0.65 0.65 0.64 0.64 0.64 0.63 0.63 0.62 0.62 0.62 0.61 0.61 0.61 ._ IQ IQ IQ IQ IQ IQ to .- IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ ._ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I End of computations, total study area = ,- VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI V 7.750 (Ac.) FLOOD ROUTING _- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004 Study date: 10/26/04 CALVARY CHAPEL DETENTION BASIN ROUTING, 10-YEAR EVENT FILE: 9739rteA10 PREPARED: OCT. 2004 Time interval = 1.0 (Min.) Maximudpeak flow rate = 19.763 ICFSl Total volume = 0.820 (Ac.Ft) Status of hydrographs being held in storage Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ....................................................................... t+tttttt+tt+t+tt+ttt+tt+ttttt++ttt+tt+tt+ttttt+t+tttttt++t+tt++tt+tt+t **** RETARDING BASIN ROUTING **** Process from Point/Station 100.000 to Point/Station 1.000 Program computation of outflow v. depth CALCULATED OUTFLOW DATA AT DEPTH = l.OO(Ft.)) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7 .OO (In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 5.000 (Ft. ) Pipe friction loss = 3.408 (Ft . ) Minor friction loss = 1.592 (Ft . ) K-factor = 1.50 Calculated flow rate through pipe(s) = 2.2 10 (CFS) Total outflow at this depth = 2.21 (CFS) CALCULATED OUTFLOW DATA AT DEPTH = 2.00(Ft.)) (-- - Pipe length = 50.00(Ft.') Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7.00 (In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.000 (Ft. ) Pipe friction loss = 4.090 (Ft. ) Minor friction loss = 1.911 (Ft.) K-factor = 1.50 Calculated flow rate through pipe(s) = 2.421(CFS) Total outflow at this depth = 2.42 (CFS) CALCULATED OUTFLOW DATA AT DEPTH = 3.00(Ft.)) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7 .OO (In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 7.000 (Ft.) Pipe friction loss = 4.771(Ft.) Minor friction loss = 2.229 (Ft . ) K-factor = 1.50 Calculated flow rate through pipe(s) = 2.615 (CFS) Total outflow at this depth = 2.61(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 4.00(Ft.)) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7 .OO (In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 8.000(Ft.) Pipe friction loss = 5.453 (Ft . ) Minor friction loss = 2.548 (Ft.) K-factor = 1.50 Calculated flow rate through pipe(s) = 2.795(CFS) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 6.00 (In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 4.700 (Ft. ) Pipe friction loss = 3.406 (Ft . ) Minor friction loss = 1.296(Ft.) K-factor = 1.50 Calculated flow rate through pipe(s) = 1.464(CFS) Total outflow at this depth = 4.26 (CFS) CALCULATED OUTFLOW DATA AT DEPTH = 5.00(Ft.)) Pipe length = 50,00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7.00 (In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 9.000 (Ft.) Pipe friction loss = 6.135 (Ft. ) Minor friction loss = 2.866 (Ft .) K-factor = 1.50 Calculated flow rate through pipe(s) = 2.965(CFS) - .- Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 NO. of pipes = 1 Given pipe size = 6.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 5.700 (Ft. Pipe friction loss = 4.130(Ft.) Minor friction loss = 1.571(Ft.) K-factor = 1.50 Calculated flow rate through pipe(s) = 1.613 (CFS) Total outflow at this depth = 4 .58 ( CFS ) CALCULATED OUTFLOW DATA AT DEPTH = 6.00(Ft.)) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7.00 (In. 1 NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 10.000 (Ft.) Pipe friction loss = 6.816 (Ft . ) Minor friction loss = 3.185 (Ft. K-factor = 1.50 Calculated flow rate through pipe(s) = 3.125(CFS) Pipe length = 50.00tFt.) Elevation difference = 4.00tFt.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 6.00 (In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.700 (Ft . ) Pipe friction loss = 4 .E55 (Ft. ) Minor friction loss = 1.847 (Ft.) K-factor = 1.50 Calculated flow rate through pipe(s) = 1.748(CFS) Weir capacity using equation Q = CLH"Exp(Using Feet as units) Weir Length = 40.00(Ft.) C value = 3.25 Exp = 1.50 Weir flow: Depth = H l.OO(Ft.1 Flow = 130.00 (CFS) Total outflow at this depth = 134.87(CFS) .................................................................... Total number of inflow hydrograph intervals = 366 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = O.OO(Ft.) Initial basin depth = 0.00 [Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --__-____-_________-____________________---------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/Z) (StO*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac. Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.050 2,210 0.048 0.052 2.000 0.100 2.421 0.098 0.102 3.000 0.150 2,615 0.148 0.152 --_-__--__-___-_-_--____________________-----------------_----------- 4.000 0.200 4.260 0.197 0.203 5.000 0.250 4.511 0.247 0.253 ~~ 6.000 0.300 134 .E74 0.207 0.393 Time Inflow Outflow LHoOKs) ' 0.017 0.033 0.050 0.067 0.083 0.100 0.117 0.133 0.150 0.167 0.183 0.200 0.217 0.233 0.250 0.267 0.283 0.300 0.317 - 0.333 0.350 0.367 0.383 0.400 0.417 0.433 0.450 0.467 0.483 0.500 0.517 0.533 0.550 0.567 0.583 0.600 0.617 0.633 0.650 0.667 0.683 0.700 0.717 0.733 0.750 0.761 0.783 0.800 0.817 0.833 - ( CFS ) 0.10 0.20 0.31 0.41 0.51 0.61 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.63 0.63 0.63 0.63 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.65 0.65 0.65 0.65 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.67 0.61 0.61 0.67 0.68 0.68 0.68 0.68 0.69 0.69 0.69 0.69 0.69 0.70 0.70 (CFS) 0.00 0.01 0.03 0.05 0.07 0.10 0.13 0.16 0.19 0.21 0.24 0.26 0.28 0.30 0.32 0.34 0.36 0.37 0.39 0.40 0.42 0.43 0.44 0.45 0.46 0.48 0.49 0.50 0.50 0.51 0.52 0.53 0.54 0.55 0.55 0.56 0.57 0.57 0.58 0.58 0.59 0.59 0.60 0.61 0.61 0.61 0.62 0.62 0.63 0.63 Storage (Ac.Ft) .O 0.000 0 0.000 0 0.001 0 0.001 0 0.002 0 0.002 0 0.003 0 0.004 0 0.004 01 0.005 01 0.005 01 0.006 01 0.006 01 0.007 01 0.007 01 0.008 01 0.008 01 0.008 01 0.003 01 0.009 01 0.009 01 0.010 01 0.010 01 0.010 01 0.011 01 0.011 01 0.011 01 0.011 01 0.011 01 0.012 01 0.012 01 0.012 01 0.012 01 0.012 01 0.013 01 0.013 01 0.013 01 0.013 01 0.013 01 0.013 01 0.013 01 0.013 01 0.014 01 0.014 01 0.014 01 0.014 01 0.014 IO 0.014 IO 0.014 IO 0.014 IO I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Depth 4.9 9.88 14.82 19.76 (Ft.) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I i I I I I I I 0.00 0.01 0.01 0.02 0.03 0.05 0.06 0.07 0.08 0.10 0.11 0.12 0.13 0.14 0.14 0.15 0.16 0.17 0.18 0.18 0.19 0.19 0.20 0.21 0.21 0.22 0.22 0.22 0.23 0.23 0.24 0.24 0.24 0.25 0.25 0.25 0.26 0.26 0.26 0.26 0.27 0.27 0.27 0.27 0.28 0.28 0.28 0.28 0.28 0.29 - I 0.850 0.70 0.64 0.64 0.64 0.65 0.65 0.014 IO I 0.014 IO I 0.015 IO I 0.015 IO I 0.015 IO I 0.015 IO I 0.015 IO I 0.015 IO I 0.015 IO I 0.015 IO I 0.015 IO I 0.015 IO I 0.015 IO I 0.015 IO I 0.015 IO I 0.016 IO I 0.016 IO I 0.016 IO I 0.016 IO I 0.016 IO I 0.016 IO I 0.016 IO I 0.016 IO I 0.016 IO 1 0.016 IO I 0.016 IO I 0.016 IO I 0.016 IO I 0.016 IO I 0.017 IO I I I I I I I I I I 0.29 I 0.29 I 0.29 0.70 0.71 0.867 0.883 0.300 0.71 0.71 0.71 0.72 0.72 I 0.29 I 0.29 I 0.30 I 0.30 I 0.30 I 0.30 I 0.30 I 0.30 I 0.31 I 0.31 I 0.31 I 0.31 I 0.31 I 0.31 I 0.31 I 0.32 I 0.32 I 0.32 0.917 0.933 0.950 0.967 0.983 I I I I I I I I 0.65 0.66 0.66 0.67 0.67 0.67 0.67 0.68 0.68 0.68 0.69 0.69 0.69 0.72 0.72 0.72 I I I I I I 1.000 1.017 1.033 1.050 1.067 1.083 1.100 0.73 I I I I I I I I 0.73 0.73 0.74 0.74 0.74 I I I I I I I I I I I I I I I I I I 1.117 1.133 0.74 0.75 0.75 0.75 0.75 0.76 0.76 1.150 0.70 0.70 0.70 0.71 0.71 0.71 0.71 0.72 0.72 0.72 0.73 0.73 1.167 1.183 1.200 I 0.32 I 0.32 I 0.32 1.217 1.233 1.250 0.76 0.77 I I I I I I I I I I I I I I I 0.32 I 0.32 I 0.33 1.267 1.283 ~~ 0.77 0.78 0.78 0.78 0.78 0.78 0.79 0.79 0.79 0.80 0.80 1.300 I 0.33 I 0.33 I 0.33 1.317 1,333 f 1.350 0.73 0.017 IO I 0.017 IO I 0.017 IO I 0.017 IO I 0.017 IO I 0.017 IO I I 0.33 1.367 1.383 x. 0.74 0.74 I I I I I I I 0.33 I 0.33 1.400 0.74 I 0.34 1.417 1.433 0.74 0.75 I I I I I I I I I I I I I I I I I I I 0.34 I 0.34 1.450 0.75 0.017 io I 0.017 IO I 0.017 IO I I 0.34 I 0.34 I 0.34 I 0.34 1.467 1.483 0.80 0.81 0.75 0.76 1.500 0.81 0.76 0.76 0.77 0.77 0.77 0.78 0.78 0.017 IO I 0.017 IO I 0.017 IO I 0.017 IO I 0.017 IO I 0.018 IO I 1.517 1.533 0.82 0.82 I 0.35 I 0.35 1.550 1.567 1.583 1.600 0.82 I 0.35 0.82 0.83 I I I I I I I I I I I I I I I I I I I 0.35 I 0.35 0.83 0.018 IO I I 0.35 I 0.35 I 0.36 I 0.36 I 0.36 I 0.36 I 0.36 I 0.36 I 0.36 I 0.37 I 0.37 1.617 1.633 1.650 1.667 1.683 1.700 1.717 1.733 1.750 0.83 0.84 0.78 0.78 0.018 IO I 0.018 IO I 0.84 0.73 0.018 IO I 0.85 0.85 0.73 0.79 0.018 IO I 0.018 IO I 0.86 0.86 0.86 0.87 0.87 0.87 0.87 0.88 ~~ 0.80 0.80 0.81 0.81 0.81 0.018 IO I 0.018 IO I 0.018 IO I I I I I I I I I 0.018 IO I 0.018 IO I 0.018 IO I 0.019 IO I 0.013 IO I 1.767 1.783 1.800 0.82 0.82 I I I I I I I 0.37 I 0.37 1.817 1.833 1.850 -. 0.82 I 0.37 I 0.37 I 0.38 0.88 0.89 0.83 0.83 0.019 IO I 0.013 IO I 1.867 1.900 1.917 1.933 1.950 1.967 1.983 2.000 ,-- 1. 883 i- 2.017 2.033 2.050 2.067 2.083 2.100 2.117 2.133 2.150 2.167 2.183 2.200 2.217 2.233 2.250 2.267 2.283 2.300 2.317 - 2.333 2.350 2.367 2.383 2.400 2.417 2.433 2.450 2.467 2.483 2.500 2.517 2.533 2.550 2.567 2.583 2.600 2.617 2.633 2.650 2.667 2.683 2.700 2.717 2.733 2.750 2.767 2.783 2.800 2.817 2.833 2.850 2.867 0.90 0.90 0.91 0.91 0.91 0.92 0.92 0.92 0.93 0.93 0.94 0.95 0.95 0.96 0.97 0.97 0.97 0.98 0.98 0.98 0.99 1.00 1.00 1.01 1.02 1.03 1.04 1.04 1.04 1.05 1.05 1.06 1.06 1.07 1.08 1.09 1.10 1.11 1.12 1.12 1.13 1.13 1.14 1.15 1.15 1.16 1.17 1.19 1.20 1.21 1.22 1.23 1.24 1.24 1.25 1.26 1.26 1.28 1.29 1.31 1.32 0.83 0.84 0.84 0.85 0.85 0.85 0.86 0.86 0.86 0.87 0.87 0.88 0.88 0.89 0.89 0.89 0.90 0.90 0.91 0.91 0.92 0.92 0.93 0.93 0.94 0.94 0.95 0.95 0.96 0.96 0.97 0.97 0.98 0.98 0.99 0.99 1.00 1.01 1.01 1.02 1.03 1.03 1.04 1.04 1.05 1.06 1.06 1.07 1.08 1.08 1.09 1.10 1.11 1.12 1.12 1.13 1.14 1.15 1.15 1.16 1.17 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.020 0.020 0.020 0.020 0.020 0 0 0 0 0 0 0 0 0 0 0 0 0 0.020 IO 0.020 IO 0.020 IO 0.020 IO 0.020 IO 0.021 IO 0.021 IO 0.021 IO 0.021 IO 0.021 IO 0.021 (0 0.021 IO 0.021 IO 0.021 10 0.022 (0 0.022 10 0.022 IO 0.022 10 0.022 IO 0.022 10 0.022 10 0.022 10 0.022 IO 0.023 10 0.023 IO 0.023 IO 0.023 10 0.023 IO 0.023 10 0.023 IO 0.024 10 0.024 IO 0.024 IO 0.024 10 0.024 10 0.024 IO 0.025 IO 0.025 IO 0.025 IO 0.025 IO1 0.025 IO1 0.025 IO1 0.026 IO1 0.026 IO1 0.026 IO1 0.026 IO1 0.026 IO1 0.027 101 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.38 I 0.38 I 0.38 I 0.38 I 0.38 I 0.39 I 0.39 I 0.39 I 0.39 I 0.39 I 0.39 ~~ I 0.40 I 0.40 I 0.40 I 0.40 I 0.40 I 0.41 I 0.41 I 0.41 I 0.41 I 0.41 I 0.42 I 0.42 I 0.42 I 0.42 I 0.43 I 0.43 I 0.43 I 0.43 I 0.44 I 0.44 I 0.44 I 0.44 I 0.44 I 0.45 I 0.45 I 0.45 I 0.46 I 0.46 I 0.46 I 0.46 I 0.47 I 0.47 I 0.47 I 0.48 I 0.48 I 0.48 I 0.48 I 0.49 I 0.49 I 0.49 I 0.50 I 0.50 I 0.50 I 0.51 I 0.51 I 0.52 I 0.52 I 0.52 I 0.53 I 0.53 2.883 2.900 2.917 2.933 2.950 2.967 2.983 3.000 3.017 3.033 3.050 3.067 3.083 3.100 3.117 3.133 3.150 3.167 3.183 3.200 3.217 3.233 3.250 3.267 3.283 3.300 3.317 3.333 3.350 3.367 3.383 3.400 3.411 3.433 3.450 3.467 3.483 3.500 3.517 3.533 3.550 3.567 3.583 3.600 3.617 3.633 3.650 3.667 3.683 3.700 - - ( 3.717 3.733 3.750 3.767 3.783 3.800 3.817 3.833 3.850 3.867 3.883 1.34 1.35 1.36 1.37 1.38 1.39 1.40 1.41 1.43 1.45 1.47 1.49 1.51 1.53 1.54 1.55 1.56 1.58 1.59 1.60 1.63 1.66 1.69 1.72 1.75 1.77 1.79 1.81 1.83 1.85 1.86 1.88 1.93 1.97 2.02 2.07 2.11 2.16 2.19 2.22 2.25 2.28 2.31 2.34 2.43 2.51 2.60 2.69 2.77 2.86 2.92 2.99 3.06 3.12 3.19 3.26 3.51 3.76 4.02 4.27 4.53 1.18 1.19 1.20 1.21 1.22 1.23 1.24 1.25 1.26 1.27 1.28 1.29 1.30 1.32 1.33 1.34 1.36 1.37 1.38 1.39 1.41 1.42 1.44 1.45 1.47 1.48 1.50 1.52 1.54 1.56 1.57 1.59 1.61 1.63 1.65 1.67 1.70 1.72 1.75 1.78 1.80 1.83 1.86 1.89 1.92 1.95 1.98 2.02 2.06 2.11 2.16 2.20 2.21 2.22 2.22 2.23 2.24 2.24 2.25 2.27 2.28 0.027 IO1 0.027 IO1 0.027 IO1 0.027 IO1 0.028 IO1 0.028 IO1 0.028 I 0 0.028 I 0 0.028 1 0 0.029 I 0 0.029 I 0 0.029 I 0 0.030 I 0 0.030 I 0 0.030 I 0 0.030 I 0 0.031 I 0 0.031 I 0 0.031 I 0 0.032 I 0 0.032 I 0 0.032 1 0 0.032 I 0 0.033 0.033 0.034 0.034 0.034 0.035 0.035 0.036 0.036 0.036 0.037 0.031 0.038 0.038 0.039 0.040 0.040 0.041 0.041 0.042 0.043 0.043 0.044 0.045 0.046 0.047 0.048 0.049 0 0 0 0 0 0 0 01 01 01 01 01 01 01 01 01 01 01 01 0 0 0 01 01 01 01 01 01 0.050 I 01 0.051 I 01 0.052 I 0 I 0.053 I 0 I 0.055 I 0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.056 I 0 I I 0.058 I 0 I I 0.061 I 0 I I 0.063 I 0 I I 0.066 I 0 I1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.53 I 0.54 I 0.54 I 0.55 I 0.55 I 0.56 I 0.56 I 0.57 I 0.57 I 0.57 I 0.58 I 0.58 I 0.59 I 0.60 I 0.60 I 0.61 I 0.61 I 0.62 I 0.62 I 0.63 I 0.64 I 0.64 I 0.65 I 0.66 I 0.66 I 0.67 I 0.68 I 0.69 I 0.70 I 0.70 I 0.71 I 0.72 I 0.73 I 0.74 I 0.75 I 0.76 I 0.77 I 0.78 I 0.79 I 0.80 I 0.82 I 0.83 I 0.84 I 0.85 I 0.87 I 0.88 I 0.90 I 0.92 I 0.93 I 0.95 I 0.98 I 1.00 I 1.02 I 1.04 I 1.07 I 1.10 I 1.13 I 1.17 I 1.21 I 1.26 I 1.32 3.900 (, 3.917 - 4.78 5.11 2.29 2.31 0.069 0.073 0.077 0.082 0.087 0.092 0.098 0.105 0.115 0.129 0.145 0.164 I 0 II I I I I I I I I I I I I I I I I I I I I I II I I I1 I I I 1' I I I I I I 111 1.39 1.46 1.54 1.63 1.73 IO I IO I 3.933 3.950 5.43 5.76 2.32 2.34 IO 11 IO I1 ~~ 3.967 3.983 6.08 6.41 2.36 2.39 IO I1 IO I1 1.84 1.95 4.000 4.017 6.74 8.91 2.41 2.44 2.10 4.033 4.050 4.067 4.083 4.100 11.08 13.25 15.42 17.59 19.76 17.11 14.45 11.80 9.14 6.49 3.83 3.62 3.41 3.20 2.48 101 101 101 101 I 01 I 01 I 01 I 01 I 01 I 01 I I IO I 2.31 2.57 2.90 2.53 2.59 3.07 3.28 3.70 4.09 4.41 4.65 4.81 4.90 4.92 4.90 4.87 4.84 4.80 4.75 4.70 4.65 4.59 4.53 4.47 4.41 4.35 4.28 4.22 4.15 4.08 4.01 3.94 3.76 4.29 4.39 4.47 0.185 0.205 I I I I I1 I I II I 4.117 4.133 0.220 0.232 0.241 0.245 0.246 0.245 0.243 0.242 4.150 I1 I I II I I I I I I I I I I I I I I I I I 4.167 4.183 4.52 4.55 ~~ 4.200 4.217 4.233 4.250 4.267 4.55 4.54 4.54 4.53 4.51 4.50 4.48 4.47 4.45 4.43 I I 01 I IO1 I I 01 2.99 2.78 0.240 0.238 I I 01 I I 01 I I I I I I I I I 4.283 4.300 2.51 0.235 I I 01 4.317 2.47 4.333 2.38 0.232 0.230 I I 01 I I 01 I I I I I I I I I 4.350 2.29 0.227 0.224 0.221 0.217 I I 01 I I 01 I I 01 I I 01 4.367 4.383 7 2.19 2.10 4.41 4.39 I I I I I I I I I 4.400 2.01 4.31 4.417 4.433 4.450 4.467 4.483 4.500 1.95 1.90 4.35 4.33 0.214 0.211 I I 01 I I 01 I I I I I I I I I I I \ I I I I I I I I I I I I I I I I I I I I I I I I 1.84 4.31 4.28 4.26 4.16 4.05 3.94 3.84 0.207 I1 01 I1 01 I1 01 I1 01 I1 01 I1 01 I1 01 1.79 1.74 0.204 0.201 1.68 1.65 1.61 1.57 0.197 4.517 4.533 4.550 0.194 0.190 3.87 3.81 0.187 0.184 0.181 0.178 3.75 4.567 4.583 1.54 1.50 3.74 3.64 I1 01 11 0 I 3.68 3.62 4.600 4.617 4.633 4.650 4.667 1.46 1.44 1.41 1.38 1.36 1.33 1.31 1.29 3.55 I1 0 I 3.57 3.51 3.45 3.40 3.35 3.30 3.25 3.21 3.45 3.36 0.175 0.173 I1 0 I I1 0 I I I I I I I I I I 3.28 3.19 3.11 3.03 2.95 0.110 I1 0 I I1 0 I I1 0 I I10 I I10 I 0.168 0.165 I I I I I I I I I I I I 4.683 4.700 0.163 0.160 0.158 0.156 0.154 4.717 4.733 4.750 1.27 1.25 2.88 2.81 I10 I I10 I I I I I I I I I I 3.16 3.12 4.767 4.783 4.800 4.817 1.23 2.74 I1 0 I I1 0 I I1 0 I I1 0 I 3.07 1.21 1.18 2.67 2.61 0.152 0.150 I I I I I I I I I 3.03 2.99 1.17 1.15 1.14 1.12 1.11 1.09 2.61 0.148 0.146 0.144 0.142 0.140 0.138 2.95 2.91 2.87 2.83 2.79 2.75 4.833 4.850 2.60 2.59 I1 0 I I1 0 I I I I I I I I I I 4.867 4.883 4.900 2.58 2.57 2.57 I1 0 I I1 0 I I1 0 I I I I I I I - 4.917 4.933 4.950 4.967 4.983 5.000 5.017 5.033 5.050 5.067 5.083 5.100 5.117 5.133 5.150 5.167 5.183 5.200 5.217 5.233 5.250 5.267 5.283 5.300 5.317 5.333 5.350 5.367 5.383 i - 5.400 i 5.417 5.433 5.450 5.467 5.483 5.500 5.517 5.533 5.550 5.567 5.583 5.600 5.617 5.633 5.650 5.667 5.683 5.700 5.717 5.733 5.750 5.767 5.783 5.800 5.817 5.833 5.850 5.867 5.883 5.900 5.917 '- 1.08 1.06 1.05 1.04 1.02 1.01 1.00 0.99 0.98 0.97 0.96 0.95 0.94 0.93 0.92 0.91 0.90 0.89 0.88 0.87 0.87 0.86 0.85 0.84 0.84 0.83 0.82 0.81 0.81 0.80 0.79 0.79 0.78 0.78 0.77 0.76 0.76 0.75 0.75 0.74 0.74 0.73 0.73 0.72 0.72 0.71 0.71 0.70 0.70 0.69 0.69 0.68 0.68 0.67 0.67 0.67 0.66 0.66 0.65 0.65 0.65 2.56 2.55 2.54 2.54 2.53 2.52 2.51 2.50 2.49 2.49 2.48 2.47 2.46 2.45 2.45 2.44 2.43 2.42 2.41 2.40 2.39 2.39 2.38 2.37 2.36 2.35 2.34 2.33 2.32 2.32 2.31 2.30 2.29 2.28 2.27 2.26 2.25 2.25 2.24 2.23 2.22 2.21 2.13 2.05 1.97 1.90 1.83 1.76 1.70 1.64 1.58 1.53 1.48 1.43 1.39 1.34 1.30 1.27 1.23 1.20 1.16 0.136 I1 0 0.134 I1 0 0.132 I1 0 0.129 I1 0 0.127 I1 0 0.125 I1 0 0.123 I1 0 0.121 I1 0 0.119 I1 0 0.117 I1 0 0.115 I1 0 0.113 I1 0 0.111 I1 0 0.109 I1 0 0.106 I1 0 0.104 I1 0 0.102 I1 0 0.100 I1 0 0.098 I1 0 0.096 iI o 0.094 I1 0 0.092 I1 0 0.090 I1 0 0.088 I1 0 0.085 I1 0 0.083 I1 0 0.081 I1 0 0.079 I1 0 0.077 I1 0 0.075 I1 0 0.073 I1 0 . 0.071 I1 0 0.069 I1 0 0.067 I1 0 0.065 I1 0 0.063 I1 0 0.060 I1 0 0.058 I1 0 0.056 I1 0 0.054 I1 0 .~ 0.052 I1 0 0.050 I1 0 0.048 I1 0 0.046 I1 0 0.045 I1 0 0.043 11 0 0.041 I10 0.040 I10 0.038 I10 0.037 110 0.036 I10 0.035 110 0.033 I10 0.032 I10 0.031 I10 0.030 110 0.029 I10 0.029 I10 0.028 IO 0.027 IO 0.026 IO I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2.71 I 2.67 I 2.63 I 2.59 I 2.55 I 2.51 I 2.47 I 2.42 I 2.38 I 2.34 I 2.30 I 2.26 I 2.21 I 2.17 I 2.13 I 2.09 I 2.05 I 2.00 I 1.96 I 1.92 I 1.88 I 1.83 I 1.79 I 1.75 I 1.71 I 1.67 I 1.62 I 1.58 I 1.54 I 1.50 I 1.46 I 1.42 I 1.37 I 1.33 I 1.29 I 1.25 I 1.21 I 1.17 I 1.13 I 1.09 I 1.05 I 1.00 I 0.96 I 0.93 ~~ I 0.89 I 0.86 I 0.83 I 0.80 I 0.77 I 0.74 I 0.72 I 0.69 I 0.67 I 0.65 I 0.63 I 0.61 I 0.59 I 0.57 I 0.56 I 0.54 I 0.53 5.333 5.350 5.967 5.983 6.000 6.017 6.033 6.050 6.067 6.083 6.100 6.117 6.133 6.150 6.167 6.183 6.200 6.217 6.233 6.250 6.267 6.283 6.300 6.317 6.333 6.350 6.367 6.383 6.400 6.417 6.433 6.450 6.467 6.483 6.500 6.517 6.533 6.550 6.567 6.583 6.600 6.617 6.633 6.650 6.667 6.683 6.700 6.717 0.64 0.64 0.64 0.63 0.63 0.62 0.62 0.62 0.61 0.61 0.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.13 1.10 1.08 1.05 1.02 1.00 0.38 0.36 0.94 0.32 0.30 0.87 0.81 0.77 0.72 0.68 0.64 0.60 0.56 0.53 0.50 0.47 0.44 0.42 0.33 0.37 0.35 0.33 0.31 0.23 0.27 0.26 0.24 0.23 0.21 0.20 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.12 0.11 0.10 0.10 0.026 IO 0.025 IO 0.024 IO 0.024 IO 0.023 IO 0.023 IO 0.022 IO 0.022 IO 0.021 IO 0.021 IO 0.020 IO 0.020 IO 0.018 IO 0.017 IO 0.016 IO 0.015 IO 0.014 IO 0.014 0 0.013 0 0.012 0 0.011 0 0.011 0 0.010 0 0.003 0 0.003 0 0.008 0 0.008 0 0.007 0 0.007 0 0.007 0 0.006 0 0.006 0 0.005 0 0.005 0 0.005 0 0.005 0 0.004 0 0.004 0 0.004 0 0.004 0 0.003 0 0.003 0 0.003 0 0.003 0 0.003 0 0.002 0 0.002 0 0.002 0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Remaining water in basin = 0.00 (Ac.Ft) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.51 0.50 0.49 0.48 0.46 0.45 0.44 0.43 0.42 0.42 0.41 0.33 0.37 0.35 0.33 0.31 0.23 0.27 0.26 0.24 0.23 0.21 0.20 0.13 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.12 0.11 0.10 0.10 0.03 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.04 ****************+*******r****H~oRO~~pH DATA****I******t**************** Number of intervals = 403 Time interval = 1.0 (Min.) Maximum/Peak flow rate = 4.552 (CFS) Total volume = 0.818 (Ac.Ft) Status of hydrographs being held in storage Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ....................................................................... San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/26/04 ........................................................................ Calvary Chapel Proposed Condition, 10-Year Event, Basin 'A', Post Detention File: 9739pdA10 Prepared: Oct. 2004 ,--- ********* Hydrology Study Control Information ********** Program License Serial Number 5014 ........................................................................ Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.000 P6/P24 = 56.1% San Diego hydrology manual 'C' values used ...................................................................... Process from Point/Station 1.000 to Point/Station **** USER DEFINED FLOW INFORMATION AT A POINT **** 2.000 User specified 'C' value of 0.820 given for subarea Rainfall intensity (I) = 2.547(In/Hr) for a 10.0 year storm User specified values are as follows: TC = 12.00 min. Rain intensity = 2.55(In/Hr) Total area = 7.750(Ac.) Total runoff = 4.550(CFS) ...................................................................... Process from Point/Station 2.000 to Point/Station 3.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0.905(Ft.), Average velocity = 2.777(Ft/s) ******* Irregular Channel Data *********** ................................................................. Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 6.00 2 12.00 0.00 3 24.00 6.00 Manning's 'N' friction factor = 0.100 Sub-channel flow = 4.550 (CFS) flow top width = 3.620 (Ft . 1 I velocity= 2.777 (Ft/s) area = 1.638 (Sq. Ft) Froude number = 0.728 Upstream point elevation = 281.000(Ft.) Downstream point elevation = 218.000(Ft.) Flow length = 540.000(Ft.) Travel time = 3.24 min. Time of concentration = 15.24 min. Depth of flow = 0.905(Ft.) Average velocity = 2.777(Ft/s) Total irregular channel flow = 4.550CCFS) Irregular channel normal depth above invert elev. = 0.905(Ft.) Average velocity of channel(s) = 2.777(Ft/s) ...................................................................... **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7 .7 50 ! Ac . ) Runoff from this stream = 4.550 (CFS) Time of concentration = 15.24 min. Rainfall intensity = 2.183(In/Hr) Process from Point/Station 2.000 to Point/Station 3.000 ...................................................................... Process from Point/Station 4.000 to Point/Station **** INITIAL AREA EVALUATION **** 3.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 lUNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 540.000(Ft.) Highest elevation = 481.000(Ft.) Lowest elevation = 418.000(Ft.) Elevation difference = 63.000(Ft.) Slope - 11.667 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 11.67 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.95 minutes Permanent Open Space TC = [1.8* (1.1-C) *distance (Ft, ) 5) / (8 slopeA (1/3) ] TC = ri.8*1i.i-o.35OO)*l ioo.000~.5)/( 11.667^(1/311= 5.95 The initial area totai distance of '540.00 (Ft.; entered leaves a remaining distance of 440.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.94 minutes for a distance of 440.00 (Ft.) and a slope of 11.67 8 with an elevation difference of 51.33(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) Tt=[(11.9*0.0833"3)/( 51.33)1^.385= 1.94 Total initial area Ti = 5.95 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 3.337(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIAI is C = 0.350 1.938 Minutes - - 1.94 minutes from the Figure 3-4 formula = 7.89 minutes Subarea runoff = 5.046 (CFS) Total initial stream area = 4.320(Ac.) t+++++++t+t++t+++++++++++++t++t+++++t+++++++t+t+++tt+++++t++t+++++++++ Process from Point/Station 4.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.320 (Ac . ) Runoff from this stream = 5.04 6 (CFS) Time of concentration = 7.89 min. Rainfall intensity = 3.337 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.550 15.24 2.183 2 5.046 7.89 3.337 Qmax(1) = 1.000 ’ 1.000 * 4.550) + 0.654 1,000 * 5.0461 + = 7.850 1.000 * 0.518 * 4.550) + 1.000 * 1.000 * 5.046) + = 7.402 Qmax(2) = Total of 2 streams to confluence: Flow rates before confluence point: 4.550 5.046 Maximum flow rates at confluence using above data: 7.850 7.402 Area of streams before confluence: 7.750 4.320 Results of confluence: Total flow rate = 7.850 (CFS) Time of concentration = 15.241 min. Effective stream area after confluence = 12.070 (Ac.) End of computations, total study area = 12.070 (Ac.) BASIN B (- San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/26/04 c' Calvary Chapel Proposed Condition, 10-Year Event, Basin 'B' File: 9739prB10 Prepared: Oct. 2004 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches1 = 1.700 24 hour precipitation(inches) = 3.000 P6/P24 = 56.7% San Diego hydrology manual 'C' values used ...................................................................... Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 68.100(Ft.) Highest elevation = 311.000(Ft.) Lowest elevation = 309.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 2.937 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.94 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.24 minutes TC = [1.8* (1.14) *distance (Ft.) ".5) / (% slope" (1/3) ] TC = [l. E* (1.1-0.8200) * ( 85.O0OA.5) / ( 2.937" (1/3) I= 3.24 Calculated TC of 3.245 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = O.llO(CFS) General Commercial Total initial stream area = 0.030(Ac.) ++++++++tt+tt+++t++t+++++t+t++++++++++tt++++ttt++++++++++t+++++t+t+t++ Process from Point/Station 402.000 to Point/Station 403.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 309.000(Ft.) End of street segment elevation = 302.000(Ft.) Length of street segment = 236.000(Ft.) Height of curb above gutter flowline - 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = lO.OOO(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.524 (CFS) Depth of flow = 0.194(Ft.), Average velocity = 2.819(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.889(Ft.) Flow velocity = 2.82(Ft/s) Travel time = 1.40 min. TC = 4.64 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area Subarea runoff = 0.881(CFS) for 0.2 4 0 (Ac . ) Total runoff = 0.992(CFS) Total area = 0.270(Ac.) Street flow at end of street = 0.992 (CFS) Half street flow at end of street = 0.992(CFS) Depth of flow = 0.234(Ft.), Average velocity = 2.924(Ft/s) Flow width (from curb towards crown)= 4.864(Ft.) (Q=KCIA) is C = 0.820 CA = 0.221 tt+t+++t++++t+t++tt++t++t+tt++++t++t+++t++++t++++tt+t++++++++++tt+++++ Process from Point/Station 402.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.270 (Ac. ) Runoff from this stream = 0.992(CFS) Time of concentration = 4.64 min. Rainfall intensity = 4.479 (In/Hr) - i I ,.-- Process from PointrStation 404.000 to Point/Station 403.000 ***f INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 290.000(Ft.) Highest elevation = 312.500(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 10.500(Ft.) Slope = 3.621 % Top of Initial Area Slope adjusted by User to 1.000 % Bottom of Initial Area Slope adjusted by User to 4.000 B INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.00 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 11.29 minutes TC = [1.8* (1.1-C) *distance(Ft.) A.5) / (% slopeA (1/3) I TC = [l. 8* (1.1-0.3500) ( 70. OOOA. 5) / ( 1. OOOA (1/3) ] = 11.29 The initial area total distance of 290.00 (Ft.) entered leaves a remaining distance of 220.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.72 minutes for a distance of 220.00 (Ft.) and a slope of 4.00 8 with an elevation difference of 8.80(Ft.) from the end of the top area Tt = [11.9*length(Mi) "3) /(elevation change(Ft.) ) ] ".385 *60 (min/hr) Tt=[ (11.9*0.0417"3) / ( 8 .EO) I .385= 1.72 Total initial area Ti = 11.29 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 2.417(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.846(CFS) Total initial stream area - 1 .OOO (Ac. ) Permanent Open, Space 1.716 Minutes - - 1.72 minutes from the Figure 3-4 formula = 13.01 minutes ...................................................................... Process from PointrStation 404.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.000 (Ac. ) Runoff from this stream = 0.84 6 (CFS) Time of concentration = 13.01 min. Rainfall intensity - 2.417 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.992 4.64 2 0.846 13.01 4.479 2.417 Qmax(1) = 1.000 * 1.000 * 0.9921 + 1.000 * 0.357 * 0.a46j + = 1.293 (- Qmax(2) = 0.540 * 1,000 * 0.992) + 1.000 * 1.000 * 0.846) + = 1.381 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 1.293 1.381 Area of streams before confluence: 0.270 1.000 Results of confluence: Total flow rate = 1.381 (CFS) Time of concentration = 13.011 min. Effective stream area after confluence = 1.270 (Ac. ) 0.992 0.846 +ttt+tt+tt++++t+t+++tt++t++t++t++tt++++t+++t++++tttt++ttt+++tt++tt++t+ Process from Point/Station 403.000 to Point/Station 405.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 302.000(Ft.) End of street segment elevation = 283.700(Ft.) Length of street segment = 389.000(Ft.I Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = lO.OOO(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.737(CFS) Depth of flow = 0.254(Ft.), Average velocity = 3.890(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.866(Ft.) Flow velocity = 3.89(Ft/s) Travel time = 1.67 min. TC = 14.68 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 2.236(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.551 CA = 0.965 Subarea runoff = 0.777(CFS) for 0.480 (Ac. 1 Total runoff = 2.158 (CFS) Total area = 1.750(Ac.) Street flow at end of street = 2.158(CFS) Half street flow at end of street = 2.158 (CFS) Depth of flow = 0.268(Ft.), Average velocity = 4.053(Ft/s) Flow width (from curb towards crown)= 6.557(Ft.) t++tttt+t++ttttttt+tttt+t+ttttttttttttttttttt+t+tttttttt+t+ttt+t+tt+tt Process from Point/Station 403.000 to Point/Station 405.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.750(Ac.) Runoff from this stream = 2.158 (CFS) Time of concentration = 14.68 min. Rainfall intensity = 2.236(In/Hr) tt++ttt+tt+tttttt+t+ttt+ttt+ttttt+t+t+++tt++tt+tt+tt+tttt+t+tttt+++tt+ Process from Point/Station 406.000 to Point/Station 405.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL 1 (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 Initial subarea total flow distance = 297.600(Ft.) Highest elevation = 297.500(Ft.) Lowest elevation = 283.700(Ft.) Elevation difference = 13.800(Ft.) Slope = 4.637 8 Top of Initial Area Slope adjusted by User to 2.770 % Bottom of Initial Area Slope adjusted by User to 5.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 2.77 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.08 minutes TC = [l. 8*(l.l-C) *distance(Ft.) *.5) / (S slope^ (1/3) I TC = [l. 8* (1.1-0.6000) * ( 90.000^.5) / ( 2.770A (1/3) I= 6.08 The initial area total distance of 297.60 (Ft.) entered leaves a remaining distance of 207.60 (Ft.) Using Figure 3-4, the travel time for this distance is 1.51 minutes for a distance of 207.60 (Ft.) and a slope of 5.00 % with an elevation difference of 10.38(Ft.) from the end of the top area Tt = [11,9*1ength(Mi)^3)/(elevation change(Ft.))lA.385 *60(min/hr) Tt=[(11.9*0.0393"3)/( 10.38)]^.385= 1.51 Total initial area Ti = 6.08 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 3.423(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 1.705(CFS) Total initial stream area = 0.830 (Ac. ) 10.3 DU/A or Less 1.506 Minutes - - 1.51 minutes from the Figure 3-4 formula = 7.59 minutes tttttttttttttttttttttttttttttttttttttttttttttttt+ttt+ttttttttt+ttttttt Process from Point/Station 406.000 to Point/Station 405.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.830 (Ac. ) Runoff from this stream = 1.705 (CFS) Time of concentration = 7.59 min. Rainfall intensity = 3.423 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.158 14.68 2 1.705 7.59 2.236 3.423 Qmax(1) = 1.000 * 1.000 * 2.158) + 0.653 * 1.000 * 1.705) + = 3.272 Qmax(2) = 1.000 * 0.517 * 2.158) t 1.000 * 1.000 * 1.705) + = 2.820 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 2.158 1.705 3.272 2.820 Area of streams before confluence: 1.750 0.830 Results of confluence: Total flow rate = 3.272 (CFS) Time of concentration = 14.677 min. Effective stream area after confluence = 2.580 (Ac. ) ...................................................................... Process from Point/Station 405.000 to Point/Station 407.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 283.700(Ft.) End of street segment elevation = 277.200(Ft.) Length of street segment = 326.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = lO.OOO(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.709 (CFSI Depth of flow = 0.341(Ft.), Average velocity = 3.249(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.194(Ft.) Flow velocity = 3.25(Ft/s) Travel time = 1.67 min. TC = 16.35 min. Adding area flow to street User specified 'C' value of 0.620 given for subarea Rainfall intensity = 2.086(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.620 CA = 2.027 Subarea runoff = 0.957(CFS) for 0.690 (Ac. ) Total runoff = 4.229(CFS) Total area = 3.270 (Ac. ) Street flow at end of street = 4.229(CFS) Half street flow at end of street = 4.22 9 (CFS) Depth of flow = 0.352(Ft.), Average velocity = 3.348(Ft/s) Flow width (from curb towards crown)= 10.7731Ft.) +t++tt++t++t++tt+++++++ttt+tt+t+tt+t++tt+t++tt++t+t++++tt+ttt+t+++++tt Process from Point/Station 405.000 to Point/Station 407.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.270 (Ac . ) Runoff from this stream = 4.229 (CFS) Time of concentration = 16.35 min. Rainfall intensity = 2.086 (In/Hr) +ttt++++tt+++++tt++++tt++tt+t+++ttt+ttttt++ttt+++t+++t+t+++tt++t+++++t Process from Point/Station 408.000 to Point/Station 409.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 460.000(Ft.) Highest elevation = 305.700(Ft.) Lowest elevation = 285.000(Ft.) Elevation difference = 20.700(Ft.) Slope = 4.500 % Top of Initial Area Slope adjusted by User to 2.400 B Bottom of Initial Area Slope adjusted by User to 5.000 B INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.40 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.30 minutes TC = [l. E* (1.1-C) *distance(Ft.) 5) / (% slopeA (1/3) I TC = [1.8*(1.1-0.3500)*( 85.000".5)/( 2.400^(1/3)1= 9.30 The initial area total distance of 460.00 (Ft.) entered leaves a remaining distance of 375.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.37 minutes for a distance of 375.00 (Ft.) and a slope of 5.00 8 with an elevation difference of 18.75(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))l^.385 *60(min/hr) Tt=[(11.9*0.0710A3)/( 18.75)]^.385= 2.37 Total initial area Ti = 9.30 minutes from Figure 3-3 formula plus Rainfall intensity (1) = 2.593(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.842 (CFS) Total initial stream area = 2.030 (Ac . ) [UNDISTURBED NATURAL TERRAIN I Permanent Open Space 2.374 Minutes - - 2.37 minutes from the Figure 3-4 formula = 11.67 minutes .- _- ...................................................................... Process from Point/Station 409.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 285.000(Ft.) Downstream point/station elevation = 280.700(Ft.) Pipe length = 192.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.842(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.842(CFS) Normal flow depth in pipe = 4.16(In.) Flow top width inside pipe = 15.18(In.) Critical Depth = 6.13(In.) Pipe flow velocity = 5.96 (Ft /s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 12.21 min. ++++++++++++++++++++++++++++++++++++tt+t+++++t++++t++++t++++++++tt++++ Process from Point/Station 410.000 to Point/Station 407.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 280.300(Ft.) Downstream point/station elevation = 266.490(Ft.) Pipe length = 322.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.842 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.842(CFS) Normal flow depth in pipe = 3.54(In.) Flow top width inside pipe = 14.31(In.) Critical Depth = 6.13(In.) Pipe flow velocity = 7.4 9 ( Ft /s ) Travel time through pipe = 0.72 min. Time of concentration (TC) = 12.93 min. ...................................................................... Process from Point/Station 410.000 to Point/Station 407.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.030(Ac.) Runoff from this stream = 1.842 (CFS) Time of concentration = 12.93 min. Rainfall intensity = 2.427 (In/ffr) ++t+++++++t++t+++t++++~++tt++++++t++++++++++++t++++t++++++++++++++tt++ Process from Point/Station 411.000 to Point/Station 412.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 130.000(Ft.) Highest elevation = 304.400(Ft.) Lowest elevation = 300.000(Ft.) Elevation difference = 4.400(Ft.) Slope = 3.385 B Top of Initial Area Slope adjusted by User to 3.118 % Bottom of Initial Area Slope adjusted by User to 3.118 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.12 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.18 minutes TC = [1.8*(l.l-C) *distance(Ft. )A.5) /(% slope^ (1/3) I The initial area total distance of 130.00 (Ft.) entered leaves a remaining distance of 45.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.56 minutes for a distance of 45.00 (Ft.) and a slope of 3.12 % with an elevation difference of 1.40[Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]".385 *60(min/hr) General Commercial TC = [1.8*(1.1-0.8200)*( 85.000^.5)/( 3.118^(1/3)]= 3.18 - - 0.556 Minutes Tt=1111.9*0.0085^3)/I 1.40)1^.385= 0.56 .. .. Total initial area Ti = Calculated TC of 3.737 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.110 (CFS) Total initial stream area = 0.030 (Ac. ) 3;i8 minutes from Figure 3-3 formula plus 0.56 minutes from the Figure 3-4 formula = 3.74 minutes t++tt+t++++tt++t+++tt++t++t+++++++t++t+t++t+++t+++tt+ttt+ttt+t+t++t+tt Process from Point/Station 412.000 to Point/Station 413.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 300.000(Ft.) End of street segment elevation = 296.000(Ft.) Length of street segment = 290.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 120.000(Ft.) Distance from crown to crossfall grade break = 115.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.216 (CFS) Depth of flow = 0.270(Ft.), Average velocity = 2.212(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.687(Ft.) Flow velocity = 2.21(Ft/s) Travel time = 2.19 min. TC = 5.92 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 c Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 4.016(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.599 Subarea runoff = 2.294(CFS) for 0.700(Ac.) Total runoff = 2.404(CFS) Total area = 0.730 (Ac. ) Street flow at end of street = 2.404(CFS) Half street flow at end of street = 2.404(CFS) Depth of flow = 0.320(Ft.), Average velocity = 2.555(Ft/s) Flow width (from curb towards crown)= 9.156(Ft.) [COMMERCIAL area type I +++++++t+t++++t+++++++t++t++++++tt++++t+++++++++t++t+++++++t++++t+++++ Process from Point/Station 413.000 to Point/Station 414.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 293.000(Ft.) Downstream point/station elevation = 290.200(Ft.) Pipe length = 556.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.404(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 2.404 (CFS) Normal flow depth in pipe = 6.28(In.) Flow top width inside pipe = 21.09(In.) Critical Depth = 6.47(1n.) Pipe flow velocity = 3.67 (Ft/s) Travel time through pipe = 2.52 min. Time of concentration (TC) = 8.45 min. ++++++t+t++++tt+++t+++t++++++++++tt+++t++++++++++++tt+++++t+t++t+t+++t Process from Point/Station 414.000 to Point/Station 407.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 289.800(Ft.) Downstream point/station elevation = 266.490(Ft.) Pipe length = 46.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.404 (CFS) Given pipe size = 24.00 (In. Calculated individual pipe flow = 2.404 (CFS) Normal flow depth in pipe = 2.05(In.) Flow top width inside pipe = 13.41(In.) Critical Depth = 6.47(In.) Pipe flow velocity = 18.58 (Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 8.49 min. ++tt++++++t+t+++tt+++t+t+++++++++tt++++++++++++ttt++tt++++++++t+t+++++ Process from Point/Station 414.000 to Point/Station 407.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.7 30 (Ac . ) Runoff from this stream = 2.404(CFS) Time of concentration = 8.49 min. Rainfall intensity = 3.184 (In/Hr) Summary of stream data: Stream Flow rate TC No. (CFSI 1 4.229 2 1.842 3 2.404 Qmax(1) = 1.000 * 0.859 * 0.655 * 1.000 * Qmax(2) = 1.000 * 0.762 * Qmax(3) = 1.000 * 1.000 * 1.000 * (min) 16.35 12.93 8.49 1.000 * 1.000 1.000 * 0.791 1.000 * 1.000 * 0.519 * 0.657 1.000 * Rainfall Intensity (In/Hr) 2.086 2.427 3.184 4.229) i 1.842) + 2.404) + = 7.387 4.229) i 1.842) + 2.404) + = 7.018 4.229) t 1.842) + 2.404) + = 5.808 Total of 3 streams to confluence: Flow rates before confluence point: 4.229 1.842 2.404 Maximum flow rates at confluence using above data: 7.387 7.018 5.808 Area of streams before confluence: Results of confluence: Total flow rate = 7.387 (CFS) Time of concentration = 16.350 min. Effective stream area after confluence = 6.030 (Ac. ) End of computations, total study area = 6.030 (Ac.) 3.210 2.030 0.730 .~ ,. ,~ ,i ,,,. ... . ., , BASIN C San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/26/04 Calvary Chapel Proposed Condition, 10-year Event, Basin ‘C‘ File: 9739prC10 Prepareed: Oct. 2004 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 ........................................................................ Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.000 P6/P24 = 56.7% San Diego hydrology manual IC‘ values used +++t++t+++++++++t++++t+++++tt+++t+t+t++++++++++++t++t+++++t+t+++++++++ Process from Point/Station 217.000 to Point/Station 219.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil qroup C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 64.500(Ft.) Highest elevation = 300.000(Ft.) Lowest elevation = 296.500(Ft.) Elevation difference = 3.500(Ft.) Slope = 5.426 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.43 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.68 minutes TC = [1.8*(1.l-C)*distance(Ft.)^.5)/(% slope”(l/3)1 TC = [1.8* (1.1-0.3500) * ( 100.000^. 5) / ( 5.426”(1/3) I= 7.68 Rainfall intensity (I) = 3.395(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.012 (CFS) Total initial stream area = 0.010(Ac.) Permanent Open Space ++++tt+t++++++++++tt+++t+++t+tt+ttt++t++++++++++++t+++++++tt++t+++++++ Process from Point/Station 219.000 to Point/Station 221.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 293.500(Ft.) Downstream point/station elevation = 290.500(Ft.) Pipe length = 73.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = O.O12(CFS) Given pipe size = ~ 4.00(In.) Calculated individual uiDe flow = 0.012lCFS) __ Normal flow depth in pipe = 0.50(In.) Flow top width inside pipe = 2.64(In.) Critical Depth = 0.70(In.) Pipe flow velocity = 2.03(Ft/s) Travel time through pipe = 0.60 min. Time of concentration (TC) = 8.28 min. ++++t+t+t+tt+t++++++++tt++ttttt++t++t++t+t+++++++tt+t++t+++++t+++++t+t **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.010 (Ac . ) Runoff from this stream = 0.012 (CFS) Time of concentration = 8.28 min. Rainfall intensity = 3.235 (In/Hr) Process from Point/Station 219.000 to Point/Station 221.000 t++++++++++++++++++++++tt+++t++t++t+tt+++++t++++++t++t++t+++++++t++++t **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 47.000(Ft.) Highest elevation = 297.000(Ft.) Lowest elevation = 293.500(Ft.) Elevation difference = 3.500(Ft.) Slope = 7.447 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.45 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.91 minutes TC = [l. 8+(l.i-C)*distance (Ft.) ".5) / (8 slopeA (1/3) I TC = [1. 8* (1.1-0.35001' ( 100.000". 5) / ( 7.447^ (1/3) I= 6.91 Rainfall intensity (I) = 3.634(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.0131CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 223.000 to Point/Station 221.000 [UNDISTURBED NATURAL TERRAIN 1 Permanent Open Space +t+++++t+t+t++++++++++t++tt+t++++++++t++t+++t++++++t++++++++++++++++++ Process from Point/Station 223.000 to Point/Station 221.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.010 (Ac. ) Runoff from this stream = 0.013(CFS) Time of concentration = 6.91 min. Rainfall intensity = 3.634(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.012 8.28 2 0.013 6.91 3.235 3.634 Qmax(1) = 1.000 * 1.000 * 0.012) t 0.890 1.000 * 0.013) t = 0.023 Qmax(2) = 1.000 * 0.835 * 0.012) + 1.000 * 1.000 * 0.013) t = 0.023 Total of 2 streams to confluence: Flow rates before confluence point: 0.012 0.013 Maximum flow rates at confluence using above data: 0.023 0.023 Area of streams before confluence: 0.010 0.010 Results of confluence: Total flow rate = 0.023 (CFS) Time of concentration = 8.281 min. Effective stream area after confluence = 0.020 (Ac. ) +++ttt+ttt+++t+t+++tt++ttt++++tt+++tttttt+++t+t+t+t+t+t++t+t++t+tttttt Process from Point/Station 221.000 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 290.100(Ft.) Downstream point/station elevation = 285.500(Ft.) Pipe length = 71.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.023(CFS) Given pipe size = 4.00 (In. ) Calculated individual pipe flow 0.023(CFS) Normal flow depth in pipe = 0.59(In.) Flow top width inside pipe = 2.84iIn.) Critical Depth = 0.99(In.) Pipe flow velocity = 2.84(Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 8.70 min. +t++t+++t+++++++tt++tt++t++t+++t++tttttt++t+ttt+++t++++++t++t++tt++++t Process from Point/Station 221.000 to Point/Station 225.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.020 (Ac.) Runoff from this stream = @.023(CFS) Time of concentration = 8.70 min. Rainfall intensity = 3.134 (In/Hr) ...................................................................... Process from Point/Station 227.000 to Point/Station 225 .OOO **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 56.000(Ft.) Highest elevation = 293.500(Ft.) Lowest elevation = 288.500(Ft.) Elevation difference = 5.000(Ft.) Slope = 8.929 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.93 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.51 minutes TC = [1.8*(l.l-C)*distance(Ft.)”.5)/(% slopeA(l/3)1 TC = [l. 8* (1.1-0.3500) * ( 100. OOOA. 5) / ( 8.929” (1/3) I= 6.51 Rainfall intensity (I) = 3.779(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.026 (CFS) Total initial stream area = 0.020 (Ac.) [UNDISTURBED NATURAL TERRAIN 1 Permanent Open Space ...................................................................... Process from Point/Station 227.000 to Point/Station 225.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.020 (Ac. Runoff from this stream = 0.026 (CFS) Time of concentration = 6.51 min. Rainfall intensity = 3.779 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.023 8.70 2 0.026 6.51 3.134 3.779 Qmax(1) = 1.000 f 1.000 * 0.0231 t 0.829 * 1.000 * 0.026i + = 0.045 Qmax(2) = 1.000 * 0.748 0.023) + 1.000 * 1.000 0.026) + = 0.044 Total of 2 streams to confluence: Flow rates before confluence point: 0.023 0.026 Maximum flow rates at confluence using above data: 0.045 0.044 Area of streams before confluence: 0.020 0.020 Results of confluence: Total flow rate = 0.045(CFS) Time of concentration = 8.698 min. Effective stream area after confluence = 0.040 (Ac. ) ...................................................................... Process from Point/Station 225.000 to Point/Station 229.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 285.100(Ft.) Downstream point/station elevation = 281.000(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.045(CFS) Given pipe size = 4.00 (In. ) Calculated individual pipe flow = 0.045 (CFS) Normal flow depth in pipe = 0.80(1n.) Flow top width inside pipe = 3.20(In.) Critical Depth = 1.40(In.) Pipe flow velocity = 3.67 (Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 8.95 min. ...................................................................... Process from Point/Station 225.000 to Point/Station 229.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.040(Ac.) Runoff from this stream = 0.045 (CFS) Time of concentration = 8.95 min. Rainfall intensity = 3.077 (In/Hr) ...................................................................... Process from Point/Station 231.000 to Point/Station 229.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 5 = 1.000 [UNDISTURBED NATURAL TERRAIN I [Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 48.000(Ft.) Highest elevation = 288.500(Ft.) Lowest elevation = 284.000(Ft.) Elevation difference = 4.500(Ft.) Slope = 9.375 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 9.38 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.40 minutes Permanent Open Space .L TC = [1.8* 11.1-C) *distance(Ft. )A.5)/(% slope^ll/3) I TC = 11.8*f1.1-0.3500l*( 100.O0OA.5l/1 9.375"[1/3\1= 6.40 ,. . . .I .~~~ . ~ ~~ ~ Rainfall intensity (I) = 3.819(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = O.O53(CFS) Total initial stream area = 0.040 (Ac. ) +++t++t++t++t++++t+t++++t++++++t+t+++++tttt++t++t+tt++t+tt+tt+t+t++tt+ Process from Point/Station 231.000 to Point/Station 229.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.040 (Ac. ) Runoff from this stream = 0.053 ICFS) Time of concentration = 6.40 min. Rainfall intensity = 3.819(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.045 8.95 3.077 2 0.053 6.40 3.819 Qmax(1) = 1.000 * 1.000 0.045) + 0.806 * 1.000 0.053) t = 0.088 1.000 * 0.716 * 0.045) + 1.000 * 1.000 * 0.053) t = 0.086 Qmax(2) = Total of 2 streams to confluence: Flow rates before confluence point: 0.045 0.053 Maximum flow rates at confluence using above data: 0.088 0.086 Area of streams before confluence: 0.040 0.040 Results of confluence: Total flow rate = 0.088lCFS) Time of concentration = 8.948 min. Effective stream area after confluence = 0.080 (Ac . ) ++t+++++t++tt+++t++t+tt+tt++tt++++tt++tt++t+t+ttt+t++tt+++t+++tt+tt++t Process from Point/Station 229.000 to Point/Station 233.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 280.600lFt.) Downstream point/station elevation = 279.800(Ft.) Pipe length = 75.00[Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.088(CFS) Given pipe size = 4.00 (In.) Calculated individual pipe flow = O.O88(CFS) Normal flow depth in pipe = 1.88iIn.) Flow top width inside pipe = 3.99(In.) Critical Depth = 1.98lIn.) Pipe flow velocity = 2.19(Ft/s) Travel time through pipe = 0.57 min. Time of concentration (TC) = 9.52 min. i. +++t+++++ttt+++t++++++++++++t+++++t++t+tt+++++++++++++++++t++t++++++++ Process from Point/Station 229.000 to Point/Station 233.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.080 (Ac. ) Runoff from this stream = 0.088 (CFS) Time of concentration = 9.52 min. Rainfall intensity = 2.957(In/Hr) +++tt+t+++++++t+t+++t+++++t+++++++t++t+t++t++++t+tt+++++++t++tt+++++++ Process from Point/Station 235.000 to Point/Station 233.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 35.000(Ft.) Highest elevation = 286.000(Ft.) Lowest elevation = 283.500(Ft.) Elevation difference = 2.500(Ft.) Slope = 7.143 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.14 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.01 minutes TC = [1.8*(1.1-C)*distance(Ft.)”.5)/(% slope”(l/3)1 TC = [l. 8* (i.1-0.3500) ( 100 .OOO^ .5) / ( 7.143^ (1/3) I= 7.01 Rainfall intensity (I) = 3.602(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.025(CFS) Total initial stream area = 0.02 0 ( AC . ) Permanent Open Space ++++t+t+t+++++t+++t+++t++++++t++++++tt++++++t+t+++tt+++++t+++tt++++++t Process from Point/Station 235.000 to Point/Station 233.000 **** CONFLUENCE OF MINOR STREAMS ***+ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.020(Ac.) Runoff from this stream = 0.025 (CFS) Time of concentration = 7.01 min. Rainfall intensity = 3.602(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hrl 1 0.088 9.52 2 0.025 7.01 Qmaxii) = 2.957 3.602 1.000 * 1.000 * 0.088) t 0.821 * 1.000 * 0.025) t = 0.103 Qmax(2) = 1.000 * 0.736 0.088) + 1.000 * 1.000 * 0.025) t = 0.030 Total of 2 streams to confluence: Flow rates before confluence point: 0.088 0.025 Maximum flow rates at confluence using above data: 0.103 0.090 Area of streams before confluence: 0.080 0.020 Results of confluence: Total flow rate = 0.109 (CFS) Time of concentration = 9.518 min. Effective stream area after confluence = 0.100 (Ac . ) tttt+tt++t+tttt+tttttt++t+ttttttttt++++tt+t+t++ttt+t+tt+tt+t++++tttt+t Process from Point/Station 233.000 to Point/Station 215.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 279.400(Ft.) Downstream point/station elevation = 278.000(Ft.) Pipe length = 55.00(Ft.I Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.109 (CFS) Given pipe size = 4 .OO (In.) Calculated individual pipe flow = 0.109(CFS) Normal flow depth in pipe = 1.66(In.) Flow top width inside pipe = 3.94(In.) Critical Depth = 2.22(In.) Pipe flow velocity = 3.19 (Ft /s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 9.80 min. +tttt+tt++t+t+tttttt+++tttt++ttt++tttttt++ttttttt++tt+ttt+t+tt++t+++tt Process from Point/Station 233.000 to Point/Station 215.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.100 (Ac. ) Runoff from this stream = 0.109ICFS) Time of concentration = 9.80 min. Rainfall intensity = 2.901 (In/Hr) t+tt+ttt+tttt+t++tt++ttttt+t+tttttttttttttttt+ttttt+tttttttt+t+tt++tt+ Process from Point/Station 207.000 to Point/Station 209.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 65.000(Ft.) ,- Highest elevation = 303.500(Ft.) Lowest elevation = 302.500(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.538 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.54 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.78 minutes TC = [1. 8* (1.1-C) *distance (Ft . ) &. 5) / (% slope" (1/3) I Calculated TC of 3.781 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.037(CFS) Total initial stream area = 0.010 (Ac. ) General Commercial TC = [1.8*(1.1-0.8200)*( 75.000^.5)/( 1.538"(1/3)1= 3.78 ...................................................................... Process from Point/Station 203.000 to Point/Station 211.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 302.500(Ft.) End of street segment elevation = 296.000(Ft.) Length of street segment = 605.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.4 16 (CFS) Depth of flow = 0.330(Ft.), Average velocity = 2.321(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.686(Ft.) Flow velocity = 2.32(Ft/s) Travel time = 4.34 min. TC = 8.12 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 3.275(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.484 Subarea runoff = 4.824(CFS) for 1 ,800 (Ac . ) Total runoff = 4.860(CFS) Total area = 1.8 10 (Ac. ) Street flow at end of street = 4.860 (CFS) Half street flow at end of street - 4.860 (CFS) Depth of flow = 0.396(Ft.), Average velocity = 2.728(Ft/s) Flow width (from curb towards crown)= 12.958(Ft.) +tt+t+t+tt+ttt+t++ttt+tt+tttttt+tt+++tt+t++tt+t+tt+t+tttt+ttt+tt+++t++ Process from Point/Station 211.000 to Point/Station 215.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 293.000(Ft.) Downstream point/station elevation = 278.000(Ft.) Pipe length = 32.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.860 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.860 (CFS) Normal flow depth in pipe = 3.17(In.) Flow top width inside pipe = 13.71(In.) Critical Depth = 10.17 (In.) Pipe flow velocity = 23.19(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.15 rnin. ttt+tt+++++tttt++++ttt+t++t+tt++++++tt+tt++++t+tt++t+tt+++tt++tt+tt+t+ Process from Point/Station 213.000 to Point/Station 215.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.810 (Ac. ) Runoff from this stream = 4.860(CFS) Time of concentration = 8.15 min. Rainfall intensity = 3.269(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.109 9.80 2 4.860 8.15 2.901 3.269 Qmax(1) = 1.000 * 1.000 * 0.1091 + 0.887 * 1.000 * 4.860) t = 4.422 Qmax(2) = 1.000 * 0.831 0.1031 t 1.000 * 1.000 * 4.860) t = 4.951 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 4.422 4.951 Area of streams before confluence: 0.100 1.810 Results of confluence: Total flow rate = 4.951 (CFS) Time of concentration = 8.148 min. Effective stream area after confluence = 1.910 (Ac. ) 0.109 4.860 +t+tttt+tt+tt++tt+t++t+++ttt+t++t+tt+tt+tt+t+t++t++t++++tt++t++++t+ttt Process from Point/Station 215.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 277.600(Ft.) Downstream point/station elevation = 262.500(Ft.) Pipe length = 28.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.951 (CFS) Given pipe size = 18 .OO (In. ) Calculated individual pipe flow = 4.951(CFS) Normal flow depth in pipe = 3.09(In.) Flow top width inside pipe = 13.58(In.) Critical Depth = 10.28 (In. 1 Pipe flow velocity = 24.50 (Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.17 min. t+ttttt+ttttttttttttttttttt+tttttt+tttt+tt+t+tttt+ttttt+t+ttttt++t+ttt Process from Point/Station 215.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.910 (Ac. ) Runoff from this stream = 4.951(CFS) Time of concentration = 8.17 min. Rainfall intensity = 3.264 (In/Hr) ttt+ttttt++t+ttttttttt+ttt+tt+tttttt+t+tt+tt+t+t+++tttt+tttttttttttttt Process from Point/Station 201.000 to Point/Station 203.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL 1 (10.9 DU/A or Less 1 Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 Initial subarea total flow distance = 54.000(Ft.) Highest elevation = 285.980(Ft.) Lowest elevation = 285.300(Ft.) Elevation difference = 0.680(Ft.) Slope = 1.259 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.26 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.72 minutes TC = [1.8* (1.142) *distance(Ft.) ".51/ (8 slope^ (1/3) I TC = [1.8*(1.1-0.6000)*( 65.000^.5)/( 1.259"(1/3)1= 6.72 Rainfall intensity (I) = 3.701(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.089 (CFS) Total initial stream area = 0.040 ( Ac .I 10.9 DU/A or Less ttttt++t++t++ttttttttttt+tt+tt+tttttt+tttttt++tt+ttt++ttttttt+tt+t+t+t Process from Point/Station 203.000 to Point/Station 205.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 285.300(Ft.) End of street segment elevation = 271.000(Ft.) Length of street segment = 840.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = lO.OOO[Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.537 (CFS) Depth of flow = 0.279(Ft.), Average velocity = 2.522(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.120(Ft.) Flow velocity = 2.52(Ft/s) Travel time = 5.55 min. TC = 12.27 min. Adding area flow to street User specified 'C' value of 0.600 given for subarea Rainfall intensity = 2.510(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area Subarea runoff = 2.953 (CFS) for 1.980 (Ac . ) Total runoff = 3.042 (CFS) Total area = 2.020 (Ac. ) Street flow at end of street = 3.042(CFS) Half street flow at end of street = 3.042(CFS) Depth of flow = 0.330(Ft.), Average velocity = 2.922(Ft/s) Flow width (from curb towards crown)= 9.687(Ft.) (Q=KCIA) is C = 0.600 CA = 1.212 ...................................................................... Process from Point/Station 203.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.020 (Ac. ) Runoff from this stream = 3.042(CFS) Time of concentration = 12.27 min. Rainfall intensity = 2.510(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2 4.951 8.17 3.042 12.27 3.264 2.510 Qmax(1) = 1.000 * 1.000 * 4.951) + 1.000 * 0.666 * 3.042) + = 6.976 Qmax(2) = 0.769 * 1.000 4.951) + 1.000 1.000 * 3.042) + = 6.849 Total of 2 streams to confluence: Flow rates before confluence point: 4.951 3.042 Maximum flow rates at confluence using above data: 6.976 6.849 Area of streams before confluence: 1.910 2.020 Results of confluence: Total flow rate = 6.976(CFS) Time of concentration = 8.167 min. Effective stream area after confluence * 3.930(Ac.I t+tt++t+++t+++t+++++++t++++++t+++t++t+++++t+t+++t++tt++++t+++++++++t++ Process from Point/Station 205.000 to Point/Station 243.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 262.500(Ft.) Downstream point/station elevation = 259.170(Ft.) Pipe length = 57.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.976 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.976(CFS) Normal flow depth in pipe = 6.45(In.) Flow top width inside pipe = 17.26(In.) Critical Depth = lZ.ZE(In.1 Pipe flow velocity = 12.26(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 8.24 min. tt+t+++++t+t+++++++++++++++++t+++tt++t++++++t+++t++++tt++++t++++++t+++ Process from Point/Station 205.000 to Point/Station 243.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.930 (Ac. 1 Runoff from this stream = 6.976(CFS) Time of concentration = 8.24 min. Rainfall intensity = 3.244 (In/Hr) t+tt+t+++t+++++t++tt+++tt++t+++t++++++++++++t+++t++t+t+++++t+++++t++++ Process from Point/Station 237.000 to Point/Station 239.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL 1 (24.0 DU/A or Less 1 Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 46.000(Ft.) Highest elevation = 278.500(Ft.) Lowest elevation = 277.000(Ft.) Elevation difference = 1.500(Ft.) Slope = 3.261 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 3.26 %, in a development type of In Accordance With Figure 3-3 24.0 DU/A or Less _- Initial Area Time of Concentration = 4.49 minutes TC = [1.8* (1.1-C)*distance(Ft. 5) / (% slopeA (1/3) I TC = [1.8*(1.1-0.7100)*( 90.000^.5)/( 3.261^(1/3)1= 4.49 Calculated TC of 4.491 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.064(CFS) Total initial stream area = 0.020 (Ac. ) t++t+ttt+ttttttttttt+tt+t++ttttt+++tt+ttt+tt+tttt+t++ttttttt++ttt+tt+t Process from Point/Station 239.000 to Point/Station 241.000 **** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION **** Top of street segment elevation = 277.000(Ft.) End of street segment elevation = 271.400(Ft.) Length of street segment = 566.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on 111 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = l.lGl(CFS) Depth of flow = 0.278(Ft.), Average velocity = 1.919(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.088(Ft.) Flow velocity = 1.92(Ft/s) Travel time = 4.92 min. TC = 9.41 min. Adding area flow to street User specified 'C' value of 0.680 given for subarea Rainfall intensity = 2.979(In/Hr) for a 10.0 year storm E€fective runoff coefficient used for total area (Q=KCIA) is C = 0.680 CA = 0.789 Subarea runoff = 2.287(CFS) for 1.14 0 (Ac . ) Total runoff = 2.350 (CFS) Total area = 1.160 ( Ac . ) Street flow at end of street = 2.350 (CFS) Half street flow at end of street = 2.350(CFS) Depth of flow = 0.332(Ft.), Average velocity = 2.235(Ft/s) Flow width (from curb towards crown)= 9.743(Ft.) ttt+t+tttt+t+t+tttt+tttttttttt++tt+tt++tt+ttttt+tttt+t++ttt++ttt+t+t+t Process from PointIStation 241.000 to Point/Station 243.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 264.360(Ft.) Downstream point/station elevation = 259.170(Ft.) Pipe length = 81.OO(Ft.l Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.350 (CFS) Given pipe size = 18.00 (In. ) Calculated individual pipe flow = 2.350 (CFS) Normal flow depth in pipe = 3.62(In.) Flow top width inside pipe = 14.42(In.) Critical Depth = 6.96(In.) Pipe flow velocity = 9.28 (Ft/s) Travel time through pipe = 0.15 min. Time of concenttation (TC) = 9.55 min. +tttt+t+t+t++++t+tt++t+tt+++++t++++t+++t+t++++t+++++++++t++++t+++++t++ Process from PointIStation 241.000 to PointIStation 243.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.160 (Ac. Runoff from this stream = 2.350 (CFS) Time of concentration = 9.55 min. Rainfall intensity = 2.950 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.976 8.24 3.244 2 2.350 9.55 2.950 Qmax(1) = 1.000 * 1.000 6.976) + 1.000 0.863 * 2.350) + = 9.004 Qmax(2) = 0.903 1.000 * 6.9761 + 1.000 * 1.000 2.35oj t = 8.693 Total of 2 streams to confluence: Flow rates before confluence point: 6.976 2.350 Maximum flow rates at confluence usina above data: ~ 9.004 8.693 Area of streams before confluence: 3.930 1.160 Results of confluence: Total flow rate = 9.004(CFS) Time of concentration = 8.244 min. Effective stream area after confluence = 5.090 (Ac . ) End of computations, total study area = 5.090 (Ac.) BASIN D Sari Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/25/04 ........................................................................ Calvary Chapel Proposed Condition, 10-Year Event, Basin 'D' File: 9739prDlO Prepared: Oct. 2004 ********* Hydrology Study Control Information ********+* Program License Serial Number 5014 ........................................................................ Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.000 P6/P24 = 56.7% San Diego hydrology manual 'C' values used +++++tt+++t+++++++++t++++++++t++++t+++++tt+t+t++t++++++++++++t+t+++++t **** INITIAL AREA EVALUATION **** Process from Point/Station 101.000 to Point/Station 102.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 130.000(Ft.) Highest elevation = 299.500(Ft.) Lowest elevation = 291.500(Ft.) Elevation difference = 8.000(Ft.) Slope = 6.154 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 6.15 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.61 minutes General Commercial TC = /1.8* (1.1-C)*distance(Ft. )". 5) / (% slope" (1/3) I TC = ri.8*~i.i-o.8200)*~ 90.O0OA.5)/f 6.154^f1/3)1= 2.61 The iiitiai area total distance of '130.00 (Ft.j entered leaves a remaining distance of 40.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.39 minutes for a distance of 40.00 (Ft.) and a slope of 6.15 % with an elevation difference of 2.46(Ft.) from the end of the top area Tt = 111.9*lenath(Mi)^3)/(elevation chanae(Ft.))l".385 *60(min/hrl = -0.391 Minutes Tt=[ (11.9*0.0076"3) / ( 2.46)1".385= 0.39 Total initial area Ti = 2.61 minutes from Fiaure 3-3 formula ulus - 0.39 minutes from the Figure 3-4 formula = 3.00 minutes Calculated TC of 3.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (1) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.073 (CFS) Total initial stream area = 0.020(Ac.) ++++t++++++++++++t+++++++++++++++++++tt++++++tt+++++++++++++t++++++++t Process from Point/Station 102.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 291.500(Ft.) End of street segment elevation = 284.000(Ft.) Length of street segment = 130.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 10.000(Ft.) Distance from crown to crossfall grade break = 8.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.1300 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.4 73 (CFS) Depth of flow = 0.264(Ft.), Average velocity = 0.937(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.343(Ft.) Flow velocity = 0.94(Ft/s) Travel time = 2.31 min. TC = 5.31 rnin. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 4.308(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.221 Subarea runoff = 0.880(CFS) for 0.250 (Ac. ) Total runoff = 0.954(CFS) Total area = 0.270 (Ac. ) Street flow at end of street = 0.954 (CFS) Half street flow at end of street = 0.954(CFS) Depth of flow = 0.303(Ft.), Average velocity = 1.195(Ft/s) Flow width (from curb towards crown)= 8.340(Ft.) ++++t+t+tt++++++t+++++t+++t++++++t++t++t+t+t+++++++++t++++t+++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.270 (Ac. ) Runoff from this stream = 0.954(CFS) Time of concentration = 5.31 min. Rainfall intensity = 4.308 (In/Hr) ++tt++t+++++t++++++++++++t++++++++t+t++tt+tt++++++++++t+++t++t+tt+tt+t **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 Process from Point/Station 107.000 to Point/Station 109.000 [MEDIUM DENSITY RESIDENTIAL 1 (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 47.000(Ft.) Highest elevation = 285.980(Ft.) Lowest elevation = 285.200(Ft.) Elevation difference = 0.780(Ft.) Slope = 1.660 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.66 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.39 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(8 slope^(l/3)1 TC = [1.8*(1.1-0.6300)*( 80.000^.5)/( 1.660^(1/3)1= 6.39 Rainfall intensity (I) = 3.823(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.096 (CFS) Total initial stream area = 0.040 (Ac. ) 14.5 DU/A or Less ++++t++t++++t+++++t++++++++t++t++tt++++tt+++t+++tt+++++ttt+t++t++t++t+ Process from Point/Station 109.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 285.200(Ft.) End of street segment elevation = 284.000(Ft.) Length of street segment = 275.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.550(CFS) Depth of flow = 0.256(Ft.), Average velocity = 1.193(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.990tFt.) Flow velocity = 1.19(Ft/s) Travel time = 3.84 min. TC = 10.23 min. Adding area flow to street User specified 'C' value of 0.630 given for subarea Rainfall intensity = 2.82Z(In/Hrl for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.378 Subarea runoff = 0.971(CFS) for 0.560 (Ac. ) Total runoff = 1.067 (CFS) Total area = 0.600 (Ac. ) Street flow at end of street = 1.067(CFS) Half street flow at end of street = 1.067(CFS) Depth of flow = 0.302(Ft.), Average velocity = 1.364(Ft/s) Flow width (from curb towards crown)= 8.243(Ft.) ...................................................................... Process from Point/Station 109.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS *&** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.600 (Ac. ) Runoff from this stream = 1.067(CFS) Time of concentration = 10.23 min. Rainfall intensity = 2.822(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2 0.954 1.067 5.31 10.23 4.308 2.822 Qmax(1) = 1.000 1.000 0.954) + 1.000 * 0.519 * 1.0671 + = 1.508 Qmax(2) = 0.655 * 1.000 * 0.954) + . ~. 1.000 * 1.000 1.067) + = 1.692 Total of 2 streams to confluence: Flow rates before confluence point: 0.954 1.067 Maximum flow rates at confluence using above data: 1.508 1.692 Area of streams before confluence: 0.270 0.600 Results of confluence: Total flow rate = 1.692(CFS) Time of concentration = 10.231 min. Effective stream area after confluence = 0.870(Ac.) ++++t+t+t++++++++++++++++++++++++t++++++++++t+++++t++++++++++t+++++++t **** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION **** Top of street segment elevation = 284.000(Ft.) End of street segment elevation = 281.700(Ft.) Length of street segment = 172.000(Ft.) Process from Point/Station 105.000 to Point/Station 111.000 Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.303(Ft.), Average velocity = 2.399(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.322(Ft.) Flow velocity = 2.40(Ft/s) Travel time = 1.19 min. TC = 11.43 min. Adding area flow to street User specified 'C' value of 0.690 given for subarea Rainfall intensity = 2.628(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.690 CA = 0.180 Subarea runoff = 0.358(CFS) for 0.260 (Ac. ) Total runoff = Street flow at end of street = 2.049(CFS) Half street flow at end of street = 2.04 9 (CFS) 1.908 (CFS) 2.049(CFS) Total area = l.l30(Ac.) Depth of flow = 0.309(Ft.), Average velocity = 2.437(Ft/s) Flow width (from curb towards crown)= 8.593(Ft.) End of computations, total study area = 1.130 (Ac.) EXISTING CONDITION BASIN A Sari Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology San Diego County Flood Control Division 2003 hydrology manual program based on Rational Hydrology Study Date: 10/26/04 Calvary Chapel Existing Condition, 100-year storm, Basin 'A' File: 9739exA100 Prepared: Oct. 2004 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 ........................................................................ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.300 P6/P24 = 62.8% San Diego hydrology manual 'C' values used ...................................................................... Process from Point/Station 1.000 to Point/Station **** INITIAL AREA EVALUATION **** 2.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 iUNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 555.000(Ft.) Highest elevation = 307.000(Ft.) Lowest elevation = 281.000(Ft.) Elevation difference = 26.000(Ft.) Slope = 4.685 % Top of Initial Area Slope adjusted by User to 2.610 % Bottom of Initial Area Slope-adjusted by User to INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 5.680 % The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 2.61 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.81 minutes TC = [1.8* (1.1-C) *distance(Ft .)A. 5) / (% slopeA(l/3) 1 TC = [l. 8* (1.1-0.3500) * ( 100.000". 5) / ( 2. 610A (1/3) I= 9.81 The initial area total distance of 555.00 (Ft.) entered leaves a remaining distance of 455.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.62 minutes Permanent Open Space for a distance of 455.00 (Ft.) and a slope of 5.68 8 with an elevation difference of 25.84(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))lA.385 *60(min/hr) Tt=[(11.9*0.0862^3)/( 25.84)1^.385= 2.62 Total initial area Ti = 9.81 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 3.954(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 7.418(CFS) Total initial stream area = 5.360 I AC . ) = 2.623 Minutes 2.62 minutes from the Figure 3-4 formula = 12.43 minutes ++++t+++t+t++++++++++t++++++++++t++++t+++++++t+++++++++++++t+++++++++t Process from Point/Station 2.000 to Point/Station 3.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 10.463(CFS) Depth of flow = 0.917(Ft.), Average velocity = 6.225(Ft/s) ******* Irregular Channel Data ********+** ______________-_________________________~---------__---_-----__-- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 6.00 2 12.00 0.00 3 24.00 6.00 Manning's 'N' friction factor = 0.045 Sub-channel flow = 10.463 (CFS) ____________________-_----_-------__--------------_----_-----_--- flow top width = 3.667 (Ft. ) velocity= 6.225(Ft/s) area = 1.681 (Sq. Ft) Froude number = 1.620 Upstream point elevation = 281.000(Ft.) Downstream point elevation = 218.000(Ft.) Flow length = 540.000(Ft.) Travel time = 1.45 min. Time of concentration = 13.87 min. Depth of flow = 0.917(Ft.) Average velocity = 6.225(Ft/s) Total irregular channel flow = 10.463(CFS) Irregular channel normal depth above invert elev. = 0.917(Ft.) Average velocity of channel(s) = 6.225(Ft/s) Addina area flow to channel Decimai fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 = 0.000 = 0.000 = 0.000 = 1.000 I Sub-Area C Value = 0.350 Rainfall intensitv = 3.683(In/Hrl for a 100.0 vear storm .. . Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 3.651 Subarea runoff = 6.027(CFS) for 5.070(Ac.) Total runoff = 13.445 (CFS) Total area = 10.430(Ac.) Depth of flow = 1.007(Ft.), Average velocity = 6.628(Ft/s) BASIN B San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology San Diego County Flood Control Division 2003 hydrology manual program based on Rational Hydrology Study Date: 10/25/04 ........................................................................ Calvary Chapel Existing Condition, 100-Year Event, Basin 'B' File: 9739exB100 Prepared: Oct. 2004 ........................................................................ ********* Hydrology Study Control Information ********** Program License Serial Number 5014 ........................................................................ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.300 P6/P24 = 62.8% San Diego hydrology manual 'C' values used ...................................................................... Process from Point/Station 41.000 to Point/Station 42.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space 1 Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 400.000(Ft.) Highest elevation = 305.700(Ft.) Lowest elevation = 278.000(Ft.) Elevation difference = 27.700(Ft.) Slope = 6.925 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) far the tap area slope value of 6.92 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.08 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.S)/(% slope^(l/3)] The initial area total distance of 400.00 (Ft.) entered leaves a remaining distance of 300.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.76 minutes for a distance of 300.00 (Ft.) and a slope of 6.92 8 with an elevation difference of 20.78(Ft.) from the end of the top area Permanent Open Space TC = [l. 8* (1.1-0.3500) * ( 100.000^.5) / ( 6.925^ (1/3) I= 7.08 - ! Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))1^.385 *60(min/hr) Tt=[(11.9*0.0568"3)/( 20.78)1".385= 1.76 Total initial area Ti = 7.08 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 4.924(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 11.356(CFS) Total initial stream area = 6.590(Ac.) 1.764 Minutes - - 1.76 minutes from the Figure 3-4 formula = 8.85 minutes tttt++tt+t+ttt++ttt++ttt+++ttt+++++++t+ttt++tt++t+tt+t++t+++ttt+t++t++ Process from Point/Station 42.000 to Point/Station 43.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 278.000(Ft.) Downstream point elevation = 274.400(Ft.) Channel length thru subarea = 360.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 !!Warning: Water is above left or right bank elevations !!Warning: Water is above left or right bank elevations !!Warning: Water is above left or right bank elevations !!Warning: Water is above left or right bank elevations Estimated mean flow rate at midpoint of channel = 12.190 (CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 12.19O(CFS) Depth of flow = 1.222(Ft.), Average velocity = 6.758(Ft/s) !!Warning: Water is above left or right bank elevations Channel flow top width = 2.500(Ft.) Flow Velocity = 6,76(Ft/s) Travel time = 0.89 min. Time of concentration = 9.73 min. Critical depth = 1.406 (Ft.) ERROR - Channel depth exceeds maximum allowable depth Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 Adding area flow to channel [COMMERCIAL area type 1 (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 4.629(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.392 CA = 2.831 Subarea runoff = 1.750(CFS) for 0.640 (Ac. ) Total runoff = 13.106(CFS) Total area = 7 .2 30 ( Ac . ) Depth of flow = 1.254(Ft.), Average velocity = 61957(Ft/s) !!Warning: Water is above left or right bank elevations ERROR - Channel depth exceeds maximum allowable depth Critical depth = 1.453 (Ft.) End of computations, total study area = 7.230 (AC.) BASIN C San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology San Diego County Flood Control Division 2003 hydrology manual program based on Rational Hydrology Study Date: 10/25/04 ........................................................................ Calvary Chapel Existing Condition, 100-Year Event, Basin ‘C’ File: 9739exC100 Prepared: Oct. 2004 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches1 = 2.700 24 hour precipitation(inches) = 4.300 P6/P24 = 62.8% San Diego hydrology manual ‘C‘ values used ...................................................................... Process from Point/Station 31.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 302.000(Ft.) Lowest elevation = 285.600(Ft.) Elevation difference = 16.400tFt.) Slope = 32.800 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [l.E*(l.l-C)*distance(Ft.)”.S)/(% slopeA(l/3)] TC = [1.8* (1.1-0.3500) * ( 100.000^.5) / ( 30.000^ (1/3) I= 4.34 Calculated TC of 4.345 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Permanent Open Space ,-- (. Subarea runoff = 0.050 (CFS) Total initial stream area = 0.020 (Ac. ) tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt Process from Point/Station 32.000 to Point/Station 33.000 f*** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION +*** Top of street segment elevation = 285.600(Ft.) End of street segment elevation = 270.640(Ft.) Length of street segment = 880.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.469(CFS) Depth of flow = 0.418(Ft.), Average velocity = 3.599(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.046tFt.) Flow velocity = 3.60(Ft/s) Travel time = 4.08 min. TC = 8.42 min. Adding area flow to street User specified 'C' value of 0.559 given for subarea Rainfall intensity = 5.083(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.559 CA = 2.940 Subarea runoff = 14.895(CFS) for 5.24 0 (Ac . ) Total runoff = 14.94 5 (CFS) Total area = 5.260 (Ac. ) Street flow at end of street = 14.945 (CFS) Half street flow at end of street = 14.945(CFS) Depth of flow = 0.507(Ft.), Average velocity = 4.226(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.29(Ft.) Flow width (from curb towards crown)= 18.528(Ft.) End of computations, total study area = 5.260 (Ac.) ,-- BASIN D San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/25/04 .L L Calvary Chapel Existing Condition, 100-Year Event, Basin 'D' File: 9739exD100 Prepared: Oct. 2004 ........................................................................ ********* Hydrology Study Control Information ********** Program License Serial Number 5014 ........................................................................ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.300 P6/P24 = 62.8% San Diego hydrology manual IC' values used +++t+++++t++ttt++++t++t+tt++t+++++tt+t+++++t++t+t+t++t++++++++++t+++++ **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0,000 Process from Point/Station 11.000 to Point/Station 12 .ooo Decimal fraction soil group D = 1.000 IUNDISTURBED NATURAL TERRAIN 1 ipermanent Open Space Impervious value, Ai = 0,000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 210.000(Ft.) Highest elevation = 293.000(Ft.) Lowest elevation = 284.000(Ft.) Elevation difference = 9.000(Ft.) Slope = 4.286 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.29 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.31 minutes TC = [1.8* (1.1-C) *distance(Ft.) A.5) / (% slope^ (1/3) I TC = [1.8'(1.1-0.3500)*( 100.000".5)/( 4.286^(1/3)1= 8.31 The initial area total distance of 210.00 (Ft.) entered leaves a remaining distance of 110.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.98 minutes for a distance of 110.00 (Ft.) and a slope of 4.29 8 with an elevation difference of 4.71(Ft.) from the end of the top area Permanent Open Space Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))lA.385 *60(min/hr) Tt=[ (11.9*0.0208"3) / ( 4.71) I ^.385= 0.98 Total initial area Ti = 8.31 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 4.770(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.210(CFS) Total initial stream area = 0.725 (Ac . ) = 0.980 Minutes 0.98 minutes from the Figure 3-4 formula = 9.29 minutes ++t+++++t++++++t++++++tt+t+++t++tt++tt+t++++++t+t+t+t++t++t+++++t+++++ Process from Point/Station 12.000 to Point/Station 13.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 284.000(Ft.) End of street segment elevation = 281.500(Ft.) Length of street segment = 125.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (11 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.1300 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.686 (CFS) Depth of flow = 0.428(Ft.), Average velocity = 1.207(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.569tFt.) Flow velocity = 1.21(Ft/s) Travel time = 1.73 min. TC 11.02 min. Adding area flow to street User specified 'C' value of 0.820 given for subarea Rainfall intensity = 4.274(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.992 Subarea runoff = 3.030(CFS) for 0.485 (Ac. ) Total runoff = 4.241 (CFS) Total area = 1.210 ( Ac . ) Street flow at end of street = 4.241(CFS) Half street flow at end of street = 4.241(CFS) Depth of flow = 0.477(Ft.), Average velocity = 1.411(Ft/s) Flow width (from curb towards crown)= 17.040(Ft.) End of computations, total study area = 1.210 (Ac.1 PROPOSED CONDITION _- BASIN A San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/26/04 7 \. ... Calvary Chapel Proposed Condition, 100-Year Event, Basin 'A' File: 9739prA100 Prepared: Oct. 2004 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.300 P6/P24 = 62.8% San Diego hydrology manual 'C' values used +t++++++t++tt+t+t++t+++++tt+++++t+t+t++++t++t+ttt++t++t+++tt+++++++++t Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 84.000lFt.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.800(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.190 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.19 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.68 minutes TC = [1.8* (1.1-C) *distance IFt.) A.5) / (% slopeA (1/3) ] TC = [1.8*(1.1-0.8200)*( 60.000^.5)/( 1.190"(1/3)]= 3.68 The initial area total distance of 84.00 (Ft.) entered leaves a remaining distance of 24.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.50 minutes for a distance of 24.00 (Ft.) and a slope of 1.19 % with an elevation difference of 0.29(Ft.) from the end of the top area [COMMERCIAL area type I General Commercial Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))1".385 *60(min/hr) Tt=[ (11.9*0.0045"3) / ( 0.29) 1 .385= 0.50 Total initial area Ti = 3.68 minutes from Figure 3-3 formula plus Calculated TC of 4.181 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.983 (CFS) Total initial stream area = 0.340 (Ac. ) = 0.497 Minutes 0.50 minutes from the Figure 3-4 formula = 4.18 minutes tt++t++tttt+ttt+++t++tttt+tt+++tt++t++++++t+++t+++tt+t++t++++t+tttt+tt Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 300.800(Ft.) Downstream point/station elevation = 299.400(Ft.) Pipe length = 144.00tFt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.983 (CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.983 (CFS) Normal flow depth in pipe = 6.45(In.) Flow top width inside pipe = 11.97(In.) Critical Depth = 7.21(In.) Pipe flow velocity = 4.61 (Ft/s) Travel time through pipe = 0.52 min. Time of concentration (TC) = 4.70 min. t+t++tt++++t++t+t++tttt+++++t++++tt++t+++++tt+t++++t++tt++++t++tttt+t+ Process from Point/Station 302.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.340 (Ac.) Runoff from this stream = 1.983(CFS) Time of concentration = 4.70 min. Rainfall intensity = 7.114(In/Hr) Program is now starting with Main Stream No. 2 t++++t+++tt+t+++t+t+tt+++tt+tt+tt++tt++t+t+tt++t+tt+t++t+tttt++++t+t+t Process from Point/Station 304.000 to Point/Station 303.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A * 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 62.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.800(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.613 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.61 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.72 minutes TC = [l. 8* (1.1-C) *distance(Ft.) ^.5) / (% slopeA (1/3) 1 TC = [l. 8* (1.1-0.8200) * ( 75.000”.5) / ( 1.613^ (1/3) I= 3.72 Calculated TC of 3.722 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 2.217 (CFS) Total initial stream area = 0.380 (Ac . ) General Commercial +++t+ttt+++++t++t+++++t++++++++++++++t+++++++++t++++++++++t+tt+++++tt+ Process from Point/Station 304.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.380 (Ac . ) Runoff from this stream = 2.217 (CFS) Time of concentration = 3.72 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2 1.983 4.70 2.217 3.72 7.114 7.114 1.000 1.000 * 1.983) + 1.000 * 1.000 * 2.217) + = 4.200 Qmax(21 = 1.000 * 0.792 * 1.983) + 1.000 * 1.000 * 2.217) + = 3.787 Total of 2 main streams to confluence: Flow rates before confluence point: 1.983 2.217 Maximum flow rates at confluence using above data: 4.200 3.787 Area of streams before confluence: 0.340 0.380 Results of confluence: Total flow rate = 4.200 (CFS) Time of concentration = 4.702 min. Effective stream area after confluence = 0.720 (Ac. ) +t++tt+t++tttt+++++t++++++++t++++t+++++t++++++++t+++++++tt+++t+++tt+++ Process from Point/Station 303.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 299.000(Ft.) Downstream point/station elevation = 298.500(Ft.) ,- Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.200 (CFS) Given pipe size = 12.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size The approximate hydraulic grade line above the pipe invert is 0.861(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.695 (Ft. ) Minor friction loss = 0.666 ( Ft . ) K-factor = 1.50 Pipe flow velocity = 5.35(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 4.86 min. t+tt+++ttt+t+++++t++tt++t+t++ttttt++++t++++t+t+t++t+tttt+t+++++ttt++++ Process from Point/Station 303.000 to Point/Station 305.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.7 2 0 ( Ac . Runoff from this stream = 4.200 (CFS) Time of concentration = 4.86 min. Rainfall intensity = 7.114 (In/Hr) Program is now starting with Main Stream No. 2 t++t+t+++++ttttt++tt+ttt+++++t+tt+++tt+++tt+ttt+tt+t++ttttt++t+t+++++t Process from Point/Station 306.000 to Point/Station 305.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type i (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 65.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.800(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.538 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.54 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.78 minutes TC = [1.8* (1.1-C) *distance(Ft.) A.5) / (8 slopeA (1/3) j Calculated TC of 3.781 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.933(CFS) Total initial stream area = 0.160 (Ac. ) General Commercial TC = [1.8*(1.1-0.8200)*( 75.000".5)/( 1.538"(1/3)1= 3.78 tttt++++t+++++t+ttt++t+t+++tt++tt++++++ttt+t+tt+tt+tttttt+++tt+++t++t+ Process from Point/Station 306.000 to Point/Station 305.000 **** CONFLUENCE OF MAIN STREAMS '*** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.160(Ac.) Runoff from this stream = 0.933CCFS) Time of concentration = 3.78 rnin. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.200 4.86 2 0.933 3.78 7.114 7.114 Qmax(1) = 1.000 * 1.000 4.200) + 1.000 * 1.000 * 0.933) + = 5.133 Max(2) = 1.000 * 0.778 * 4.200) + 1.000 * 1.000 * 0.933) + = 4.203 Total of 2 main streams to confluence: Flow rates before confluence point: 4.200 0.933 Maximum flow rates at confluence using above data: 5.133 4.203 Area of streams before confluence: 0.720 0.160 Results of confluence: Total flow rate = 5.133(CFS) Time of concentration = 4.858 min. Effective stream area after confluence = 0.880 (Ac. ) +t++++tt++t+++++++t++tt+++t++t++t++t+tt+++tt++t++++++t+t++t++t+++++t+t Process from Point/Station 305.000 to Point/Station 307.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 298.100(Ft.) Downstream point/station elevation = 297.600(Ft.) Pipe length = 45.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.133(CFS) Given pipe size = 12.00 [In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 1.429iFt.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.934 (Ft. 1 Minor friction loss = 0.995 (Ft. ) K-factor = 1.50 Pipe flow velocity = 6.54(Ft/s) Travel time through pipe = 0.11 rnin. Time of concentration (TC) = 4.97 rnin. ++t++tt+t++++t+++++++++++++++++++++~++t+t+++t++++t+++t++t+++t++++++++t Process from Point/Station 305.000 to Point/Station 307.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: _- i In Main Stream number: 1 Stream flow area 0.880 (Ac . ) Runoff from this stream = 5.133 (CFS) Time of concentration = 4.97 min. Rainfall intensity = 7.114 (In/Hr) Program is now starting with Main Stream No. 2 t++t++++tt+ttt+++t+tttttt+t++t+tt+tt++t++tttttt++t++tt+t+tt+t+tttt+t+t Process from Point/Station 308.000 to Point/Station 307 .OOO **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 50.000(Ft.l Highest elevation = 303.800(Ft.) Lowest elevation = 302.700tFt.) Elevation difference = 1.100(Ft.) Slope = 2.200 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.20 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.36 minutes TC = [1.8* (1.1-C) *distance (Ft. ".5) / (% slope" (1/3) I Calculated TC of 3.356 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.108(CFS) Total initial stream area = 0.190 (Ac. ) [COMMERCIAL area type 1 General Commercial TC = [l. 8* (1.1-0.8200) * ( 75.000^. 5) / ( 2.200" (1/3) I= 3.36 t+++tt++++tt++ttttttttt++tt+tttt+t++t++t+t+++++t++t+tt++tt++tt+tt+t+tt Process from PointIStation 308.000 to Point/Station 307.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.130 (Ac. ) Runoff from this stream = 1.108 (CFS) Time of concentration = 3.36 min. Rainfall intensity = 7.114 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity NO. (CFS) (min) (In/Hr) 1 5.133 4.97 2 1.108 3.36 Qmax(1) = 7.114 7.114 1.000 * 1.000 5.133) t 1.000 * 1.000 * 1.108) t = 6.242 Qmax(2) = 1.000 * 0.675 * 5.133) + 1.000 * 1.000 1.108) + = 4.573 Total of 2 main streams to confluence: Flow rates before confluence point: 5.133 1.108 Maximum flow rates at confluence using above data: 6.242 4.573 Area of streams before confluence: 0.880 0.190 Results of confluence: Total flow rate = 6.242(CFS) Time of concentration = 4.972 min. Effective stream area after confluence = 1.070 (Ac. ) t+++++++t++t++++++t++t+++++t++++tt++++t+++++++++t++++++++++++++t+++++t Process from Point/Station 307.000 to Point/Station 309.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 297.200(Ft.) Downstream point/station elevation = 296.500(Ft.) Pipe length = 67.001Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.242(CFS) Given pipe size = 12.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.827(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.056(Ft.) Minor friction loss = 1.471 (Ft . ) K-factor = 1.50 Pipe flow velocity = 7.95 (Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 5.11 min. +++t+++++++t+++++++++++t++++++++t+++++++++++++tt++++t++++++t++++t++++t Process from Point/Station 307.000 to Point/Station 309.000 **** CONFLUENCE OF MAIN STREAMS '*** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.070(Ac.) Runoff from this stream = 6.242(CFS) Time of concentration = 5.11 min. Rainfall intensity = 7.012 (In/Hr) Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 310.000 to Point/Station 309.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.700(Ft.) Elevation difference = 1.100(Ft.) Slope = 2.750 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.75 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration - 3.32 minutes TC = [1.8* (1.1-C)*distance(Ft.) ". 5) / (% slope^ (1/3) I TC = [l. 8* (1.1-0.8200) * ( 85.000". 5) / ( 2 .750" (1/3) I= 3.32 Calculated TC of 3.317 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.350 (CFS) Total initial stream area = 0.060 (Ac . ) General Commercial t+ttt++ttttttttttt+t++++tt+t+t++ttt+ttt+ttttt+tt+ttttt+tttt++tt+t+tttt Process from Point/Station 310.000 to Point/Station 309.000 **** CONFLUENCE OF MAIN STREAMS ***' The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.0 60 ( Ac . ) Runoff from this stream = 0.350tCFS) Time of concentration = 3.32 min. Rainfall intensity = 7.114(In/Hr) Program is now starting with Main Stream No. 3 ttttttttt+tt++++t+t+ttt+++++t+t++t++++ttt+tt++ttt++++tt+t+t++t+tt+t+t+ Process from Point/Station 311.000 to Point/Station 312.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 57.000(Ft.) Highest elevation = 303.800(Ft.) Lowest elevation = 302.700(Ft.l Elevation difference = 1.100(Ft.) Slope = 1.930 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.93 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.51 minutes TC = [1.8*ll.l-Cj*distance(Ft.)*.S)/(% slope"(l/3)] TC = [1.8*(1.1-0.8200)'( 75.000".5)/1 1.930A(1/3j1= 3.51 Calculated TC of 3.506 minutes is less than 5 minutes, General Commercial resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.758(CFS) Total initial stream area = 0.130 (Ac. ) t+tt+t+t++t++t+tt++t++ttt++t+tt+tttt+t+++t+tt+t+++++t++tttt+++++tt+t++ Process from PointIStation 312.000 to Point/Station 309.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 296.900(Ft.) Downstream point/station elevation = 296.500(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes 1 Required pipe flow = 0.758 (CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.758(CFS) Normal flow depth in pipe = 3.63(In.) Flow top width inside pipe = 11.03(In.) Critical Depth = 4.36(In.) Pipe flow velocity = 3.78 (Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 3.66 min. ++tt++ttt++tt+t+tt+++tt+t+ttttt+++++++tt++ttttt++t++tt+++tt+t+ttt+t+++ Process from Point/Station 312.000 to Point/Station 309.000 **** CONFLUENCE OF MAIN STREAMS '*** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.130 (Ac. ) Runoff from this stream = 0.758 (CFS) Time of concentration = 3.66 min. Rainfall intensity = 7.114 (In/Ht) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. ( CFS ) (min) (In/Hr) 1 6.242 2 0.350 3 0.758 Qmax(1) = 1.000 * 0.986 * 0.986 * 1.000 * Qmax(2) = 1.000 * 1.000 * Qmax(3) = 1.000 * 1.000 * 1.000 * 5.11 3.32 3.66 1.000 * 1.000 * 1.000 * 0.649 * 1.000 * 0.906 * 0.716 * 1.000 * 1.000 * 7.012 7.114 7.114 6.242) -I 0.350) t 0.758) t = 7.334 6.242) + 0.350) t 0.758) + = 5.086 6.242) + 0.350) + 0.758j t = 5.576 Total of 3 main streams to confluence: Flow rates before confluence point: 6.242 0.350 0.758 Maximum flow rates at confluence using above data: 7.334 5.086 5.576 Area of streams before confluence: 1.070 0.060 0.130 Results of confluence: Total flow rate = 7.334 (CFS) Time of concentration = 5.113 min. Effective stream area after confluence = 1. 60 I C.) ...................................................................... Process from Point/Station 309.000 to Point/Station 313.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 296.100(Ft.) Downstream point/station elevation = 295.700(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.334(CFS) Given pipe size = 12.00 (In. ) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 3.114(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.4 83 ( Ft . ) Minor friction loss = 2.031 (Ft.) K-factor = 1.50 Pipe flow velocity = 9.34(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 5.18 min. ...................................................................... Process from Point/Station 309.000 to Point/Station 313.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1 .2 60 ( Ac . ) Runoff from this stream = 7.334 (CFS) Time of concentration = 5.18 min. Rainfall intensity = 6.957 (In/Hr) Program is now starting with Main Stream No. 2 ..................................................................... Process from Point/Station 314.000 to Point/Station 313.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 35.000(Ft.) Highest elevation = 302.900 (Ft. ) Lowest elevation = 302.000(Ft.) Elevation difference = 0.9001Ft.) Slope = 2.571 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.51 %, in a development type of - \.. General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.39 minutes TC = (1.8* (1.1-C)*distance(Ft. )".5) / (% slopeA (1/3) 1 TC = [1.8*(1.1-0.8200)*( 85.000^.5)/( 2.571"(1/3)1= 3.39 Calculated TC of 3.392 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.642 (CFS) Total initial stream area = 0.110 (Ac.) +t++++++t+++++++t++++++++t+++ttt+tt+++t+++t+++t+t++t++++t+t++t++t++t++ Process from Point/Station 314.000 to Point/Station 313.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = O.IlO(Ac.) Runoff from this stream = 0.642(CFS) Time of concentration = 3.39 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. ( CFS ) (min) (In/Hr) 1 7.334 5.18 2 0.642 3.39 6.957 7.114 Qmax(1) = 1.000 * 1.000 * 7.334) t 0.978 * 1.000 * 0.642) + = 7.962 Qmax(2) = 1.000 * 0.655 7.3341 + 1.000 1.000 * 0.642) + = 5.448 Total of 2 main streams to confluence: Flow rates before confluence point: 7.334 0.642 Maximum flow rates at confluence usina above data: 7.962 5.448 Area of streams before confluence: 1.260 0.110 Results of confluence: Total flow rate = 7.962 (CFS) Time of concentration = 5.175 min. Effective stream area after confluence = 1.370 ( Ac . ) +++++t+++++++++++tt+++++++tt+++t+t+t+t+t+t+tt+t~t+++++tt++t+ttt+++++++ Process from Point/Station 313.000 to Point/Station 315.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 290.000(Ft.) Downstream point/station elevation = 286.800(Ft.) Pipe length = 190.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.962(CFS) 'L . Given pipe size = 12.00 (In. ) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 10.593(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 9.485 (Ft.) Minor friction loss = 4.308 (Ft.) K-factor = 2.70 Pipe flow velocity = 10.14(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 5.49 min. +++t+t+tt++t++t+t++t+tt+tt+t+ttt+++++t+++tt+t+t+t++tt++t+tt++t+++++t++ Process from Point/Station 313.000 to Point/Station 315.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.370(Ac.) Runoff from this stream = 7.962(CFS) Time of concentration = 5.49 min. Rainfall intensity = 6.699 (In/Hr) Program is now starting with Main Stream No. 2 +t++t++t+++t+++++t+++tt++tt+tt+++t+t++++++t+t+++t+t+tt+t+++++t++ttt+ti Process from Point/Station 316.000 to Point/Station 317.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 75.000(Ft.) Highest elevation = 302.900(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 0.900(Ft.) Slope = 1.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.20 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.67 minutes General Commercial TC = [1.8*(1.l-C)*distance(Ft.)".5)/(8 SlopeA(l/3)1 TC = ri.8*(i.i-0.8200)*( 60.000".5)/( 1.200A(1/3)1= 3.67 .. . . . .. The initiai area total distance of 75.00 (Ft.) entered leaves a remaining distance of 15.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.34 minutes for a distance of 15.00 (Ft.) and a slope of 1.20 % with an elevation difference of 0.18(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))1".385 *60(min/hr) Tt=[(11.9*0.0028^3)/( 0.18)1^.385= 0.34 Total initial area Ti = 3.67 minutes from Figure 3-3 formula plus Calculated TC of 4.019 minutes is less than 5 minutes, Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm = 0.345 Minutes 0.34 minutes from the Figure 3-4 formula = 4.02 minutes resetting TC to 5.0 minutes for rainfall intensity calculations Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.933 (CFS) Total initial stream area = 0.160 (Ac. ) t+tt++tt+++tt+t++++++++t+++++++++++++++++++++++++t++t++t+t+t++t+++++++ Process from Point/Station 317.000 to Point/Station 318.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** .Upstream point/station elevation = 300.800(Ft.) Downstream point/station elevation = 300.000(Ft.) Pipe length = 80.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.933(CFS) Given pipe size = 12.00 (In. ) Calculated individual pipe flow = 0.933lCFS) Normal flow depth in pipe = 4.19tIn.i Flow top width inside pipe = 11.44(In.) Critical Depth = 4.86(In.) Pipe flow velocity = 3.82 (Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 4.37 min. +t+tt+++++tt+++t+++++t+++++++++t++t+t++++++++++tt+ttt+t+t+tt++t++tt+++ Process from Point/Station 317.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.160(Ac.) Runoff from this stream = 0.933 (CFS) Time of concentration = 4.37 min. Rainfall intensity = 7.114(In/Hr) tt+++++t+t+++ttt+tt+t++++ttt++t+t++++++ttt+tt++~t++t++t+t+++++++t+++t+ Process from Point/Station 319.000 to Point/Station **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 318.000 [COMMERCIAL area type I (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 302.700(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.750 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.75 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.62 minutes General Commercial TC = [1.8* (1.1-C) *distance (Ft.) A.5) /(% slopeA (1/3) ] TC = 11.8*11.1-0.8200)*1 75.000A.5)/L 1.750^11/3)1= 3.62 ~~ ,. .I .. Calcuiated'TC of Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm 31622 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations /-- .. Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.758 (CFS) Total initial stream area = 0.130 (Ac . ) ++tt++++tt+t+t++ttt+t++t+tt+tttt+tt+t++tttt+t+++++t++t+t+t+tt+tttt+ttt Process from Point/Station 319.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.130 (Ac.) Runoff from this stream = 0.758 (CFS) Time of concentration = 3.62 min. Rainfall intensity = 7.114 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.933 4.37 7.114 2 0.158 3.62 7.114 Qmax(1) = 1.000 * 1.000 * 0.933) t 1.000 1.000 * 0.758) + = 1.692 1.000 * 0.829 * 0.933) + 1.000 * 1.000 * 0.758) + = 1.532 Qmax(2) = Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 0.933 0.758 1.692 1.532 Area of streams before confluence: 0.160 0.130 Results of confluence: Total flow rate = 1.692 (CFS) Time of concentration = 4.368 rnin. Effective stream area after confluence = 0,290 (Ac. ) tt++t+t+t+t+t+tt+t+++tt+++tt+t++tt+ttt++++++tt+tt+tt++ttt+t+t+tttt++++ Process from Point/Station 318.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 299.600(Ft.) Downstream point/station elevation = 299.100(Ft.) Pipe length = 45,00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.692 (CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.692 (CFS) Normal flow depth in pipe = 5.65(Ln.) Flow top width inside pipe = 11.98(In.) Critical Depth = 6.63(In.) Pipe flow velocity = 4.66(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 4.53 min. 320.000 Process from Point/Station 318.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.2 90 ( Ac .I Runoff from this stream = 1.692 (CFS) Time of concentration = 4.53 min. Rainfall intensity = 7.114(In/Hr) +t++t+t+ttt++++t++ttt+t+t+t+tttt+tt+t+t++t++t++t++tt+tt++t+t+t+tt+tttt Process from Ooint/Station 321.000 to Point/Station 320.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 24.000(Ft.) Highest elevation = 302.900(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 0.9OOIFt.) Slope = 3.750 B INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.75 %, in a development type of In Accordance With Figuze 3-3 Initial Area Time of Concentration = 2.99 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)1 TC = [1.8*(1.1-0.8200)*( 85.O0OA.5)/( 3.750"(1/3)1= 2.99 Calculated TC of 2.991 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) 3 7.114(1n/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.700(CFS) Total initial stream area = 0.12 0 ( Ac . ) General Commercial t+ttttt+tt++tttt+tt+tttttt++ttt+t++tt++t+ttt+t++t+tt+tt+ttt+ttttttt+t+ Process from Point/Station 321.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.12 0 (Ac. ) Runoff from this stream = 0.700 (CFS) Time of concentration = 2.99 min. Rainfall intensity = 7.114(In/Hr) 320 .OOO t+tt+t++ttt++t+tt+++t+t+tttt++ttt+tt++t+tt+tt+t+ttttt++tttt++t+ttt++tt Process from Point/Station 322.000 to Point/Station 323.000 **** INITIAL AREA EVALUATION *'** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 32.000(Ft.) Highest elevation = 302.900(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 0.900(Ft.) Slope = 2.812 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: ~~ ~ ~ The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.81 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.29 minutes General Commercial TC = [1.8*(l.l-C) *distance(Ft. )A.5) /(% slopeA(l/3) 1 TC = 11.8*(1.1-0.82001*( 85.000^.51/( 2.812"(1/311= 3.29 .. Calcuiated'TC of resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.467 (CFS) Total initial stream area = 0.080 (Ac . ) 3:292 minutes is iess than 5 minutes, +++ttt++++++tt+tt+t+ttt++t++++t+++tttt++t+tt+++t+++++++t++tt++tt++tt++ Process from Point/Station 323.000 to Point/Station 320.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 299.600(Ft.) Downstream point/station elevation = 299.100(Ft.) Pipe length = 40.00(Ft.) Manning's N 5 0.013 No. of pipes = 1 Required pipe flow = 0.467(CFS) Given pipe size = 12.00 (In. ) Calculated individual pipe flow = 0.467 (CFS) Normal flow depth in pipe = 2.781In.) Flow top width inside pipe = 10.12(In.) Critical Depth = 3.39(In.) Pipe flow velocity = 3.40 (Ft /s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 3.49 min. +++++t++t++tt++t++t+t++tt+ttt+t++++t+++++t+++++++++++++++++++t+t+++t++ Process from Point/Station 323.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 320.000 Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.080 (Ac . ) Runoff from this stream = 0.467 (CFS) Time of concentration = 3.49 min. Rainfall intensity = 7.114 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. ICE'S) (min) (In/Hr) 1 1.692 4.53 7.114 2 0.700 2.99 7.114 3 0.467 3.49 7.114 Qmax(1) = .- ~.. 1.000 * 1.000 * 1.692) + 1.000 * 1.000 0.700) + 1.000 * 1.000 ' 0.467) + = 2.858 Qmax(2) = 1.000 0.660 * 1.692) t 1.000 * 1.000 * 0.700) t 1.000 * 0.857 * 0.467) + = 2.217 Qmax(3) = 1.000 * 0.770 * 1.692) + 1.000 * 1.000 * O:?OOj + 1.000 * 1.000 * 0.467) + = 2.470 Total of 3 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 1.692 0.700 0.467 2.858 2.217 2.470 Area of streams before confluence: 0.290 0.120 0.080 Results of confluence: Total flow rate = 2.858(CFS) Time of concentration = 4.529 min. Effective stream area after confluence = 0 .4 90 ( Ac . ) ...................................................................... Process from Point/Station 320.000 to Point/Station 315.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 287.100(Ft.) Downstream point/station elevation = 286.800(Ft.) Pipe length = 25.00tFt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.858 (CFS) Given pipe size = 12.00 (In. ) Calculated individual pipe flow = 2.858 (CFS) Normal flow depth in pipe = 7.63(In.) Flow top width inside pipe = 11.55(In.) Critical Depth = 8.69 (In. ) Pipe flow velocity = 5.43 (Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 4.61 min. ++t++t+t+++++tt+t+++++++++++++++++++++++++++++++t+t+++++++++++++++++++ Process from PointIStation 320.000 to PointIStation 315.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.490 (Ac. ) Runoff from this stream = 2.858(CFS) Time of concentration = 4.61 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. ICFS) (min) (In/Hr) 1 7.962 5.49 2 2.858 4.61 6.699 7.114 Qmax(1) = 1.000 * 1.000 * 7.962) + 0.942 1.000 * 2.858) + = 10.653 Qmax(2) = 1.000 * 0.839 * 7.962) + 1.000 * 1.000 * 2.8583 + = 9.540 Total of 2 main streams to confluence: Flow rates before confluence point: 7.962 2.858 Maximum flow rates at confluence using above data: 10.653 9.540 Area of streams before confluence: 1.370 0.490 Results of confluence: Total flow rate = 10.653 (CFS) Time of concentration = 5.488 min. Effective stream area after confluence = 1.860 (Ac. ) ++t+t++++++t+t++t++++++++tt+++++++++t++++t+t+++tt+++++++++++++t++++t++ Process from Point/Station 315.000 to Point/Station 324.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 286.400lFt.) Downstream point/station elevation = 284.100(Ft.) Pipe length = 129.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.653(CFS) Given pipe size = 18 .OO (In. ) Calculated individual pipe flow = 10.653(CFS) Normal flow depth in pipe = 11.74IIn.) Flow top width inside pipe = 17.14(In.) Critical Depth = 15.03(In.) Pipe flow velocity = 8.73 (Ft /s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 5.73 min. +++++tt++++t+++t+t+tt++++t+ttt++tt+++++++++++tt++tttt++t++++tt+t+++t++ Process from Point/Station 315.000 to Point/Station 324.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.860 (Ac. ) Runoff from this stream = 10.653(CFS) Time of concentration = 5.73 min. Rainfall intensity = 6.512 (In/Hr) Program is now starting with Main Stream No. 2 +++t+tt+tt++t++t++++++t+t+t++++++++ttt+++t+t+t++++t++tt+++t++t++ttt+t+ Process from Point/Station 330.000 to Point/Station 331.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 L '~ [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 168.000(Ft.) Highest elevation = 298.000(Ft.) Lowest elevation = 293.000(Ft.) Elevation difference = 5.000(Ft.) Slope = 2.976 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.98 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.23 minutes TC = [l. 8* (1.1-C) *distance (Ft . ) 5) / (8 slope- (1/3) 1 TC = [1.8*(1.1-0.8200)*( 85.000A.5)/( 2.976^(1/3)1= 3.23 The initial area total distance of 168.00 (Ft.) entered leaves a remaining distance of 83.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.91 minutes for a distance of 83.00 (Ft.) and a slope of 2.98 % with an elevation difference of 2.47(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))1^.385 *60(min/hr) Tt=[(11.9*0.0157''3)/( 2.47)1".385= 0.91 Total initial area Ti = 3.23 minutes from Figure 3-3 formula plus Calculated TC of 4.138 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.867 (CFS) Total initial stream area = 0.320 (Ac. ) General Commercial = 0.908 Minutes 0.91 minutes from the Figure 3-4 formula = 4.14 minutes tt+t+++tttttt+ttt+t++++tt+tttttt++++ttt+t+t+tttt++++++tt++t+t+t+tt+ttt Process from Point/Station 331.000 to Point/Station 324 .OOO **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 293.000(Ft.) End of street segment elevation = 285.700(Ft.) Length of street segment = 352.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 125.000(Ft.I Distance from crown to crossfall grade break = 120.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000iFt.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.991 (CFS) Depth of flow = 0.399(Ft.), Average velocity = 3.822(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.141(Ft.) Flow velocity = 3.82(Ft/s) Travel time = 1.54 min. TC = 5.67 min. Adding area flow to street _- (. L Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 6.557(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.837 Subarea runoff = 10.178(CFS) for 1.920(Ac.) Total runoff = 12.044(CFS) Total area = 2.240 (Ac. ) Street flow at end of street = 12.044(CFS) Half street flow at end of street = 12.044(CFS) Depth of flow = 0.463(Ft.), Average velocity = 4.351(Ft/s) Flow width (from curb towards crown)= 16.326(Ft.) ...................................................................... Process from Point/Station 331.000 to Point/Station 324.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.240 (Ac . Runoff from this stream = 12.044 (CFS) Time of concentration = 5.67 min. Rainfall intensity = 6.557(In/Hr) Program is now starting with Main Stream No. 3 ...................................................................... Process from PointIStation 325.000 to Point/Station 326.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 197.000(Ft.) Highest elevation = 303.800tFt.) Lowest elevation = 299.500(Ft.) Elevation difference = 4.300(Ft.) Slope = 2.183 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.18 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.36 minutes TC = [1.8* (1.1-C) *distance(Ft.) ".5) / 1% slope^(l/3) I TC = [1.8* (1.1-0.8200) * ( 75.000^.5) / ( 2.183^ (1/3) I= 3.36 The initial area total distance of 197.00 (Ft.) entered leaves a remaining distance of 122.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.38 minutes for a distance of 122.00 (Ft.) and a slope of 2.18 8 with an elevation difference of 2.66(Ft.) from the end of the top area General Commercial Tt = [11.9*1enqth(Mi)^3)/(elevation chanqe(Ft.) )1^.385 *60(min/hr) - - -1.376 Minutes Tt=[(11.9*0.0231^3)/( 2.66)1*.385= 1.38 Total initial area Ti = 3.36 minutes from Fiaure 3-3 formula Dlus - 1.38 minutes from the Figure 3-4 formula = 4.74 minutes Calculated TC of 4.740 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.167 (CFS) Total initial stream area = 0 .ZOO (Ac. ) ttttt+tt+ttt++++t+tt+ttt+tt+t+tt++ttt++t+++t+t+++tttt+++tt++ttt++++t+t Process from Point/Station 326.000 to Point/Station 327.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 299.500(Ft.) End of street segment elevation = 293.700(Ft.) Length of street segment = 542.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 125.000(Ft.) Distance from crown to crossfall grade break = 120.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [11 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.065(CFS) Depth of flow = 0.400(Ft.), Average velocity = 2.751(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.186(Ft.) Flow velocity = 2.75(Ft/s) Travel time = 3.28 min. TC = 8.02 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 5.243(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.697 Subarea runoff = 7.733(CFS) for 1.870 (Ac.) Total runoff = E. 900 (CFS) Total area = 2.070 (Ac. ) Street flow at end of street = 8.900 (CFS) Half street flow at end of street = 8.900 (CFS) Depth of flow = 0.467(Ft.), Average velocity = 3.147(Ft/s) Flow width (from curb towards crown)= 16.509(Ft.) t++t+++++t++tttt+ttt+tttt+++t++tt++t+++ttt+t++++tt+t++++++ttttt+++ttt+ Process from Point/Station 327.000 to Point/Station 328.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 291.500(Ft.) Downstream point/station elevation = 290.900(Ft.) Pipe length = 53.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.900 (CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 8.900 (CFS) Normal flow depth in pipe = 12.14lIn.) Flow top width inside pipe = 16.87(In.) Critical Depth = 13.85(In.I Pipe flow velocity = 7.02 (Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 8.15 min. +++t++++++++++t+++++tttt++++++tttttt+tt++++++++++t++tt++ttttt+tttt++tt Process from Point/Station 327.000 to Point/Station 328.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 2.070 (Ac. ) Runoff from this stream = 8.900 (CFS) Time of concentration = 8.15 min. Rainfall intensity = 5.191(In/Hr) +t++t+++t++++t+++t++t++t+++t+t+t+t+ttttttt+++++t+++++t++++++t+++++++++ Process from Point/Station 329.000 to Point/Station 328.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 143.000(Ft.) Highest elevation = 299.000(Ft.) Lowest elevation = 294.000(Ft.) Elevation difference = 5.000(Ft.) Slope = 3.497 8 Top of Initial Area Slope adjusted by User to 10,000 % Bottom of Initial Area Slope-adjusted by User to INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 2.000 8 The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.00 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.34 minutes General Commercial TC = [1.8*(l.l-C)*distance(Ft.) *.5) /(% slope"(l/3) I TC = ri. a* (1.1-0.82001 * ( ioo.ooo-. 51 / ( io. ooo~11/3) i= 2.34 The initial area total distance of 143.00 [Ft.) entered leaves a remaining distance of 43.00 (Ft.) Using Figure 3-4. the travel time for this distance is 0.64 minutes for a distance of 43.00 (Ft.) and a slope of 2.00 % with an elevation difference of 0.86(Ft.) from the end of the top area Tt = [11.9*length[Mi)A3)/lelevation changelFt.)!lA.385 *60lmin/hr) Tt=[(11.9*0.0081"31/( 0.86)]".385= 0.64 0.637 Minutes - - Total initial area Ti = 2.34 minutes from Figure 3-3 formula plus Calculated TC of 2.977 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.583 (CFS) Total initial stream area = 0.100(Ac.) 0.64 minutes from the Figure 3-4 formula = 2.98 minutes ...................................................................... Process from Point/Station 329.000 to Point/Station 328.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.5831CFS) Time of concentration = 2.98 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.900 8.15 2 0.583 2.98 5.191 7.114 Qmax(1) = 1.000 * 1.000 * 8.900) + 0.730 * 1.000 * 0.583) + = 9.325 Qmax(2) = 1.000 * 0.365 * 8.900) + 1.000 1.000 * 0.583) + = 3.834 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 8.900 0.583 9.325 3.834 Area of streams before confluence: 2.070 0. io0 Results of confluence: Total flow rate = 9.325(CFS) Time of concentration = 8.150 min. Effective stream area after confluence = 2.170(Ac.) ...................................................................... Process from Point/Station 328.000 to Point/Station 324 .OOO **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 290.500(Ft.) Downstream point/station elevation = 284.100(Ft.) Pipe length = 635.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.325 (CFS) -. Given pipe size = - 18.oorIn.) Calculated individual DiDe flow = 9.32 5 i CFS I/ ~ ~~~~~ ~~~ ~ Normal flow depth in pipe = 13.15(In.) Flow top width inside pipe = 15.97iIn.1 Critical Depth = 14.16(In.) Pipe flow velocity = 6.74 (Ft/s) ,- Travel time through pipe = 1.57 min. Time of concentration (TC) = 9.72 min. ...................................................................... Process from Point/Station 328.000 to Point/Station 324 .OOO **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.170(Ac.) Runoff from this stream = 9.325(CFS) Time of concentration = 9.72 min. Rainfall intensity = 4.633(In/Hr) Summary of streamdata: Stream Flow rate TC No. (CFS) (min) 1 10.653 2 12.044 3 9.325 Qmax(1) = 1.000 0.993 * 1.000 * Qmax(2) = 1.000 * 1.000 * 1.000 * 0.711 0.707 * 1.000 * Qmax(3) = 5.73 5.67 9.72 1.000 * 1.000 0.590 * 0.989 * 1.000 0.584 * 1.000 * 1.000 * 1.000 * 10.653) 12.044) 9.325) 10.653) 12.044) 9.325) 10.653) 12.044) 9.325) Rainfall Intensity (In/Hr) 6.512 6.557 4.633 + + += 28.116 + t += 28.027 + + t= 25.414 Total of 3 main streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: Area of streams before confluence: 10.653 12.044 9.325 28.116 28.027 25.414 1.860 2.240 2.170 Results of confluence: Total flow rate = 28.116(CFS) Time of concentration = 5.734 min. Effective stream area after confluence = 6.270 (Ac. ) ++++t+++++++t+++t+++++t++++++++++t++++tt+tt++++++++++++++t+++++++++t++ Process from Point/Station 324.000 to Point/Station 332.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 283.700(Ft.) Downstream point/station elevation = 283.500(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.116(CFS) Given pipe size = 24.00 (In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 1.974(Ft.) at the headworks or inlet of the pipets) Pipe friction loss = 0.309 (Ft.) Minor friction loss = 1.866 (Ft . ) K-factor = 1.50 Pipe flow velocity = 8.95 (Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 5.71 min. ...................................................................... Process from Point/Station 324.000 to Point/Station 332.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.270 (Ac. ) Runoff from this stream = 28.116(CFS) Time of concentration = 5.77 min. Rainfall intensity = 6.485(In/Hr) Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 333.000 to Point/Station 334.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 60.000(Ft.) Highest elevation = 303.500(Ft.) Lowest elevation = 302.500(Ft.l Elevation difference = 1.000(Ft.) Slope = 1.667 '% INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.67 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.68 minutes TC = [l.E*(l.l-CI *distance(Ft. )A.5)/ (8 slope^ (1/3) I Calculated TC of 3.681 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.0581CFS) Total initial stream area = 0.010 (Ac.) General Commercial TC = [1.8*(1.1-0.8200)*( 75.O0OA.5l/( 1.667^(1/311= 3.68 +++++++++++t+++++++t+++tt++++++++++t+++++++++++++++tt+++++t++++t++++++ Process from Point/Station 334.000 to Point/Station 335.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 302.500(Ft.) End of street segment elevation = 291.500(Ft.) Length of street segment = 407.000(Ft.) - I Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 125.000(Ft.) Distance from crown to crossfall grade break = 120.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.542 (CFS) Depth of flow = 0.264(Ft.), Average velocity = 3.037(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.366(Ft.) Flow velocity = 3.04(Ft/s) Travel time = 2.23 min. TC = 5.91 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 6.383(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.484 Subarea runoff = 3.030(CFS) for 0.580 (Ac. ) Total runoff = 3.08 8 (CFS ) Total area = 0.590 (Ac. ) Street flow at end of street = 3.088(CFS) Half street flow at end of street = 3.088(CFS) Depth of flow = 0.313(Ft.), Average velocity = 3.509(Ft/s) Flow width (from curb towards crown)= E.ElE(Ft.1 tt+t++ttt+t++t+tt+ttt++t++t++++tttt+tttt++t+tt+tt++++tttttt+t+t++t++++ Process from Point/Station 335.000 to Point/Station 336.000 **+* PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 288.500(Ft.) Downstream point/station elevation = 285.000(Ft.) Pipe length = 342.00tFt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.088(CFS) Given pipe size = 12.00 (In. ) Calculated individual pipe flow = 3.088 (CFS) Normal flow depth in pipe = 8.55(In.) Flow top width inside pipe = 10.86(In.) Critical Depth = 9.04(In.) Pipe flow velocity = 5.16(Ft/s) Travel time through pipe = 1.11 min. Time of concentration (TC) = 7.02 min. t+tt+ttt+t+ttt++++ttt++ttt+++t+tt+t+tt+t+ttt+ttttttt++++++t+t+t+ttttt+ Process from Point/Station 336.000 to Point/Station 332.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 284.600(Ft.) Downstream point/station elevation = 280.600(Ft.) Pipe length = 390.00(Ft.) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 3.088(CFS) Given pipe size = 12.00 (In. ) Calculated individual pipe flow = 3.088 (CFS) Normal flow depth in pipe = 8.54(In.) Flow top width inside pipe = 10.87(In.) Critical Depth = 9.04(In.) Pipe flow velocity = 5.16(Ft/s) Travel time through pipe = 1.26 min. Time of concentration (TC) = 8.28 min. ...................................................................... Process from Point/Station 336.000 to Point/Station 332.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.590 (Ac.) Runoff from this stream = 3.088(CFS) Time of concentration = 8.28 min. Rainfall intensity = 5.139(In/Hr) Program is now starting with Main Stream No. 3 ...................................................................... Process from Point/Station 337.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 330.000(Ft.) Hiqhest elevation = 304.000(Ft.) Lowest elevation = Elevation difference = 26.000(Ft.I SloDe = 7.879 B 278.000 (Ft. ) Top of Initial Area Slope adjusted by User to 10.000 8 Bottom of Initial Area Slope-adjusted by User to INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 6.000 8 The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.00 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.34 minutes TC = [1.8* (1.1-C) *distance (Ft. ) 5) / (8 slopeA(l/3) ] TC = [1.8'(1.1-0.8200)*1 100.000^.5)/( 10.000"(1/3)1= 2.34 The initial area total distance of 330.00 (Ft.) entered leaves a remaining distance of 230.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.52 minutes for a distance of 230.00 (Ft.) and a slope of 6.00 % with an elevation difference of 13.80(Ft.) from the end of the top area Tt = ill.9*lenath(Mil"3l/(elevation chanae(Ft.)ll".385 *60(min/hrl General Commercial -1.519 Minutes - - - Tt=[(11.9*0.0436"3)/( 13.80)1^.385= 1.52 Total initial area Ti = 2.34 minutes from Figure 3-3 formula plus Calculated TC of 3.858 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.283 (CFS) Total initial stream area = 0.220 (Ac . ) 1.52 minutes from the Figure 3-4 formula = 3.86 minutes ++tt++++t+t+t+t++tt+t+++++tt+++++tt+t++tttt++++t+tt++tttt+++++t+tt++++ Process from Point/Station 337.000 to Point/Station 332.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.220 (Ac.) Runoff from this stream = 1.283 (CFS) Time of concentration = 3.86 min. Rainfall intensity = 7.114 (In/Hr) Program is now starting with Main Stream No. 4 ttttt+++t+tt+++++tttt++ttt+++++tt+t+++++ttt+++t++t+++ttt++t++++t+tt+tt Process from Point/Station 338.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 260.000(Ft.) Highest elevation = 305.600(Ft.) Lowest elevation = 278.000(Ft.) Elevation difference = 27.600(Ft.) Slope = 10.615 % Top of Initial Area Slope adjusted by User to 2.200 8 Bottom of Initial Area Slope adjusted by User to 11.000 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.20 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.57 minutes TC = (1. 8* (1.1-C) *distance (Ft. ) .5) / (8 slopeA (1/3) ] TC = [1.8*(1.1-0.3500)*( 85.000^.5)/( 2.200^(1/3)1= 9.57 The initial area total distance of 260.00 (Ft.) entered leaves a remaining distance of 175.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.97 minutes for a distance of 175.00 (Ft.) and a slope of 11.00 9, with an elevation difference of 19.25(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))l".385 *60(min/hr) Tt=[(11.9*0.0331A3)/( 19.25)1".385= 0.97 Total initial area Ti = 9.57 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 4.396(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Permanent Open Space 0.975 Minutes - - 0.97 minutes from the Figure 3-4 formula = 10.54 minutes ,- Subarea runoff = 0.954 (CFS) Total initial stream area = 0.620 (Ac. ) ...................................................................... Process from Point/Station 338.000 to Point/Station 332.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 4 Stream flow area = 0.620 (Ac. ) Runoff from this stream = 0.954 (CFS) Time of concentration = 10.54 min. Rainfall intensity = 4.396(In/Hr) Program is now starting with Main Stream No. 5 ...................................................................... Process from Point/Station 324.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 40.000(Ft.) Hiqhest elevation = 275.900(Ft.) Lowest elevation = Elevation difference = 0.400(Ft.l SloDe = 1.000 B 275.500 (Ft. ) ~~ ~~~ INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.90 minutes TC = [l. 8* (1.1-C) *distance (Ft. 5) / (% slope^ (1/3) I TC = [l. 8* (1.1-0.8200) * ( 60.000". 5) / ( 1.000^ (1/3) I= 3.90 Calculated TC of 3.904 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.292 (CFS) Total initial stream area = 0.050 (Ac.) General Commercial ...................................................................... Process from Point/Station 324.000 to Point/Station 332.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 5 Stream flow area = 0.050 (Ac . ) Runoff from this stream = 0.232 (CFS) Time of concentration = 3.90 min. Rainfall intensity = 7.114 (In/Hr) Summary of stream data: c Stream Flow rate TC No. (CFS) 1 28.116 2 3.088 3 1.283 4 0.954 5 0.292 Qmax(1) = 1.000 * 1.000 * 0.912 * 1.000 0.912 * 0.792 * 1.000 * 0.722 * 1.000 * 0.722 * Qmax(2) = Qmax(3) = 1.000 1.000 * 1.000 * 1.000 * 1.000 * Qmaxl4) = 0.678 f 0.856 * 0.618 * 1.000 * 0.618 * Qmaxl5) = 1.000 1.000 * 1.000 1.000 * 1.000 * (min) 5.77 8.28 3.86 10.54 3.90 1.000 * 0.697 * 1.000 * 0.547 * 1.000 * 1.000 * 1.000 1.000 * 0.785 * 1.000 * 0.669 * 0.466 1.000 * 0.366 * 0.988 * 1.000 * 1.000 * 1.000 * 1.000 * 1.000 0.676 * 0.472 * 1.000 * 0.370 1.000 * Rainfall Intensity I In/Hr) 6.485 5.139 7.114 4.396 7.114 28.116) + 3.088) t 1.283) t 0.954) + 0.292) t = 32.226 28.116) t 3.088) t 1.283) + 0.954) t 0.292) t = 27 252 28.116) t 3.088) t 1.283) + 0.954) t 0.232) t = 22.157 28.116) + 3.0881 + 0.954) + 0.292) t = 23.629 28.116) + 3.088) + 1.2833 + Total of 5 main streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: Area of streams before confluence: 28.116 3.088 1.283 0.954 0.292 32.226 27.252 22.157 23.629 22.404 6.270 0.590 0.220 0.620 0.050 Results of confluence: Total flow rate = 32.226ICFS) Time of concentration = 5.771 min. Effective stream area after confluence = 7.750 (Ac. ) tt++t++tt+++++tt+t++++t+t++t+++++++++t+tttttt++++++++tt+++t++++++++t++ Process from Point/Station 324.000 to Point/Station 332.000 **** 6 HOUR HYDROGRAPH **** +++++t++++++++tt++t++++t+++t++t++t++++t++t++ttt++++++++++t++++tt++++ Hydrograph Data - Section 6, San Diego County Hydrology manual, June 2003 - Time of Concentration = 5.77 Basin Area = 7.75 Acres 6 Hour Rainfall = 2.700 Inches Runoff Coefficient = 0.782 Peak Discharge = 32.23 CFS Time (Min) Discharqe (CFS) 0 5 0.006 0.975 10 0.984 1.002 15 20 1.012 1.032 25 30 35 40 1.042 1.063 1.075 45 1.098 1.110 50 55 1.135 1.148 60 65 70 1.176 1.190 1.220 1.236 1.269 1.287 1.324 75 80 85 90 95 100 1.344 1.385 105 110 115 120 1.407 1.454 1.479 125 130 1.532 1.560 1.621 135 140 145 1.655 1.726 1.765 150 155 160 165 1.850 1.896 1.999 170 175 180 2.056 2.183 2.254 2.417 2.511 185 190 195 2.729 2.858 200 205 210 3.170 3.362 3.853 215 220 225 4.178 5.107 5.817 230 235 240 245 250 8.541 12.034 32.226 6.850 255 4.583 260 265 270 275 280 285 290 295 300 305 310 315 320 325 330 335 340 345 350 3.586 3.004 2.614 2.332 2.117 1.946 1.806 1.689 1.590 1.505 1.430 1.364 1.305 1.252 1.205 1.162 1.122 1.086 1.053 ot 0 ot 1 ot 2 ot 3 Ot 4 ot 5 Ot 6 ot 7 Ot 8 Ot 9 Ot10 ot11 ot12 Ot13 0114 Ot15 Ot16 0+17 0+18 0+19 Ot20 Ot21 Ot22 Ot23 Ot24 Ot25 Ot26 Ot27 Ot28 0+29 0.0000 0.0003 0.0008 0.0016 0.0027 0.0040 0.0054 0.0067 0.0081 0.0094 0.0108 0.0121 0.0135 0.0149 0.0163 0.0176 0.0190 0.0204 0.0218 0.0232 0.0246 0.0260 0.0274 0.0288 0.0302 0.0316 0.0331 0.0345 0.0359 0.0373 0.00 Q I 0.20 Q I 0.39 Q 0.59 0 0.78 a I 0.98 VQ 0.98 VO 0.98 V6 I 0.98 VQ 0.98 VO 0.98 V6 I 0.99 VQ 0.99 vo 1.00 va I 1.00 VQ 1.00 vo 1.00 va I 1.01 VQ 1 1.01 VQ I 1.01 vo I 1.01 vi I 1.02 VQ 1.02 vo 1.02 va I 1.03 VQ I 1.03 VO 1 1.03 16 I 1.04 IQ 1.04 10 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Ot30 0+31 Ot32 0+33 Ot34 Ot35 Ot36 Ot37 Ot38 Ot39 Ot40 Ot41 0+42 Ot43 Ot44 Ot45 Ot46 Ot47 0+48 0+49 0+50 Ot51 Ot52 0+53 0t54 0+55 Ot56 Ot57 0+58 Ot59 1t 0 1t 1 1+ 2 1t 3 1+ 4 1t 5 1t 6 1t 7 1t 8 lt 9 1+10 1t11 1t12 1+13 1t14 1+15 1+16 1+17 1+18 1t19 1t20 1t21 1+22 1t23 lt24 1t25 1+26 1+27 ,--- 1t28 1t29 1t30 0.0388 0.0402 0.0417 0.0431 0.0446 0.0460 0.0475 0.0490 0.0505 0.0519 0.0534 0.0549 0.0564 0.0579 0.0594 0.0609 0.0624 0.0639 0.0655 0.0670 0.0685 0.0701 0.0716 0.0731 0.0747 0.0763 0.0778 0.0794 0.0810 0.0826 0.0841 0.0857 0.0873 0.0889 0.0905 0.0922 0.0938 0.0954 0.0970 0.0987 0.1003 0.1020 0.1036 0.1053 0.1070 0.1086 0.1103 0.1120 0.1137 0.1154 0.1171 0.1188 0.1205 0.1223 0.1240 0.1258 0.1275 0.1293 0.1310 0.1328 0.1346 1.04 IQ 1.05 IQ 1.05 lQ 1.05 IQ 1.06 IQ 1.06 IQ 1.07 IQ 1.07 IQ 1.07 IQ 1.07 IQ 1.07 IQ 1.08 IQ 1.08 IQ 1.09 IQ 1.09 IQ 1.10 IQ 1.10 IQ 1.10 IQ 1.10 IQV 1.11 IQV 1.11 IQV 1.11 IQV 1.12 1.12 1.13 1.13 1.14 1.14 1.14 1.15 1.15 1.15 1.16 1.16 1.17 1.18 1.18 1.18 1.18 1.19 1.19 1.20 IQ V 1.20 IQ V 1.21 iQ v 1.21 IQ V 1.22 IQ V 1.22 iQ v 1.23 IQ V 1.23 IO V 1.23 i6 v 1.24 IQ V 1.24 IQ V 1.25 IQ V 1.26 IQ V 1.26 IQ V 1.27 IQ V 1.27 iQ v 1.28 IQ V 1.28 IO V 1.28 16 v 1.29 IQ V I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I t I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1+31 1132 1+33 1+34 l+35 1+36 1+37 1+38 1+39 1t40 1+41 1+42 l+43 1+44 l+45 1+46 1+47 1+48 1+49 l+50 1+51 1+52 1+53 1+54 1+55 1+56 1+57 1+58 1+59 2+ 0 2+ 1 2+ 2 2+ 3 2+ 4 2t 5 2+ 6 2+ 7 2+ 8 2+ 9 2t10 2+11 2+12 2+13 2+14 2115 2+16 2+17 2+18 2+19 2+20 2t21 2122 2+23 2+24 2+25 2+26 2+27 2+28 2+29 2+30 2+31 0.1364 0.1381 0.1399 0.1418 0.1436 0.1454 0.1473 0.1491 0.1509 0.1528 0.1546 0.1565 0.1584 0.1603 0.1622 0.1641 0.1660 0.1680 0.1699 0.1718 0.1738 0.1758 0.1777 0.1797 0.1817 0.1837 0.1857 0.1878 0.1898 0.1918 0.1939 0.1960 0.1980 0.2001 0.2022 0.2044 0.2065 0.2086 0.2108 0.2129 0.2151 0.2173 0.2195 0.2217 0.2239 0.2261 0.2284 0.2307 0.2329 0.2352 0.2375 0.2398 0.2422 0.2445 0.2469 0.2493 0.2517 0.2541 0.2565 0.2589 0.2614 1.29 IQ V 1.30 IQ V 1.31 IQ V 1.32 IQ V 1.32 IQ V 1.33 IQ V 1.33 IQ V 1.34 IQ V 1.34 IQ V 1.34 IQ V 1.35 IQ V 1.36 IQ V 1.37 IQ V 1.38 IQ V 1.38 IQ 1.39 IQ 1.39 IQ 1.40 IQ 1.40 IQ 1.41 IQ 1.42 IQ 1.43 IQ 1.43 IQ 1.44 IQ 1.45 IQ 1.46 IQ 1.46 IQ 1.47 IQ 1.47 IQ 1.48 IQ 1.49 IQ 1.50 IQ 1.51 IQ 1.52 IQ 1.53 IQ 1.54 IQ 1.54 IQ 1.55 IQ 1.55 IQ 1.56 IQ 1.57 IQ 1.58 IQ 1.60 IQ 1.61 IQ 1.62 I Q 1.63 1 Q 1.63 I Q 1.64 I Q 1.65 I Q 1.65 I Q 1.67 I Q 1.68 I Q 1.70 I Q 1.71 I Q 1.73 I Q 1.73 I Q 1.74 I Q 1.75 I Q 1.76 I Q 1.76 I Q 1.78 I Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V v v v v v V V V V V V V V I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I VI VI VI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2+32 2+33 2+34 2+35 2+36 2+37 2+38 2+39 2+40 2+41 2+42 2+43 2+44 2+45 2+46 2+47 2+48 2+49 2+50 2+51 0.2639 0.2664 1.80 1.82 IQ IQ VI VI VI VI VI VI VI VI VI VI I I I I I I I I I I 0.2689 0.2714 1.83 1.85 IQ IQ IQ 0.2740 1.86 0.2766 0.2792 0.2818 1.87 1.88 IQ IQ IQ IQ I I I I I I I I I 1.89 1.90 1.92 1.94 1.96 1.98 2.00 2.01 2.02 0.2844 0.2870 0.2897 0.2924 0.2951 IQ I I I I I I lQ IQ IQ VI VI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I VI I I I I I I I I 0.2979 0.3006 IQ IQ IQ VI VI VI 0.3034 0.3062 0.3090 0.3119 0.3147 0.3176 0.3206 0.3235 2.03 2.04 IQ VI VI VI I I I I I I IQ IQ 2.06 2.08 2.11 2.13 2.16 2.18 2.20 2.21 lQ VI VI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2+52 2+53 IQ IQ IQ 2+54 2+55 2+56 2+57 2+58 2+59 3+ 0 3+ 1 3+ 2 31 3 3+ 4 3+ 5 3+ 6 3+ 7 3+ 8 3+ 9 3+10 3+11 3+12 3+13 3+14 3+15 3+16 3+17 3+18 3+19 3+20 3+21 3122 3+23 3+24 3+25 3+26 3+27 3+28 3+29 .- 3+30 3t31 3+32 0.3265 0.3296 IQ IQ IQ IQ IQ lQ IQ IQ IQ IQ IQ IQ 0.3326 0.3357 0.3388 2.23 2.24 0.3419 2.25 0.3450 0.3482 2.29 2.32 0.3515 2.35 0.3547 0.3581 2.38 2.42 0.3614 0.3648 0.3682 0.3717 0.3751 0.3786 0.3822 0.3858 0.3895 0.3933 2.44 2.45 2.47 IQ IQ IQ 2.49 2.51 2.55 IQ I I I I I I IQ IQ 2.60 2.64 2.69 2.73 IQ I I I I I I IQ IQ 0.3971 0.4009 0.4048 2.76 2.78 IQ I I I I I I IQ IQ 2.81 2.83 2.86 2.92 0.4087 0.4126 0.4167 0.4208 IQ I I I I I I I I 1 I I I I I la IQ IQ 2.98 3.05 3.11 3.17 3.21 3.25 3.29 3.32 3.36 0.4250 0.4292 IQ IQ IQ IQ IQ IQ 0.4336 0.4380 0.4425 0.4470 I I I I I I 0.4516 0.4562 IQ 0.4610 0.4659 3.46 3.56 I I - 3+33 3t34 3t35 ( 3+36 3t37 3138 3139 3+40 3+41 3+42 3t43 3t44 3t45 3t46 3t47 3+48 3t49 3+50 3151 3+52 3153 3t54 3+55 3t56 3+57 3t58 3t59 4t 0 4t 1 4t 2 4t 3 4t 4 4+ 5 4t 6 4+ 7 4+ 8 4+ 9 4t10 4t11 4t12 4t13 4t14 4t15 4+16 4117 4+18 4t19 4+20 4+21 4+22 4+23 4+24 4t25 4+26 4t27 4t28 4t29 4t30 4+31 4+32 4t33 0.4709 0.4761 0.4814 0.4868 0.4923 0.4979 0.5035 0.5093 0.5153 0.5216 0.5281 0.5349 0.5419 0.5491 0.5566 0.5642 0.5720 0.5800 0.5888 0.5983 0.6086 0.6196 0.6313 0.6441 0.6578 0.6724 0.6880 0.7046 0.7267 0.7544 0.7877 0.8265 0.8709 0.9083 0.9387 0.9621 0.9786 0.9880 0.9968 1.0050 1.0126 1.0195 1.0258 1.0318 1.0376 1.0431 1.0483 1.0533 1.0580 1.0627 1.0671 1.0714 1.0755 1.0796 1.0835 1.0873 1.0910 1.0946 1.0381 1.1016 1.1050 3.66 I 3.76 I 3.85 I 3.92 I 3.98 I 4.05 I 4.11 I 4.18 I 4.36 I 4.55 I 4.74 1 4.92 I 5.11 I 5.25 I 5.39 I 5.53 I 5.67 I 5.82 I 6.36 I 6.91 I 7.45 I 8.00 I 8.54 I 9.24 I 9.94 I 10.64 I 11.34 I 12.03 I 16.07 I 20.11 I 24.15 I 28.19 I 32.23 I 27.15 I 22.08 I 17.00 I 11.93 I 6.85 I 6.40 I 5.94 I 5.49 I 5.04 I 4.58 I 4.38 I 4.18 I 3.99 I 3.79 I 3.59 I 3.47 I 3.35 I 3.24 I 3.12 I 3.00 I 2.93 I 2.85 I 2.77 I 2.69 I 2.61 I 2.56 I 2.50 1 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q 0 I I I I I I I I I I I I I I I I I I a1 QI QI QI V I V I V I V I V I V I V I V I VI VI VI VI VI VI VI VI VI VI VI VI VI VI ~ Q VI IQ V IQ V Q Q Q Q Q 0 - Q Q Q Q Q Q Q Q Q Q Q Q Q ~ Q Q Q Q I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2.45 I Q I Q V Q IV Q IV QI V I VQ IV I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 01 -. I V IQ I VI I VI Q I Q VI IQ VI Q I V I V I IV I IV I IV I IV I IV I IV I IV I IV I IV I IV I IV I IV I IV I IV I IV I IV I IV I I I I I I I I I I I I I I I I I I I I I J I I I I I I I I I I Q I I I I I I I I I I I I I I I I I I I I I I I I I I I I - 4134 4+35 4t36 4t37 4t38 4t39 4t40 4t41 4+42 4+43 4+44 4+45 4+46 4+47 4+48 4149 4+50 4t51 4+52 4t53 4t54 4t55 4t56 4+57 4t58 4t59 5+ 0 5t 1 5t 2 5t 3 5+ 4 5t 5 5+ 6 5t 7 5t 8 5t 9 5t10 (, 5t11 5+12 5t13 5t14 5+15 5+16 5+17 5t18 5t19 5+20 5+21 5t22 5+23 5124 5t25 5+26 5127 51.28 5+29 5t30 5+31 5t32 5+33 5t34 1.1083 1.1115 1.1146 1.1177 1.1207 1.1237 1.1266 1.1295 1.1323 1.1351 1.1378 1.1405 1.1432 1.1458 1.1483 1.1508 1.1533 1.1558 1.1582 1.1606 1.1630 1.1653 1.1676 1.1699 1.1721 1.1743 1.1765 1.1787 1.1808 1.1829 1.1850 1.1871 1.1892 1.1912 1.1932 1.1952 1.1972 1.1991 1.2010 1.2030 1.2049 1.2067 1.2086 1.2104 1.2123 1.2141 1.2159 1.2177 1.2194 1.2212 1.2229 1.2247 1.2264 1.2281 1.2298 1.2314 1.2331 1.2347 1.2364 1.2380 1.2396 2.39 I Q 2.33 I Q 2.29 I Q 2.25 I Q 2.20 I Q 2.16 I Q 2.12 I Q 2.08 I Q 2.05 I Q 2.01 I Q 1.98 I Q 1.95 I Q 1.92 I Q 1.89 I Q 1.86 I Q 1.83 I Q 1.81 I Q 1.78 I Q 1.76 I Q 1.74 I Q 1.71 I Q 1.69 I Q 1.67 I Q 1.65 I Q 1.63 I Q 1.61 IQ 1.59 IQ 1.57 IQ 1.56 IQ 1.54 IQ 1.52 IQ 1.50 IQ 1.49 IQ 1.47 IQ 1.46 IQ 1.44 IQ 1.43 IQ 1.42 IQ 1.40 IQ 1.39 IQ 1.38 IQ 1.36 IQ 1.35 IQ 1.34 IQ 1.33 IQ 1.32 IQ 1.31 IQ 1.29 IQ 1.28 IQ 1.27 IQ 1.26 IQ 1.25 IQ 1.24 IQ 1.23 IQ 1.22 IQ 1.21 IQ 1.20 IQ 1.20 IQ 1.19 lQ 1.18 IQ 1.17 IQ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IV I IV I IV I IV I IV I IV I I V I I V I I V I I V I I V I I V I I V I I V I I V I I V I I V I I V I I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI I VI 5t37 5t38 5+39 5+40 5+41 5+42 5+43 5+44 5+45 5146 5+47 5+48 st49 5t50 5+51 5+52 5+53 5+54 5+55 5t56 5+57 5t58 5t59 6+ 0 6t 1 6+ 2 ! 6t 5 1.2412 1.2428 1.2444 1.2459 1.2475 1.2490 1.2506 1.2521 1.2536 1.2551 1.2566 1.2581 1.2596 1.2611 1.2625 1.2640 1.2654 1.2668 1.2683 1.2697 1.2711 1.2725 1.2739 1.2753 1.2766 1.2780 1.2794 1.2807 1.2821 1.2834 1.2847 1.16 IQ I 1.15 IO I I V I V .- 1.15 IQ I I I V 1.14 IQ I I I V 1.13 IQ I 1.12 lQ I I V I V 1.11 la I I I V 1.11 IQ I I I VI 1.10 IQ I I I VI 1.09 IQ I I I VI 1.09 IQ I I I VI 1.08 IQ I I I VI 1.07 IO I I I VI .- 1.07 IQ 1.06 IQ 1.05 IQ 1.05 IQ 1.04 IQ 1.03 IQ 1.03 IQ 1.02 IQ 1.02 IQ 1.01 IQ 1.00 IQ 1.00 IQ 0.99 IQ 0.99 IQ 0.98 IQ 0.98 IO ._ 0.97 IQ I I I I I I I I I I I I I I I I I I VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI End of computations, total study area = 7.750 (Ac.) FLOOD ROUTING ,-- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004 Study date: 10/26/04 CALVARY CHAPEL DETENTION BASIN ROUTING, 100-YEAR EVENT FILE: 9739rteA100 PREPARED: OCT. 2004 Program License Serial Number 5014 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol fAc.Ft) 0.000 0.000 0.000 0.000 0.000 ++t+tt++t+++t+++t++tttt+tt+t++t+tt++t++++tt+t++++t+t+ttt+ttt+tt+++t+++ **** RETARDING BASIN ROUTING **** Process from Point/Station 100.000 to Point/Station 1.000 Program computation of outflow v. depth CALCULATED OUTFLOW DATA AT DEPTH = l.OO(Ft.)) Pipe length = 50,00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7.00 (In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 5.000 (Ft. ) Pipe friction loss = 3.408 (Ft . ) Minor friction loss = 1.592 (Ft. ) K-factor = 1.50 Calculated flow rate through pipe(s) = 2.210(CFS) Total outflow at this depth = 2.21 (CFS) CALCULATED OUTFLOW DATA AT DEPTH = 2.00(Ft.)) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7.00 (In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.000 (Ft. ) Pipe friction loss = 4.090 (Ft . ) Minor friction loss = 1.911 (Ft. ) K-factor = 1.50 Calculated flow rate through pipe(s) = 2.421 (CFS ) Total outflow at this depth = 2.42 (CFS) CALCULATED OUTFLOW DATA AT DEPTH = 3.00(Ft.)) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.I Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7.00 (In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 7 .OOO (Ft.) Pipe friction loss = 4.771(Ft.) Minor friction loss = 2.229 (Ft . ) K-factor = 1.50 Calculated flow rate through pipels1 = 2.615 (CFS) Total outflow at this depth = 2.61 (CFSI CALCULATED OUTFLOW DATA AT DEPTH = 4.00(Ft.)) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size 7.00 (In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 8.000 (Ft.) Pipe friction loss = 5.453(Ft.)- Minor friction loss = 2.548 f Ft. ) K-factor = 1.50 Calculated flow rate through pipe (s). = Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 6.00 (In. NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 4.700 ( Ft . ) Pipe friction loss = 3.406(Ft .) Minor friction loss = 1.296 (Ft. ) K-factor = 1.50 Calculated flow rate through pipe(s1 = 1.464(CFS) Total outflow at this depth = 4.26 (CFS) 2.795 (CFS) CALCULATED OUTFLOW DATA AT DEPTH = 5.00(Ft.I) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7.00 (In. ) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 9.000 (Ft. Pipe friction loss = 6.135 (Ft.) Minor friction loss = 2.866 (Ft.) K-factor = 1.50 Calculated flow rate through pipels) = 2.965(CFS) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 6.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 5.700(Ft.) Pipe friction loss = 4.130 (Ft. ) Minor friction loss = 1.571 (Ft . ) K-factor = 1.50 Calculated flow rate through pipe(s) = 1.613 (CFS) Total outflow at this depth = 4.58(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 6.00(Ft.)) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 7.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 10.000(Ft.) Pipe friction loss = 6.816(Ft.) Minor friction loss = 3.185 (Ft . ) K-factor = 1.50 Calculated flow rate through pipe(s) = 3.125(CFS) Pipe length = 50.00(Ft.) Elevation difference = 4.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Given pipe size = 6.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.700 (Ft.) Pipe friction loss = 4.855 (Ft . ) Minor friction loss = 1.847 (Ft . ) K-factor = 1.50 Calculated flow rate through pipe(s) = 1.748(CFS) Weir capacity using equation Q = CLH"Exp(Using Feet as units) Weir Length = 40.00(Ft.) C value = 3.25 Exp = 1.50 Weir flow: Depth = H = l.OO(Ft.1 Flow = 130.00 (CFS) Total outflow at this depth = 134.87(CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/Z) (S+Otdt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.050 2.210 0.048 0.052 2.000 0.100 2.421 0.098 0.102 3.000 0.150 2.615 0.148 0.152 ..................................................................... 4.000 0.200 4.260 0.197 5.000 0.250 4.577 0.247 0.203 0.253 ~. 6.000 0.300 134.874 0.207 0.393 Time Inflow (Hours) (CFS) 0.017 0.033 0.050 0.067 0.083 0.100 0.117 0.133 0.150 0.167 0.183 0.200 0.217 0.233 0.250 0.267 0.283 0.300 0.317 0.333 0.350 0.367 0.383 0.400 0.417 0.433 0.450 0.467 0.483 0.500 0.517 0.533 0.550 0.567 0.583 0.600 0.617 0.633 0.650 0.667 0.683 0.700 0.717 0.733 0.750 0.767 0.783 0.800 0.817 0.833 0.20 0.39 0.53 0.78 0.98 0.38 0.98 0.98 0.98 0.98 0.39 0.99 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.02 1.02 1.02 1.03 1.03 1.03 1.04 1.04 1.04 1.04 1.05 1.05 1.05 1.06 1.06 1.07 1.07 1.07 1.07 1.07 1.08 1.08 1.03 1.09 1.10 1.10 1.10 1.10 1.11 1.11 Outflow (CFS) 0.01 0.02 0.05 0.09 0.13 0.18 0.23 0.28 0.32 0.36 0.39 0.43 0.46 0.43 0.52 0.55 0.58 0.60 0.63 0.65 0.67 0.63 0.71 0.73 0.75 0.76 0.78 0.80 0.81 0.82 0.84 0.85 0.86 0.87 0.88 0.83 0.90 0.91 0.92 0.93 0.94 0.95 0.96 0.97 0.97 0.98 0.93 0.93 1.00 1.01 Storage (Ac.Ft) .O 0.000 0 0.001 0 0.001 0 0.002 0 0.003 0 0.004 0 0.005 0 0.006 0 0.007 0 0.008 0 0.009 0 0.010 0 0.010 0 0.011 0 0.012 0 0.012 0 0.013 0 0.014 01 0.014 01 0.015 01 0.015 01 0.016 01 0.016 01 0.017 01 0.017 01 0.017 01 0.018 01 0.018 01 0.018 01 0.013 01 0.019 01 0.019 01 0.013 01 0.020 01 0.020 01 0.020 01 0.020 01 0.021 01 0.021 01 0.021 01 0.021 01 0.021 01 0.022 01 0.022 01 0.022 01 0.022 01 0.022 01 0.023 01 0.023 01 0.023 IO I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I Depth 8.1 16.11 24.17 32.23 (Ft.) I I I I I I I I I I i I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.00 0.01 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16 0.18 0.19 0.21 0.22 0.24 0.25 0.26 0.27 0.28 0.29 0.30 0.31 0.32 0.33 0.34 0.35 0.35 0.36 0.37 0.37 0.38 0.38 0.39 0.40 0.40 0.40 0.41 0.41 0.42 0.42 0.43 0.43 0.43 0.44 0.44 0.44 0.45 0.45 0.45 0.46 L 0.850 0.867 0.883 0.900 0.917 0.933 0.950 0.967 0.983 1.000 1.017 1.033 1.050 1.067 1.083 1.100 1.117 1.133 1.150 1.167 1.183 1.200 1.217 1.233 1.250 1.267 1.283 1.300 1.317 1.333 1.350 1.367 1.383 1.400 1.417 1.433 1.450 1.467 1.483 1.500 1.517 1.533 1.550 1.567 1.583 1.600 1.617 1.633 1.650 1.667 1.683 1.700 1.717 1.733 1.750 1.767 1.783 1.800 - 1.817 1.833 1.850 1.11 1.12 1.12 1.13 1.13 1.14 1.14 1.14 1.15 1.15 1.15 1.16 1.16 1.17 1.18 1.18 1.18 1.18 1.19 1.19 1.20 1.20 1.21 1.21 1.22 1.22 1.23 1.23 1.23 1.24 1.24 1.25 1.26 1.26 1.27 1.27 1.28 1.28 1.28 1.29 1.29 1.30 1.31 1.32 1.32 1.33 1.33 1.34 1.34 1.34 1.35 1.36 1.37 1.38 1.38 1.39 1.39 1.40 1.40 1.41 1.42 1.01 1.02 1.03 1.03 1.04 1.04 1.05 1.05 1.06 1.07 1.07 1.08 1.08 1.09 1.09 1.10 1.10 1.11 1.11 1.11 1.12 1.12 1.13 1.13 1.14 1.14 1.15 1.15 1.16 1.16 1.17 1.17 1.18 1.18 1.19 1.19 1.20 1.20 1.21 1.21 1.22 1.22 1.23 1.23 1.24 1.24 1.25 1.25 1.26 1.26 1.27 1.27 1.28 1.28 1.29 1.29 1.30 1.31 1.31 1.32 1.32 0.023 IO 0.023 IO 0.023 IO 0.023 IO 0.023 IO 0.024 10 0.024 IO 0.024 10 0.024 IO 0.024 IO 0.024 IO 0.024 IO 0.024 IO 0.025 IO 0.025 IO 0.025 IO 0.025 IO 0.025 IO 0.025 IO 0.025 IO 0.025 IO 0.025 IO 0.026 IO 0.026 IO 0.026 IO 0.026 IO 0.026 10 0.026 IO 0.026 IO 0.026 IO 0.026 10 0.027 IO 0.027 IO 0.027 IO 0.027 10 0.027 IO 0.027 IO 0.027 IO 0.027 IO 0.027 IO 0.027 10 0.028 IO 0.028 IO 0.028 IO 0.028 IO 0.028 IO 0.028 IO 0.028 IO 0.028 IO 0.029 IO 0.029 IO 0.029 IO 0.029 IO 0.029 IO 0.029 IO 0.029 IO 0.029 IO 0.030 IO 0.030 IO 0.030 IO 0.030 IO I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I 0.46 I 0.46 I 0.46 I 0.47 I 0.47 I 0.47 I 0.47 I 0.48 I 0.48 I 0.48 I 0.48 I 0.49 I 0.49 I 0.49 I 0.49 I 0.50 I 0.50 I 0.50 I 0.50 I 0.50 i 0.51 I 0.51 I 0.51 I 0.51 I 0.52 I 0.52 I 0.52 I 0.52 I 0.52 ~~ I 0.53 I 0.53 I 0.53 ~~ I 0.53 I 0.53 I 0.54 I 0.54 I 0.54 I 0.54 I 0.55 I 0.55 I 0.55 I 0.55 I 0.55 I 0.56 I 0.56 I 0.56 I 0.56 I 0.57 I 0.57 I 0.57 I 0.57 I 0.58 I 0.58 I 0.58 I 0.58 I 0.59 I 0.59 I 0.59 I 0.59 I 0.60 I 0.60 .- 1.867 1.883 1.43 1.43 1.44 1.33 1.33 1.34 0.030 0.030 0.030 0.030 0.031 0.031 0.031 0.031 0.031 0.031 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.60 0.60 0.61 0.61 0.61 0.62 0.62 0.62 0.62 0.63 0.63 0.63 0.64 0.64 0.64 0.65 0.65 0.65 0.65 0.66 0.66 0.66 0.67 0.67 0.68 0.68 0.68 0.69 0.69 0.69 0.70 0.70 0.71 0.71 0.71 0.72 0.72 0.73 0.73 0.74 0.74 0.74 0.75 0.75 0.76 0.76 0.77 0.77 0.78 0.78 0.79 0.79 0.80 0.81 0.81 0.82 0.82 0.83 0.84 0.84 0.85 1.900 1.917 1.45 1.46 1.35 1.35 1.950 1.46 1.47 1.47 1.48 1.49 1.36 1.967 1.983 1.37 1.37 IO IO ~~ 2.000 2.017 2.033 2.050 2.067 1.38 1.38 1.50 1.51 1.39 1.40 0.031 0.032 1.52 1.53 1.54 1.54 1.40 0.032 0.032 0.032 0.032 0.032 0.033 0.033 0.033 2.083 2.100 1.41 1.42 1.43 2.117 2.133 2.150 2.167 2.183 1.55 1.55 1.56 1.57 1.58 1.60 1.43 1.44 1.45 1.45 2.200 2.217 1.46 1.47 0.033 0.033 IO 10 2.233 1.61 1.48 0.033 IO 2.250 2.267 1.62 1.63 1.49 1.49 0.034 0.034 IO 10 2.283 1.63 1.64 1.65 1.65 1.50 0.034 2.300 2.317 1.51 1.52 0.034 0.034 2.333 1.53 1.53 1.54 1.55 0.035 2.350 2.367 1.67 1.68 0.035 0.035 2.383 1.70 ~ ~~ 0.035 2.400 2.417 1.71 1.73 1.56 1.57 0.035 0.036 2.433 1.73 1.58 0.036 2.450 2.467 1.74 1.75 1.59 1.60 0.036 0.036 2.483 1.76 1.61 0.036 2.500 2.517 1.76 1.78 1.62 1.63 0.037 0.037 IO IO IO 2.533 1.80 1.63 0.037 0.037 0.037 0.038 0.038 0.038 0.038 0.039 2.550 2.567 1.82 1.83 1.65 1.66 IO IO IO 2.583 2.600 2.617 2.633 2.650 2.667 2.683 1.85 1.86 1.87 1.88 1.89 1.90 1.92 1.94 1.96 1.98 1.67 1.68 IO 1.69 1.70 1.71 1.72 1.73 IO IO IO 0.039 0.039 IO 10 2.700 2.717 1.74 0.039 0.040 0.040 0.040 0.041 0.041 0.041 0.041 0.042 0.042 0.042 IO IO IO IO 1.76 1.77 ~~ 2.733 2.750 2.767 2.783 2.800 2.00 2.01 2.02 1.78 1.79 1.81 IO IO1 IO1 2.03 2.04 2.08 2.11 2.06 1.82 2.817 2.833 1.83 1.85 IO1 I or 2.850 2.867 1.86 1.87 I or 2.883 2.900 2.917 2.933 2.950 2.967 2.983 3.000 3.017 3.033 3.050 3.067 3.083 3.100 3.117 3.133 3.150 3.167 3.183 3.200 3.217 3.233 3.250 3.267 3.283 3.300 3.317 3.333 3.350 3.367 3.383 3.400 3.417 3.433 3.450 3.467 3.483 3.500 3.517 3.533 3.550 3.567 3.583 3.600 3.617 3.633 3.650 3.667 3.683 3.700 3.717 3.733 3.750 3.767 3.783 3.800 3.817 3.833 3.850 3.867 3.883 2.13 2.16 2.18 2.20 2.21 2.23 2.24 2.25 2.29 2.32 2.35 2.38 2.42 2.44 2.45 2.47 2.49 2.51 2.55 2.60 2.64 2.69 2.73 2.76 2.78 2.81 2.83 2.86 2.92 2.98 3.05 3.11 3.17 3.21 3.25 3.29 3.32 3.36 3.46 3.56 3.66 3.76 3.85 3.92 3.98 4.05 4.11 4.18 4.36 4.55 4.74 4.92 5.11 5.25 5.39 5.53 5.67 5.82 6.36 6.91 7.45 1.89 1.90 1.92 1.93 1.95 1.97 1.98 2.00 2.01 2.03 2.05 2.07 2.09 2.11 2.13 2.15 2.17 2.19 2.21 2.21 2.21 2.22 2.22 2.22 2.23 2.23 2.23 2.24 2.24 2.24 2.25 2.25 2.26 2.26 2.27 2.28 2.28 2.29 2.29 2.30 2.31 2.32 2.32 2.33 2.34 2.35 2.36 2.37 2.38 2.40 2.41 2.42 2.44 2.45 2.47 2.48 2.50 2.52 2.54 2.56 2.58 0.043 IO1 0.043 IO1 0.043 IO1 0.044 IO1 0.044 IO1 0.044 IO1 0.045 IO1 0.045 IO1 0.046 IO1 0.046 I 0 0.046 I 0 0.047 1 0 0.047 1 0 0.048 I 0 0.048 1 0 0.049 I 0 0.049 I 0 0.049 I 0 0.050 I 0 0.050 I 0 0.051 I 0 0.052 I 0 0.052 1 0 0.053 I 0 0.054 I 0 0.055 1 0 0.055 I 0 0.056 1 0 0.057 1 0 0.058 I 0 0.059 1 01 0.060 I 01 0.061 I 01 0.063 I 01 0.064 I 01 0.065 I 01 0.067 1 01 0.068 I 01 0.070 1 01 0.072 I 01 0.073 I 01 0.075 1 01 0.077 I 01 0.079 I 01 0.082 I 01 0.084 I 0 I 0.086 I 0 I 0.089 i o I 0.091 I 0 I 0.094 I 0 I 0.09'7 I 0 I 0.101 I 0 I 0.104 I 0 I 0.108 I 0 I 0.112 I 0 I 0.116 I 0 I 0.120 I 0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I 0.125 I 0 I I 0.130 I 0 I I 0.135 I 0 I I 0.142 I 0 II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.85 0.86 0.87 0.88 0.88 0.89 0.90 0.90 0.91 0.92 0.93 0.94 0.94 0.95 0.96 0.97 0.98 0.99 1.00 1.01 1.02 1.03 1.05 1.06 1.08 1.09 1.11 1.12 1.14 1.16 1.18 1.21 1.23 1.26 1.28 1.31 1.34 1.37 1.40 1.43 1.47 1.51 1.55 1.59 1.63 1.68 1.73 1.78 1.83 1.88 1.95 2.01 2.08 2.16 2.24 2.32 2.41 2.50 2.59 2.71 2.83 3.900 3.917 3.933 8.00 8.54 9.24 9.94 10.64 11.34 12.03 16.07 2.61 0.149 0.156 0.165 I 0 II I I I 2.97 2.82 3.09 IO I I I I IO I1 I I I 3.13 3.29 3.47 3.950 3.967 3.983 4.000 3.38 3.69 4.01 4.28 4.36 4.48 13.24 29.84 30.31 0.173 0.183 0.192 0.203 0.216 IO I1 I I I IO I1 I I I 3.65 3.85 4.06 4.32 4.70 5.07 5.19 5.20 5.19 5.14 5.11 5.07 IO I1 I I I IO I1 I I I 4.017 4.033 4.050 101 II I I 20.11 24.15 0.235 0.253 4.067 4.083 4.100 4.117 4.133 28.19 32.23 27.15 22.08 17.00 0.260 0.260 0.260 0.257 0.255 I I I I 01 29.51 23.22 I I I I I I I I I I I I I 18.49 4.150 4.167 11.93 6.85 13.32 8.27 0.253 0.251 I IO I I I I I I I I I I I I I I I I I I I I I I I I 5.03 5.01 4.183 6.40 5.94 5.49 5.04 4.58 4.38 4.18 3.99 3.79 3.59 3.47 6.16 0.251 0.251 0.250 0.250 0.250 0.250 0.249 0.249 0.248 0.247 0.245 4.200 4.217 6.17 5.59 5.17 IO I I I 5.01 01 01 01 01 01 IO I I I I I I I I I I I I I 5.01 5.00 4.250 4.267 4.71 4.58 5.00 5.00 4.99 4.98 4.96 4.93 4.90 4.87 4.84 4.80 4.76 4.72 4.68 4.63 4.58 4.53 4.48 4.43 4.38 4.33 4.27 4.21 4.16 4.10 4.04 4.283 4.57 4.57 4.56 4.56 4.55 4.54 4.53 4.51 4.50 4.49 4.47 4.46 4.44 4.43 4.41 4.40 4.38 4.36 4.35 4.33 4.31 4.29 4.27 4.23 4.14 4.05 3.96 3.87 3.79 4.300 4.317 4.333 I IO I IO I IO I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 4.350 4.367 4.383 4.400 4.417 4.433 4.450 4.467 4.483 3.35 3.24 3.12 3.00 2.93 0.244 0.242 I IO I IO 0.240 0.238 0.236 0.234 0.232 0.229 0.227 0.224 0.222 0.219 I IO I IO I IO 2.85 2.77 ~~ 2.69 4.500 4.517 2.61 2.56 4.533 2.50 2.45 2.39 2.33 2.29 4.550 4.567 4.583 4.600 0.216 0.214 0.211 0.208 0.205 0.202 4.617 4.633 2.25 2.20 4.650 4.667 4.683 4.700 2.16 2.12 2.08 0.199 0.196 3.98 3.93 3.87 2.05 0.194 I I I I I I I I I I 4.717 4.733 2.01 1.98 0.191 0.188 3.82 3.76 3.71 4.750 1.95 0.186 4.767 4.783 1.92 1.89 3.70 3.62 0.183 0.181 3.66 3.61 3.57 3.52 3.48 4.800 1.86 3.55 3.47 3.40 3.33 3.26 ~ 0.178 4.817 4.833 4.850 1.83 1.81 0.176 0.174 0.172 0.170 I1 0 I1 0 ~~ 1.78 1.76 1.74 1.71 3.43 3.39 - 4.867 4.883 4.900 \ 3.19 3.13 0.168 I1 0 0.166 11 0 3.35 3.31 4.917 4.933 4.950 4.967 4.983 5.000 5.017 5.033 5.050 5.067 5.083 5.100 5.117 5.133 5.150 5.167 5.183 5.200 5.217 5.233 5.250 5.267 5.283 5.300 5.317 5.333 5.350 5.367 5.383 5.400 5.417 5.433 5.450 5.467 5.483 5.500 5.517 5.533 5.550 5.567 5.583 5.600 5.617 5.633 5.650 5.667 5.683 5.700 5.717 5.733 5.750 5.767 5.783 5.800 5.817 5.833 5.850 5.867 5.883 5.900 5.917 1.69 1.67 1.65 1.63 1.61 1.59 1.57 1.56 1.54 1.52 1.50 1.49 1.47 1.46 1.44 1.43 1.42 1.40 1.39 1.38 1.36 1.35 1.34 1.33 1.32 1.31 1.29 1.28 1.27 1.26 1.25 1.24 1.23 1.22 1.21 1.20 1.20 1.19 1.18 1.17 1.16 1.15 1.15 1.14 1.13 1.12 1.11 1.11 1.10 1.09 1.09 1.08 1.07 1.07 1.06 1.05 1.05 1.04 1.03 1.03 1.02 3.06 3.00 2.94 2.88 2.83 2.77 2.72 2.67 2.62 2.61 2.60 2.60 2.59 2.59 2.58 2.57 2.57 2.56 2.56 2.55 2.54 2.54 2.53 2.52 2.52 2.51 2.50 2.50 2.49 2.48 2.48 2.41 2.47 2.46 2.45 2.45 2.44 2.43 2.43 2.42 2.41 2.40 2.40 2.39 2.38 2.38 2.37 2.36 2.35 2.35 2.34 2.33 2.32 2.32 2.31 2.30 2.30 2.29 2.28 2.27 2.27 0.164 I1 0 0.162 I10 0.160 110 0.158 I10 0.157 I10 0.155 110 0.153 I10 0.152 I10 0.150 I10 0.149 I10 0.147 110 0.146 110 0.144 I10 0.143 I10 0.141 I10 0.139 I10 0.138 I10 0.136 I10 0.135 0.133 0.131 0.130 0.128 0.127 0.125 0.123 0.122 0.120 0.118 0.117 0.115 0.113 0.111 0.110 0.108 0.106 0.105 0.103 0.101 0.100 0.098 0.096 0.094 0.093 0.091 0.089 0.087 0.086 0.084 0.082 0.081 0.079 0.077 0.075 0.074 0.072 0.070 0.068 0.067 0.065 I10 0.063 I10 IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO IO I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3.27 3.24 3.20 3.16 3.13 3.10 3.07 3.03 3.00 2.97 2.94 2.91 2.88 2.85 2.82 2.79 2.76 2.73 2.69 2.66 2.63 2.60 2.56 2.53 2.50 2.46 2.43 2.40 2.36 2.33 2.30 2.26 2.23 2.20 2.16 2.13 2.09 2.06 2.02 1.99 1.96 1.92 1.89 1.85 1.82 1.78 1.75 1.71 1.68 1.65 1.61 1.58 1.54 1.51 1.47 1.44 1.40 1.37 1.34 1.30 1.27 ..- 5.933 1.02 2.26 2.25 2.24 2.24 2.23 0.062 I10 0.060 I10 0.058 IO 0.057 IO 0.055 IO I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1.23 1.20 1.16 1.13 1.10 1.06 1.03 0.99 0.96 0.93 0.89 0.84 0.79 0.74 0.70 0.66 0.62 0.58 0.55 0.51 0.48 0.45 0.43 0.40 0.38 0.36 0.34 0.32 0.30 0.28 0.26 0.25 0.23 0.22 0.21 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.13 0.12 0.11 0.11 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.06 0.05 0.05 0.05 0.04 5.950 5.967 1.01 1.00 5.983 6.000 1.00 0.99 6.017 6.033 0.99 0.98 2.22 2.22 0.053 I 0 0.051 I 0 6.050 6.067 6.083 6.100 6.117 0.98 2.20 0.050 I 0 0.048 I 0 0.047 I 0 0.044 IO 0.042 IO 0.97 0.97 2.12 2.06 0.00 0.00 1.96 1.85 6.133 6.150 0.00 0.00 1.74 1.64 0.039 IO 0.037 IO 6.167 0.00 1.54 0.035 IO 0.033 IO 0.031 IO 0.029 IO 0.027 IO 0.026 IO 0.024 IO 0.023 0 0.021 0 0.020 0 0.019 0 6.183 6.200 0.00 0.00 1.45 1.36 6.217 6.233 6.250 6.267 6.283 6.300 6.317 6.333 6.350 6.367 6.383 6.400 6.417 6.433 6.450 6.467 6.483 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.28 1.21 1.14 1.07 1.00 0.95 0.89 0.84 0.79 0.74 0.70 0.66 0.62 0.58 0.018 0 0.017 0 0.016 0 0.015 0 0.014 0 0.013 0 0.012 0 0.012 0 0.011 0 0.55 0.51 0.48 0.46 0.43 0.40 0.38 0.36 0.34 6.500 6.517 0.00 0.00 0.010 0 0.010 0 6.533 6.550 6.567 6.583 0.00 0.00 0.00 0.00 0.009 0 0.009 0 0.008 0 0.008 0 6.600 6.617 0.00 0.00 0.32 0.30 0.007 0 0.007 0 6.633 0.00 0.28 0.006 0 6.650 6.667 0.00 0.00 0.26 0.25 0.006 0 0.006 0 6.683 0.00 0.23 0.005 0 6.700 6.717 0.00 0.00 0.22 0.21 0.005 0 0.005 0 6.733 0.00 0.00 0.00 0.00 0.19 0.004 0 6.750 6.767 0.18 0.17 0.004 0 0.004 0 6.783 0.16 0.004 0 0.003 0 0.003 0 0.003 0 0.003 0 0.003 0 0.003 0 0.002 0 0.002 0 6.800 6.817 0.00 0.00 0.15 0.14 6.833 6.850 6.867 6.883 6.900 6.917 0.00 0.00 0.00 0.00 0.00 0.00 0.13 0.13 0.12 0.11 0.11 0.10 .- Remaining water in basin = 0.00 (Ac.Ft) ............................. DATA**************************** Number of intervals = 415 Time interval = 1.0 (Min.) Maximudpeak flow rate = 30.310 (CFS) Total volume = 1.283 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ....................................................................... San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/26/04 .- Calvary Chapel Proposed Condition, 100-Year Event, Basin 'A', Post Detention File: 9739pdAlOO Prepared: Oct. 2004 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.300 P6/P24 = 62.8% San Diego hydrology manual 'C' values used tttt+t+ttt+t+tttttt+ttt+ttttt+ttttt+ttttttttt+tttttttttt+ttttttttt+ttt **** USER DEFINED FLOW INFORMATION AT A POINT **** Process from Point/Station 1.000 to Point/Station 2.000 User specified 'C' value of 0.820 given for subarea Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.00 min. Rain intensity = 7.ll(In/Hr) Total area = 7.750(Ac.) Total runoff = 30.310(CFS) +t+ttttt+tttttttt++ttttt+ttttt+tttt+tttttttttt+tttttttttttt+tttttt+ttt Process from Point/Station 2.000 to Point/Station 3.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 1.843(Ft.), Average velocity = 4.462(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 6.00 2 3 12.00 24.00 0.00 6.00 Manning's 'N' friction factor = 0.100 Sub-channel flow = 30.310(CFS) flow top width = 7.372 (Ft. ) ' velocity= 4.462 (Ft/s) area = 6.793 (Sq.Ft) Froude number = 0.819 Upstream point elevation = 281.000(Ft.) Downstream point elevation = 218.000(Ft.) Flow length = 540.000(Ft.) Travel time = 2.02 min. Time of concentration = 7.02 min. Depth of flow = 1.843(Ft.) Average velocity = 4.462(Ft/s) Total irregular channel flow = 30.310(CFS) Irregular channel normal depth above invert elev. = 1.843(Ft.) Average velocity of channel(s) = 4.462(Ft/s) ++ttttt+++t+ttt++++++++++++ttt+++++++tt+++++++++t+++++++t+++++++++++tt Process from Point/Station 2.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.750 (Ac. ) Runoff from this stream = 30.310(CFS) Time of concentration = 7.02 min. Rainfall intensity = 5.111 (In/Hr) ++t++t++++++t++++tt+++++tt+t~+++t+++tt+++t+t++++++++++++tt++++++++++++ Process from Point/Station 4.000 to Point/Station 3.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 540.000(Ft.) Highest elevation = 481.000(Ft.) Lowest elevation = 418.000(Ft.) Elevation difference = 63.000(Ft.) Slope = 11.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 11.67 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.95 minutes TC = [1.8* (1.1-C)+distance(Ft.) ^.5)/(% slope^(l/3) I TC = [1.8'(1.1-0.3500)*( 100.000^.5)/( 11.667^(1/3)1= 5.95 The initial area total distance of 540.00 (Ft.) entered leaves a remaining distance of 440.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.94 minutes for a distance of 440.00 (Ft.) and a slope of 11.61 % with an elevation difference of 51.33(Ft.) from the end of the top area Tt = [11.9*lenqth(Mi)A3)/(elevation chanqe(Ft.))l^.385 *60(min/hr) Permanent Open Space ~ 1.938 Minutes - - Tt=l 111.9*0.0833^3) / f 51.331 1 ".385= 1.94 .. I_ Total initial area'T1 = 5.95 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 5.301(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 1.94 minutes from the Figure 3-4 formula = 7.89 minutes L '., Subarea runoff = 8.015 (CFS) Total initial stream area = 4.320(Ac.) ++++++tttt++tt+++++++t++tt+++tt+t++t+++++++ttttt+t+ttt+t++++t+++t+++++ Process from Point/Station 4.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.320 (Ac.) Runoff from this stream = 8.015(CFS) Time of concentration = 7.89 min. Rainfall intensity = 5.301(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.310 7.02 2 8.015 7.89 5.717 5.301 Qmax(1) = 1.000 * 1.000 30.310) + 1.000 * 0.889 * 8.015) t = 37.438 Qmax(2) = 0.927 * 1.000 * 30.310) t 1.000 * 1.000 8.015) t = 36.117 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 37.438 36.117 Area of streams before confluence: 7.750 4.320 Results of confluence: Total flow rate = 37.438(CFS) Time of concentration = 7.017 min. Effective stream area after confluence = 12.07 0 (Ac . ) End of computations, total study area = 12.070 (Ac.) 30.310 8.015 BASIN B San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/26/04 ________________________________________-------------------------------- Calvary Chapel Proposed Condition, 100-year Event, Basin 'B' File:9739prB100 Prepared: Oct. 2004 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 _____________-_____-____________________-------------------------------_ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.300 P6/P24 = 62.8% San Diego hydrology manual 'C' values used ++++t++t+++t++++t+tttt++t+++++++++++t+t++tt++++++++++t+++++tt+++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 68.100(Ft.) Highest elevation = 311.000(Ft.) Lowest elevation = 309.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 2.937 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.94 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.24 minutes TC = [1.8*(l.l-C) *distance(Ft.) ".5) /(% slopeA(l/3) I TC = [1.8*(1.1-0.8200)*( 85.000^.5)/( 2.937^(1/3)]= 3.24 Calculated TC of 3.245 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.175(CFS) General Commercial Total initial stream area = 0.030 (Ac . ) t+ttttttttttt+tttt+ttttt+ttt++ttttttttttt+t++tt+++tttt+t+tt+tttt+ttttt Process from Point/Station 402.000 to Point/Station 403.000 **** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION **** Top of street segment elevation = 309.000(Ft.) End of street segment elevation = 302.000(Ft.) Length of street segment = 236.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = l.500(Ft.T Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.833(CFS) Depth of flow = 0.224(Ft.), Average velocity = 2.857(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.346(Ft.) Flow velocity = 2.86(Ft/s) Travel time = 1.38 min. TC = 4.62 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.221 Subarea runoff = 1.400(CFS) for 0.240(Ac.) Total runoff = 1.575 (CFS) Total area = 0.270 (Ac . ) [COMMERCIAL area type 1 Street flow at end of street = 1.575 (CFS) Half street flow at end of street = 1.575 (CFS) Depth of flow = 0.262(Ft.), Average velocity = 3.166(Ft/s) Flow width (from curb towards crown)* 6.285(Ft.) t+ttttt+ttt+tttttt+tttt+tt+ttttttt+tttttttttt+tttt++ttttttt+ttt+++tttt Process from Point/Station 402.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.270 (Ac . ) Runoff from this stream = 1.575 (CFS) Time of concentration = 4.62 min. Rainfall intensity = 7.114(In/Hr) t+ttt+t+ttttttttttttttt+tt+tttttt+ttttt++ttttt+tt+ttt+ttt+tttttttt+ttt Process from Point/Station 404.000 to Point/Station 403.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 . ~ ~~ (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 290.000(Ft.) Highest elevation = 312.500(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference = 10.500(Ft.) Slope = 3.621 8 Top of Initial Area Slope adjusted by User to 1.000 8 Bottom of Initial Area Slope adjusted by User to 4.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 IFt) for the top area slope value of 1.00 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 11.29 minutes Permanent Open Space TC = [1.8* (1.1-C) *distance (Ft.) A.5)/ (% slope^ (1/3) 1 TC = 11.8*f1.1-0.3500)*( 70.000^.5)/( 1.000A11/3)1= 11.29 .. The initiai area total distance of ‘290.00 (Ft. j entered leaves a remaining distance of 220.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.72 minutes for a distance of 220.00 (Ft.) and a slope of 4.00 8 with an elevation difference of 8.80(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.) )1^.385 *60(min/hr) Tt=[(11.9*0.0417”3)/( 8.80)1“.385= 1.72 Total initial area Ti = 11.29 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 3.839(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.344(CFS) Total initial stream area = 1,000 (Ac. ) = 1.716 Minutes 1.72 minutes from the Figure 3-4 formula = 13.01 minutes +++tt+t+t+tttt+tt++tttt++t+t+ttt+t+tttttt+++tt+tt+tttttttttttt++t+tt+i Process from Point/Station 404.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.000 (Ac. ] Runoff from this stream = 1.344 (CFS) Time of concentration = 13.01 min. Rainfall intensity = 3.839(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity NO. (CFS) (min) (In/Hr) 1 1.575 4.62 2 1.344 13.01 7.114 3.839 Qmax(1) = 1.000 * 1.000 1.5751 t 1.000 * 0.355 * 1.344i t = 2.052 L Qmax(2) = 0.540 * 1.000 * 1.575) + 1.000 * 1.000 1.344) + 2.194 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 2.052 2.194 Area of streams before confluence: 0.270 1.000 Results of confluence: Total flow rate = 2.194 (CFS) Time of concentration = 13.011 min. Effective stream area after confluence = 1.2 7 0 ( Ac . ) 1.575 1.344 +++++t+++++t+++++tt++++++++++++++++++++++t++t++++++++++++++++++++t++tt Process from Point/Station 403.000 to Point/Station 405.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 302.000(Ft.) End of street segment elevation = 283.700(Ft.I Length of street segment = 389.000(Ft.) Height of curb above gutter flowline 3 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.795(CFS) Depth of flow = 0.285(Ft.), Average velocity = 4.270(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.429tFt.) Flow velocity = 4.27(Ft/s) Travel time = 1.52 min. TC = 14.53 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensitv = 3.575IIn/Hr) for a 100.0 vear storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.551 CA = 0.965 Subarea runoff = 1.256(CFS) for 0.480 (Ac. 1 Total runoff = 3.450 (CFS) Total area = 1.750 (Ac. ) Street flow at end of street = 3.450(CFS) Half street flow at end of street = 3.4501CF.S) Depth of flow = 0.300(Ft.), Average velocity = 4.465(Ft/s) Flow width (from curb towards crown)= 8.186(Ft.) ttttttttttttt+tttttttttttttttttttttttttttttttttttttttttttttttttttttttt Process from Point/Station 403.000 to Point/Station 405.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.750 (Ac. ) Runoff from this stream = 3.45O(CFS) Time of concentration = 14.53 min. Rainfall intensity = 3.575 (In/Hr) tttttttt+ttttttttttttttttttttttttttttttttttttttttttt+ttttttttttttttttt Process from Point/Station 406.000 to Point/Station 405.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL I (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 Initial subarea total flow distance = 297.600(Ft.) Highest elevation = 297.500(Ft.) Lowest elevation = 283.700(Ft.) Elevation difference = 13.800(Ft.) Slope = 4.637 8 Top of Initial Area Slope adjusted by User to 2.770 B Bottom of Initial Area Slope-adjusted by User to INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 5.000 B The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 2.77 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.08 minutes TC = [l. 8* (1.1-C] *distance (Ft.) "S) / (% slope^ (1/3) 1 TC = [1.8* (1.1-0.6000) * ( 90.000^.5) / ( 2.770- (1/3) I= 6.08 The initial area total distance of 297.60 (Ft.) entered leaves a remaining distance of 207.60 (Ft.) Using Figure 3-4, the travel time for this distance is 1.51 minutes for a distance of 207.60 (Ft.) and a slope of 5.00 8 with an elevation difference of 10.38LFt.) from the end of the top area Tt = (11.9*lenath(Mi)^3)/(elevation chanse(Ft.))l".385 *60(min/hr) 10.9 DU/A or Less -1.506 Minutes - - - Tt=[ (11.9*0.0393"3)/( 10.38)1^.385= 1.51 Total initial area Ti = 6.08 minutes from Fiaure 3-3 formula Plus 1.51 minutes from the Figure 3-4 formula = 7.59 minutes Rainfall intensity (I) = 5.437(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 2.708(CFS) Total initial stream area = 0.830(Ac.) ttt+ttttttttttttttt+t+tt+tt+ttt+ttttttt+tt+tt+tttttttt+ttttttttttt+t++ Process from PointIStation 406.000 to Point/Station 405.000 ***' CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.830(Ac. ) Runoff from this stream = 2.708(CFS) Time of concentration = 7.59 min. Rainfall intensity = 5.437(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity NO. (CFS) Imin) (In/Hr) 1 3.450 14.53 3.575 2 2.708 7.59 5.437 Qmax(1) = 1.000 * 1.000 * 3.450) + 0.658 * 1.000 * 2.708) t = 5.230 Qmax(2) = 1.000 * 0.522 * 3.450) + 1.000 * 1.000 * 2.708) t = 4.509 Total of 2 streams to confluence: Flow rates before confluence point: 3.450 2.708 Maximum flow rates at confluence using above data: 5.230 4.509 Area of streams before confluence: 1.750 0.830 ~~ Results of confluence: Total flow rate = 5,23O(CFS) Time of concentration = 14.529 min. Effective stream area after confluence = 2.580(Ac.) +tttttttt+t++ttt+ttt+tttt++tt+++t++t+tt+ttt+t+ttttt+++tt+ttttt+tt+tt+t Process from Point/Station 405.000 to Point/Station 407 .OOO **** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION **** Top of street segment elevation = 283.700(Ft.) End of street segment elevation = 277.200(Ft.) Length of street segment = 326.000lFt.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000lFt.) Distance from crown to crossfall grade break = 32.500tFt.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on 111 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.973 (CFS) Depth of flow = 0.385(Ft.), Average velocity = 3.628(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.426(Ft.) Flow velocity = 3.63(Ft/s) Travel time = 1.50 min. TC = 16.03 min. Adding area flow to street User specified IC' value of 0.620 given for subarea Rainfall intensity = 3.356(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area .-- (Q=KCIA) is C = 0.620 CA = 2.027 Subarea runoff = 1.573lCFS) for 0.690 (Ac. ) Total runoff = 6.804(CFS) Total area = 3.270(Ac.) Street flow at end of street = 6.804 (CFS) Half street flow at end of street = 6.804 (CFS) Depth of flow = 0.399(Ft.), Average velocity = 3.741(Ft/s) Flow width (from curb towards crown)= 13.101(Ft.) +t+tt+t++t+tt++ttt+t+++++t+tt+t+tt++tt+t+t++t+t+t++ttt+t+tt++tttt+t++i Process from Point/Station 405.000 to Point/Station 407.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.270 (Ac. ) Runoff from this stream = 6.804(CFS) Time of concentration = 16.03 min. Rainfall intensity = 3.356 (In/Hr) +++tt+t+t+t++ttttt++t++tttt+++t+++++++t+tttttt++t+t+ttttt+++++ttt+t++t Process from Point/Station 408.000 to Point/Station 409.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 460.000(Ft.) Highest elevation = 305.700(Ft.) Lowest elevation = 285.000(Ft.) Elevation difference = 20.700(Ft.) Slope = 4.500 % Top of Initial Area Slope adjusted by User to 2.400 % Bottom of Initial Area Slope adjusted by User to 5.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.40 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.30 minutes TC = [l. 8* (1.1-C) *distance (Ft. ) ". 5) / (% slopeA(l/3) I TC = [1.8*(1.1-0.3500)*( 85.O0OA.5)/( 2.400^(1/3)1= 9.30 The initial area total distance of 460.00 (Ft.) entered leaves a remaining distance of 375.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.37 minutes for a distance of 375.00 (Ft.) and a slope of 5.00 8 with an elevation difference of 18.75(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))l".385 *60(min/hr) Tt=[ (11.9*0.0710"3) / ( 18.75) ] 385= 2.37 Total initial area Ti = 9.30 minutes from Figure 3-3 formula plus Rainfall intensity (I) = 4.118(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 2.926 (CFS) Total initial stream area = 2.030(Ac.) Permanent Open Space 2.374 Minutes - - 2.37 minutes from the Figure 3-4 formula = 11.67 minutes ++++++ttt+++++++++tt+++t++tt++++++++++t++tt+tt++t+++++t+++++++t+++++tt Process from Point/Station 409.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 285.000(Ft.) Downstream point/station elevation = 280.700(Ft.) Pipe length = 192.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 2.926(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.926(CFS) Normal flow depth in pipe = 5.26(In.) Flow top width inside pipe = 16.37(In.) Critical Depth = 7.80(In.) Pipe flow velocity = 6.81 (Ft/s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 12.14 min. ++tt+++++t+tt+t+++++++tt+++++++tt++++++++++t+t++++++++++tt+t++tt++++++ Process from Point/Station 410.000 to Point/Station 407 .OOO **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 280.300(Ft.) Downstream point/station elevation = 266.490(Ft.) Pipe length = 322.80(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 2.926 (CFS) Given pipe size = 18.00(1;.) Calculated individual Dive flow = 2.926(CFSl __ Normal flow depth in pipe = 4.46(In.) Flow top width inside pipe = 15.54(In.) Critical Depth = 7.80(In.) Pipe flow velocity = 8.57 (Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 12.77 min +tt+++++tt+++t++t+t+t+++t+++++tttt+++~+++t+++t+t+++t+++++tt++tt+++tt++ Process from Point/Station 410.000 to Point/Station 407.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.030 (Ac. ) Runoff from this stream = 2.926(CFS) Time of concentration = 12.77 min. Rainfall intensity = 3.886(In/Hr) +++tt+++++t+tt++++t+++t+tt+++tttt++++t++++t++t+tt+t++++++t++t+ttt++tt+ Process from Point/Station 411.000 to Point/Station 412.000 **’* INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 130.000(Ft.) [COMMERCIAL area type 1 Highest elevation = 304.400(Ft.) Lowest elevation = 300.000(Ft.) Elevation difference = 4.400(Ft.) Slope = 3.385 % Top of Initial Area Slope adjusted by User to 3.118 % Bottom of Initial Area Slope adjusted by User to 3.118 B INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.12 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.18 minutes TC = [l. 8* (1.1-C) *distance (Ft . ) 5) / (8 slope^ (1/3) ] TC = [1.8*(1.1-0.8200)*( 85.000^.5)/( 3.118^(1/3)]= 3.18 The initial area total distance of 130.00 (Ft.) entered leaves a remaining distance of 45.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.56 minutes for a distance of 45.00 (Ft.) and a slope of 3.12 8 with an elevation difference of 1.40(Ft.) from the end of the top area Tt = [11.9*lenqth(Mi)"3)/(elevation chanqe(Ft.))l^.385 *60(min/hr) General Commercial 0.556 Minutes - - - Tt=1111.9*0.0085"31/f 1.4011".385= 0.56 ~~ ~ ~~ ,. . ~.. ~~ . .~ Total initial area Ti = 3.18 minutes from Figure 3-3 formula plus Calculated TC of 3.737 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.175(CFS) Total initial stream area = 0.0 30 ( Ac . ) 0.56 minutes from the Figure 3-4 formula = 3.74 minutes +++++t+t++++++tt+++++t++++++t++++++t++++++++++++++tt+++++++++t+++++t++ Process from Point/Station 412.000 to Point/Station 413.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 300.000(Ft.) End of street segment elevation = 296.000(Ft.) Length of street segment = 290.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 120.000(Ft.) Distance from crown to crossfall grade break = 115.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.l Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.008 (CFS) Depth of flow = 0.306(Ft.), Average velocity = 2.456(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.456(Ft.) Flow velocity = 2.46(Ft/s) Travel time = 1.97 min. TC = 5.71 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C value^ = 0.820 Rainfall intensity = 6.533(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.599 Subarea runoff = 3.736(CFS) for 0.700 (Ac. ) Total runoff = 3.911 (CFS) Total area = 0.730 (Ac. ) Street flow at end of street = 3.911(CFS) Half street flow at end of street = 3.911 (CFS) Depth of flow = 0.362(Ft.), Average velocity = 2.854(Ft/s) Flow width (from curb towards crown)= 11.260(Ft.) ++tt+t+t+tttt+ttt+++ttt+++++tt+++ttt+++++t+tttt++++++tt+ttt++t+t+ttttt Process from Point/Station 413.000 to Point/Station 414.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 293.000(Ft.) Downstream point/station elevation = 290.200(Ft.) Pipe length = 556.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.911(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 3.911 (CFS) Normal flow depth in pipe = 8.07(In.) Flow top width inside pipe = 22.68(In.) Critical Depth = 8.31(In.) Pipe flow velocity = 4.22 (Ft/s) Travel time through pipe = 2.20 min. Time of concentration (TC) = 7.90 min. +++ttt+++t+tt+tttt++++++t++t+tt++ttt+t+++t+ttt++tt+++t+tt+t++t+tttt+tt Process from Point/Station 414.000 to Point/Station 407.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 289.800(Ft.) Downstream point/station elevation = 266.490(Ft.) Pipe length = 46.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.911 (CFS) Given pipe size = 24.00 (In. ) Calculated individual pipe flow = 3.911(CFS) Normal flow depth in pipe = 2.58(In.) Flow top width inside pipe = 14.87(In.) Critical Depth = 8.31(In.) Pipe flow velocity = 21.52(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 7.94 min. +t+t+t+tt++++ttt+t+tttt++++tt++ttt+ttt+t++ttt+tt+t++t+tt+tt++t++t++ttt Process from Point/Station 414.000 to Point/Station 407.000 **I* CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.730 (Ac. ) Runoff from this stream = 3.911(CFS) Time of concentration = 7.94 min. Rainfall intensity = 5.280 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFSI (min) (In/Hrl 1 6.804 16.03 3.356 2 2.926 12.77 3.886 3 3.911 7.94 5.280 Qmax(l1 = 1.000 * 1.000 * 6.8041 t 0.864 * 1.000 * 2.9261 t 0.636 * 1.000 * 3.911) t = 11.816 1.000 * 0.797 * 6.804) + 1.000 * 1.000 * 2.926) t 0.736 * 1.000 * 3.9111 + = 11.224 Qmax(2) = Qmax(31 = 1.000 * 0.495 * 6.804) t 1.000 * 0.622 * 2.9263 t 1.000 * 1.000 * 3.9111 t = 9.100 Total of 3 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 6.804 2.926 3.911 11.816 11.224 9.100 Area of streams before confluence: 3.270 2.030 0.730 Results of confluence: Total flow rate = 11.816 (CFS) Time of concentration = 16.027 min. Effective stream area after confluence = 6.030 (Ac . ) End of computations, total study area = 6.030 (Ac.) BASIN C c San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/26/04 Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.300 P6/P24 = 62.8% San Diego hydrology manual IC' values used ++++t+t+tt+t++t+t++++++++tt+++++++tttt+tt++t++++t++ttt+tt+++ttt++++tt+ **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 64.500(Ft.) Highest elevation = 300.000(Ft.) Lowest elevation = 296.500tFt.) Elevation difference = 3.500(Ft.) Slope = 5.426 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.43 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.68 minutes TC = 11 .8* (1.1-C) *distance (Ft. .5) / (8 slope" (1/3) ] TC = [l.8* (1.1-0.3500) * ( 100.000^.5) / ( 5.426- (1/3) ]= 7.68 Rainfall intensity (I) = 5.392(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.019(CFS) Total initial stream area = 0.0 10 I Ac . ) Process from Point/Station 217.000 to Point/Station 219.000 [UNDISTURBED NATURAL TERRAIN 1 Permanent Open Space ++++ttt++t++++++++++++++++t+++++++++++++++++t++++++++t++++++++++++++t+ **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 293.500(Ft.) Downstream point/station elevation = 290.500(Ft.) Pipe length = 73.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.019lCFS) Given pipe size = 4.00 (In. ) Calculated individual pipe flow = 0.019(CFS) Normal flow depth in pipe = 0.59(In.) Flow top width inside pipe = 2.84(In.) Critical Depth = 0.89(In.) Pipe flow velocity = 2.26(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 8.22 min. Process from Point/Station 219.000 to Point/Station 221.000 ++++++++++++++t+++tt+++++t+t++tt+++t+t++++t+++++t++++++++++++++t++t+++ **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.010 (Ac. ) Runoff from this stream = 0.019 (CFS) Time of concentration = 8.22 min. Rainfall intensity = 5.162 (In/Hr) Process from Point/Station 219.000 to Point/Station 221 .ooo ...................................................................... **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil qroup C = 0.000 Process from Point/Station 223.000 to Point/Station 221.000 Decimal fraction soil Group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 47.000(Ft.) Highest elevation = 297.000(Ft.) Lowest elevation = 293.500(Ft.) Elevation difference = 3.500(Ft.) Slope = 7.447 B INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.45 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.91 minutes TC = [l.E*(l.l-C)*distance(Ft.) ^.5)/(% slope"(l/3)] Rainfall intensity (I) = 5.772(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.020(CFS) Total initial stream area = 0.010 (Ac. ) Permanent Open Space TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 7.447^(1/3)]= 6.91 +++t++++t+++++++++t+++ttt+++t++++t+++++t+++++++++t+tt++t++t+tt+++++++t Process from Point/Station 223.000 to Point/Station 221.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.010 (Ac. ) Runoff from this stream = O.O2O(CFS) Time of concentration = 6.91 min. Rainfall intensity = 5.772 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.019 8.22 5.162 2 0.020 6.91 5.772 Qmax(1) = 1.000 * 1.000 ’ 0.019) + 1.000 * 0.841 ’ 0.019) + 0.894 * 1.000 ’ 0.020) + = 0,037 Qmax(2) = 1.000 * 1.000 * 0.020) + = 0.036 Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence using above data: 0.019 0,020 0.037 0.036 Area of streams before confluence: 0.010 0.010 Results of confluence: Total flow rate = O.O37(CFS) Time of concentration = 8.220 min. Effective stream area after confluence = O.OZO(Ac.) ttt++t++t+++t++t+ttttt+ttt++t++ttt++++tt+tt++t+t++t++tt++t+~+t+t++++++ Process from Point/Station 221.000 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 290.100(Ft.) Downstream point/station elevation = 285.500(Ft.) Pipe length = 71.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 0.037 (CFS) Given pipe size = 4.00 (In. ) Calculated individual pipe flow = 0.037(CFS) Normal flow depth in pipe = 0.75(In.) Flow top width inside pipe = Critical Depth - 1.26tIn.) Pipe flow velocity = 3.30(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 8.58 min. 3.13(In.) t++t++++t++++++++t+t++t++tt+++t+t++++++~+t+tt+t+t+tt++++t+++++tt++++++ Process from Point/Station 221.000 to Point/Station 225.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.020(Ac.) Runoff from this stream = 0.037(CFS) Time of concentration = 8.58 min. Rainfall intensity = 5.022 (In/Hr) - " . _-- ...................................................................... Process from Point/Station 227.000 to Point/Station 225.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 56.000(Ft.) Highest elevation = 293.500(Ft.) Lowest elevation = 288.500(Ft.) Elevation difference = 5.000(Ft.) Slope = 8.929 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.93 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.51 minutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope"(l/3)] TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 8.929"(1/3)1= 6.51 Rainfall intensity [I) = 6.002(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.042(CFS) Total initial stream area = 0.020 (Ac . ) [UNDISTURBED NATURAL TERRAIN I Permanent Open Space ...................................................................... Process from Point/Station 227.000 to Point/Station 225.000 **** CONFLUENCE OF MINOR STREAMS **'* Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.020 (Ac. Runoff from this stream = 0.042(CFS) Time of concentration = 6.51 min. Rainfall intensity = 6.002 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.037 8.58 5.022 2 0.042 6.51 6.002 Qmax(1) = 1.000 1.000 * 0.037) + 0.837 * 1.000 * 0.042) + = 0.072 Qmax(2) = 1.000 * 0.758 0.037) + 1.000 * 1.000 * 0.042) + = 0.070 Total of 2 streams to confluence: Flow rates before confluence point: 0.037 0.042 Maximum flow rates at confluence using above data: 0.072 0.070 Area of streams before confluence: 0. 020 0.020 Results of confluence: Total flow rate = O.O72(CFS) Time of concentration = 8.579 min. Effective stream area after confluence = 0.040(Ac.) ...................................................................... Process from Point/Station 225.000 to Point/Station 229.000 **** PIFEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 285.100tFt.) Downstream point/station elevation = 281.000(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.072 (CFS) Given pipe size = 4.00 (In. ) Calculated individual pipe flow = 0.072(CFS) Normal flow depth in pipe = l.Ol(In.) Flow top width inside pipe = 3.48(1n.) Critical Depth = 1.78(In.) Pipe flow velocity = 4.20(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 8.80 min. ...................................................................... *+** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.0 4 0 ( Ac . ) Runoff from this stream = 0.072 (CFS) Time of concentration = 8.80 min. Rainfall intensity = 4.941(In/Hr) Process from Point/Station 225.000 to Point/Station 229.000 ...................................................................... Process from Point/Station 231.000 to Point/Station 229.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 48.000(Ft.) Highest elevation = 288.500(Ft.) Lowest elevation = 284.000(Ft.) Elevation difference = 4.500(Ft.) Slope = 9.375 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 9.38 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.40 minutes Permanent Open Space TC = [1.8* (1.1-C) *distance (Ft. ) ".5) / (% slope" (1/3) I TC = [1.8*(1.1-0.3500)*( 100.000".5)/( 9.375"(1/3)]= 6.40 Rainfall intensity (I) = 6.065(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.085 (CFS) Total initial stream area = 0.040 (Ac. ) +++t++t+tt++tt++++t+t+t+tt+++t++++++++t++t+++t++++++++++t+++++t+++++t+ Process from Point/Station 231.000 to Point/Station 229.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.04 0 (Ac . ) Runoff from this stream = O.O85(CFS) Time of concentration = 6.40 min. Rainfall intensity = 6.065 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. I CFS ) (min) (In/Hr) 1 0.072 8.80 2 0.085 6.40 4.941 6.065 Qmax(1) = 1.000 * 1.000 * 0.0721 + 0.815 * 1.000 0.085) t = 0.141 Qmax(2) = 1.000 * 0.728 * 0.072) + 1.000 * 1.000 0.085) t = 0.137 Total of 2 streams to confluence: Flow rates before confluence point: 0.072 0.085 Maximum flow rates at confluence using above data: 0.141 0.137 Area of streams before confluence: 0.040 0.040 Results of confluence: Total flow rate = 0.141 (CFS) Time of concentration = 8.797 min. Effective stream area after confluence = 0.080 (Ac. ) tt++++tt+ttttt+t+t+++t+++t+tt++ttt++++++tt+t++t++t+t++++ttt+++++t+tt++ Process from Point/Station 229.000 to Point/Station 233.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 280.600(Ft.) Downstream point/station elevation = 279.800(Ft.) Pipe length = 75.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.14 1 (CFS) Given pipe size = 4 .OO (In. ) Calculated individual pipe flow = 0.14 1 (CFS ) Normal flow depth in pipe = 2.51(In.) Flow top width inside pipe = 3.67(In.) Critical Depth = 2.54(In.) Pipe flow velocity = 2.45 (Ft /s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 9.31 min. t++tt+++++++t++tttt++t+++t+t+ttttt+t++++t+ttt++++t++tt+t++t+ttt+t++++t Process from Point/Station 229.000 to Point/Station 233.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.080 (Ac. ) Runoff from this stream = 0.141 (CFS) Time of concentration = 9.31 min. Rainfall intensity = 4.765 (In/Hr) ++++t++++t++t+++t+tt+tt+tt+t+t++t+t++tt++t++t+++ttt+++++t++t++t++t++t+ Process from Point/Station 235.000 to Point/Station 233.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 35.000(Ft.) Highest elevation = 286.000(Ft.) Lowest elevation = 283.500(Ft.) Elevation difference = 2.500(Ft.) Slope = 7.143 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 1.14 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.01 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slopeA(l/3)1 TC = [1.8*(1.1-0.3500)*( 100.000^.5)/( 7.143^(1/3)1= 7.01 Rainfall intensity (I) = 5.721(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.040 (CFS) Total initial stream area = 0.020(Ac.) Permanent Open Space ++t+t+++t+++++++++t++t++++++tt+tt++ttttt++tt+++tttt+tt++++t++t+++ttt++ Process from Point/Station 235.000 to Point/Station 233.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = O.OZO(Ac.) Runoff from this stream = 0.040 (CFS) Time of concentration = 7.01 min. Rainfall intensity = 5.721(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.141 9.31 2 0.040 7.01 Qmax(1) = 4.765 5.721 1.000 * 1.000 * 0.141) + 0.833 * 1.000 * 0.040) + = 0.175 1.000 * 0.753 * 0.141) + 1.000 1.000 0.040) t = 0.146 Qmax(2) = Total of 2 streams to confluence: Flow rates before confluence point: 0.141 0.040 Maximum flow rates at confluence using above data: 0.175 0.146 Area of streams before confluence: 0.080 0.020 Results of confluence: Total flow rate = 0.175 (CFS) Time of concentration = 9.307 min. Effective stream area after confluence = 0.100 (Ac. ) +ttttt+ttttttt+tt+t+tt+ttttttt+tttttttttttt+t+tttt+t+ttt+tttttttttt++t Process from Point/Station 233.000 to Point/Station 215.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 279.400(Ft.) Downstream point/station elevation = 278.0001Ft.l Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.175(CFS) Given pipe size = 4.00 (In. 1 Calculated individual pipe flow = 0.175 (CFS) Normal flow depth in pipe = 2.17(In.) Flow top width inside pipe = 3.99(In.) Critical Depth = 2.83(In.) Pipe flow velocity = 3.60 (Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 9.56 min. ttt++++tt+ttt+ttttttt+tt+t++ttt++tt++t+tt+ttt+ttt+t++t++ttt+t+ttttt+t+ Process from Point/Station 233.000 to Point/Station 215.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.100[Ac.) Runoff from this stream = 0.175(CFS) Time of concentration = 9.56 min. Rainfall intensity = 4.683 (In/Hr) tttttttttttt+tttttttttttt++t++ttttttttttttttttttt+t+tt+t+tt++ttttt+ttt **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 Process from Point/Station 207.000 to Point/Station 209.000 [COMMERCIAL area type 1 [General Commercial 1 Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 65.OOO(Ft.) Highest elevation = 303.500lFt.) Lowest elevation = 302.500(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.538 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.54 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.18 minutes TC = [l. 8* (1.1-C) *distance(Ft.) 5) / (% slope^ (1/3)] Calculated TC of 3.781 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.058(CFS) Total initial stream area = 0.010 (Ac. ) General Commercial TC = [l.8* (1.1-0.8200) * ( 75.000^.5) / ( 1.538'- (1/3) I= 3.78 ...................................................................... Process from Point/Station 209.000 to Point/Station 211.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 302.500(Ft.) End of street segment elevation = 296.000(Ft.) Length of street segment = 605.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.I Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.014(CFS) Depth of flow = 0.376(Ft.), Average velocity = 2.609(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.985(Ft.) Flow velocity = 2.61(Ft/s) Travel time = 3.87 min. TC = 1.65 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type 1 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensitv = 5.409(In/Hr) for a 100.0 vear storm Effective runoff coefficient used for. total area (Q=KCIA) is C = 0.820 CA = 1,484 Subarea runoff = 7.969 (CFS) for 1.800 (Ac. ) Total runoff = 8.028 (CFS) Total area = 1.810 (Ac. ) Street flow at end of street = 8.028(CFS) Half street flow at end of street = 8.028 (CFS) .- Depth of flow = 0.453(Ft.), Average velocity = 3.075(Ft/s) Flow width (from curb towards crown)= 15.838(Ft.) +++++t+++++tt+tt++++++t+++++++++++++++t+++tt++t+++t++++t++t+++t++t++t+ Process from Point/Station 211.000 to Point/Station 215.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 293.000(Ft.) Downstream point./station elevation = 278.000(Ft.) Pipe length = 32.001Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.028(CFS) Given pipe size = 18.00 (In. ) Calculated individual pipe flow = 8.028 (CFS) Normal flow depth in pipe = 4.06(In.) Flow top width inside pipe = 15.05(In.) Critical Depth = 13.18(In.) Pipe flow velocity = 26.87 (Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.67 min. +++++++++++t++++++++++++tt+++t++t++++++t+++++++t++++++t++++++ttt++t+++ Process from Point/Station 213.000 to Point/Station 215.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.810 (Ac. ) Runoff from this stream = 8.028(CFS) Time of concentration = 7.67 min. Rainfall intensity = 5.400 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2 0.175 8.028 9.56 7.67 4.683 5.400 Qmax(1) = 1.000 * 1.000 * 0.175) + 0.867 * 1.000 * 8.028) + = 7.136 Qmax(2) = 1.000 + 0.802 * 0.175) + 1.000 * 1.000 * 8.028) + = 8.168 Total of 2 streams to confluence: Flow rates before confluence point: 0.175 8.028 Maximum flow rates at confluence using above data: 7.136 8.168 ~~ Area of streams before confluence: 0.100 1.810 Results of confluence: Total flow rate = 8.168 (CFS) Time of concentration = 7.667 min. Effective stream area after confluence = 1.910 (Ac. ) ++t++t+t+t++ttt++t+t+t+++tt++++++t++tt+++++++++tt+++ttt+tt++++++++++t+ Process from Point/Station 215.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (User specified size) **+* Upstream point/station elevation = 277.600(Ft.) Downstream point/station elevation = 262.500(Ft.) Pipe length = 28.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.168 (CFS) Given pipe size = 18.00 (In. ) Calculated individual pipe flow = 8.168 (CFS) Normal flow depth in pipe = 3.96(In.) Flow top width inside pipe = 14.91(In.) Critical Depth = 13.29(In.) Pipe flow velocity = 28.38(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TCI = 7.68 min. ++++++t++tt++t++t++++++++++++t+t++++++tt++++++++++t+++t++t++++++++tt++ Process from Point/Station 215.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.910(Ac.) Runoff from this stream = 8.168(CFS) Time of concentration = 7.68 min. Rainfall intensity = 5.392(In/Hr) ++++t+++++++++++t+t+++++++t+tt++++t+++t++++tt++t++t+++t++t++++++++++++ Process from Point/Station 201.000 to Point/Station 203,000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL 1 (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 Initial subarea total flow distance = 54.000(Ft.) Highest elevation = 285.980(Ft.) Lowest elevation = 285.300(Et.) Elevation difference = 0.680(Ft.) Slope = 1.259 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Et) for the top area slope value of 1.26 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.72 minutes TC = [i. 8*(l.l-C) *distance(Ft. IA.5)i(% slopeA (1i3) I TC = [1.8*(1.1-0.6000)*( 65.000^.5)/( 1.259"(1/3)1= 6.72 Rainfall intensity (I) = 5.879(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.141 (CFS) Total initial stream area = 0.040 (Ac. ) 10.9 DU/A or Less tt+++++tt+++++++++++tt+t+++++++++++++++++t++++++t++++++++++++t+++++t++ Process from Point/Station 203.000 to Point/Station 205.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 285.300(Ft.) End of street segment elevation = 271.000(Ft.) Length of street segment = 840.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.5001Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.512(CFS) Depth of flow = 0.315(Ft.), Average velocity = 2.800(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.913(Ft.) Flow velocity = 2.80(Ft/s) Travel time = 5.00 min. TC = 11.72 min. Adding area flow to street User specified 'C' value of 0.600 given for subarea Rainfall intensity = 4.107(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area Subarea runoff = 4.836 (CFS) for 1.980 (Ac. ) Total runoff = 4.977(CFS) Total area = 2.020(Ac.) Street flow at end of street = 4.977 (CFS) Half street flow at end of street = 4.977 (CFS) Depth of flow = 0.375(Ft.), Average velocity = 3.272(Ft/s) Flow width (from curb towards crown)= 11.911(Ft.) (Q=KCIA) is C = 0.600 CA = 1.212 ttt+t+t++t+++tt+tttttttt+++tttttttttt+t+++tt++ttt++t+tt+ttttt+ttt+t+tt Process from Point/Station 203.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.020 (Ac. ) Runoff from this stream = 4.977 (CFS) Time of concentration = 11.72 min. Rainfall intensity = 4.107(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.168 7.68 2 4.917 11.72 5.392 4.107 QmaxIl) = 1.000 * 1.000 f 8.168) + 1.000 * 0.656 * 4.977) + = 11.431 0.762 * 1.000 * 8.168) t 1.000 * 1.000 * 4.977) t = 11.198 Qmax(2) = Total of 2 streams to confluence: Flow rates before confluence point: ..- .. 8.168 4.977 11.431 11.198 Maximum flow rates at confluence using above data: Area of streams before confluence: 1.910 2.020 Results of confluence: Total flow rate = 11.431(CFS) Time of concentration = 7.683 min. Effective stream area after confluence = 3.930 (Ac. 1 ++++++t+t+++t+++++++t+++++++++++t+++++++++++++++t+t+++++++++++++t++++t Process from Point/Station 205.000 to Point/Station 243.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 262.500tFt.) Downstream point/station elevation = 259.170(Ft.) Pipe length = 57.00(Ft.) Manning’s N = 0.013 No. of pipes = 1 Required pipe flow = 11.431(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 11.431(CFS) Normal flow depth in pipe = 8.47(1n.) Flow top width inside pipe = 17.97(In.) Critical Depth = 15.48(In.) Pipe flow velocity = 13.99 (Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 7.75 min. ...................................................................... Process from Point/Station 205.000 to Point/Station 243.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.930 (Ac. ) Runoff from this stream = 11.431(CFS) Time of concentration = 7.75 min. Rainfall intensity = 5.362 (In/Hr) ...................................................................... Process from Point/Station 237.000 to Point/Station 239.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL 1 (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 46.000(Ft.) Highest elevation = 278.500(Ft.) Lowest elevation = 277.000(Ft.) Elevation difference = 1.500(Ft.) Slope = 3.261 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 3.26 8, in a development type of In Accordance With Figure 3-3 24.0 DU/A or Less Initial Area Time of Concentration = 4.49 minutes TC = [ 1.8* (1.1-C) *distance (Ft. )/I. 5) / (8 slopeA (1/3) I Calculated TC of 4.491 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.110 Subarea runoff = 0.101 (CFS) Total initial stream area = 0.020 (Ac. ) TC = [1.8* (1.1-0.7100) * ( 90.O0OA.5) / ( 3.261^ (1/3) I= 4.49 ++tt+t+++t++++++tt++t+++t+++++tt+tt+++t+++t++t+tt+tt+t++++++t++t+t++++ Process from Point/Station 239.000 to Point/Station 241.000 **** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION **** Top of street segment elevation = 277.000(Ft.) End of street segment elevation = 211.400(Ft.) Length of street segment = 566.000(Ft.) Height of curb above gutter flowline = fj.O(In.1 Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.944 (CFS) Depth of flow = 0.316(Ft.), Average velocity = 2.142(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.974(Ft.) Flow velocity = 2.14(Ft/s) Travel time = 4.40 min. TC = 8.90 min. Adding area flow to street User specified 'C' value of 0.680 given for subarea Rainfall intensity = 4.906(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.680 CA = 0.789 Subarea runoff = 3.769(CFS) for 1.140 (Ac. ) Total runoff = 3.870 (CFS) Total area = 1,160 ( Ac . ) Street flow at end of street = 3.870(CFS) Half street flow at end of street = 3.870(CFS) Depth of flow = 0.377(Ft.), Average velocity = 2.506(Ft/s) Flow width (from curb towards crown)= 12.007(Ft.) ttt+ttt++++tt+t+++++++++t+t++++t+t++++++++t+t+t+t++++++++t+++++++++++t Process from Point/Station 241.000 to Point/Station 243.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 264.360(Ft.) Downstream point/station elevation = 259.170(Ft.) Pipe length = 81.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.8101CFS) Given pipe size = 18.00 (In. ) Calculated individual pipe flow = 3.870 (CFS) Normal flow depth in pipe = 4.64(In.) Flow tap width inside pipe = 15.75(In.) Critical Depth = 9.03(In.) Pipe flow velocity = 10.73(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 9.02 min. ...................................................................... Process from Point/Station 241.000 to Point/Station 243.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.160 (Ac. ) Runoff from this stream = 3.870 (CFS) Time of concentration = 9.02 min. Rainfall intensity = 4.862 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. ( CFS ) (min) (In/Hr) 1 11.431 7.75 5.362 2 3.870 9.02 4.862 Qmax(1) = 1.000 * 1.000 * 11.431) + 1.000 * 0.859 * 3.870) + = 14.756 0.907 * 1.000 * 11.431) + 1.000 * 1.000 * 3.870) t = 14.235 Qmax(2) = Total of 2 streams to confluence: Flow rates before confluence point: 11.431 3.870 Maximum flow rates at confluence usina above data: 14.756 14.235 Area of streams before confluence: 3.930 1.160 Results of confluence: Total flow rate = 14.756 (CFS) Time of concentration = 7.751 min. Effective stream area after confluence = 5.090 (Ac. ) End of computations, total study area = 5.090 (Ac.) .- BASIN D San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/25/04 Calvary Chapel Prooosed Condition. 100-Year Event. Basin ID' Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.300 P6/P24 = 62.88 San Diego hydrology manual 'C' values used ...................................................................... Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type I (General Commercial I Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 130.000(Ft.) Highest elevation = 259.500(Ft.) Lowest elevation = 291.500(Ft.) Elevation difference = 8.000(Ft.) Slope = 6.154 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 6.15 8, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.61 minutes TC = [l.E*(l.l-C)*distance(Ft. I ^.5)/(% slopeA(l/3) 1 TC = [1.8* (1.1-0.8200) [ 90.000^.5) / ( 6.154- (1/3) I= 2.61 The initial area total distance of 130.00 IFt.) entered leaves a remaining distance of 40.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.39 minutes for a distance of 40.00 [Ft.) and a slope of 6.15 % with an elevation difference of 2.46(Ft.) from the end of the top area General Commercial Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))1".385 *60(min/hr) ,-- e - - 0.391 Minutes Tt=1111.9*0.0076"3)/I 2.46)1^.385= 0.39 .. .. Total initial area Ti = Calculated TC of 3.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.117(CFS) Total initial stream area = 0.020 (Ac. ) 2161 minutes from Figure 3-3 formula plus 0.39 minutes from the Figure 3-4 formula = 3.00 minutes tt+ttttttt++tttt+t+ttt++tt++t+t+tttt+ttttttttttt+tt+tttt+ttt+ttt+t+ttt Process from Point/Station 102.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION **** Top of street segment elevation = 291.500(Ft.) End of street segment elevation = 284.000(Ft.) Length of street segment = 130.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 10.000(Ft.) Distance from crown to crossfall grade break = 8.500lFt.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.1300 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.8 16 (CFS ) Depth of flow = 0.294(Ft.), Average velocity = 1.132(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.863(Ft.) Flow velocity = 1.13(Ft/s) Travel time = 1.91 min. TC = 4.91 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area Subarea runoff = 1.458(CFS) for 0.250(Ac.) Total runoff = 1.575 (CFS) Total area = 0.270 (Ac. ) Street flow at end of street = 1.575(CFS) Half street flow at end of street = 1.575(CFS) Depth of flow = 0.337(Ft.), Average velocity = 1.422(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 10.000(Ft.) [COMMERCIAL area type 1 (Q=KCIA) is C = 0.820 CA = 0.221 tttttttttt++ttttttt++t+t+ttt+tt+ttt++t+tt+tt++tt++++t++ttt+t+t+ttttttt Process from Point/Station 102.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.270 (Ac. ) Runoff from this stream = 1.575 (CFS) Time of concentration = 4.91 min. Rainfall intensity = 7.114 (In/Hr) +++++t++++t+++++t++++++t+++++t++++t+++tt+t+++++ttt+t++++++++++tt+t++++ **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 Process from Point/Station 107.000 to Point/Station 109.000 [MEDIUM DENSITY RESIDENTIAL I (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 47.000(Ft.) Highest elevation = 285.980(Ft.) Lowest elevation = 285.200(Ft.) Elevation difference = 0.780(Ft.) Slope = 1.660 % INITIAL AREA TIME OF CONCENTWLTION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.66 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.39 minutes TC = [1.8* (1.1-C)*distance(Ft. )".5) /(% slopeA(l/3)1 Rainfall intensity (I) = 6.072(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.153(CFS) Total initial stream area = 0.040(Ac.) 14.5 DU/A or Less TC = [1.8*(1.1-0.6300)*( 80.000A.5)/( 1.660"(1/3)1= 6.39 ++t++t+++t+++++++t+++++tt++t++++t+t++t+t+++++++++++++++++t+++tt++++++t Process from Point/Station 109.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME t SUBAREA FLOW ADDITION **** Top of street segment elevation = 285.200(Ft.) End of street segment elevation = 284.000(Ft.) Length of street segment = 275.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] sidels) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.915(CFS) Depth of flow = 0.290(Ft.), Average velocity = 1.320(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.686(Ft.) ,Flow velocity = 1.32 (Ft/s) Travel time = 3.47 min. TC = 9.86 min. Adding area flow to street User specified 'C' value of 0.630 given for subarea Rainfall intensity = 4.590(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.378 Subarea runoff = 1.582(CFS) for 0.560 (Ac.) Total runoff = 1.735 (CFS) Total area = 0.600(Ac.) Street flow at end of street = 1.735(CFS) Half street flow at end of street = 1.735(CFS) Depth of flow 3 0.341(Ft.), Average velocity = 1.520(Ft/s) Flow width (from curb towards crown)= 10.193CFt.) +++++t++++++++++++++t++t+++++t++tt+++t++++t+t+++++++++++++++++t+++++++ Process from Point/Station 109.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.600 (Ac. ) Runoff from this stream = 1.735 (CFS) Time of concentration = 9.86 min. Rainfall intensity = 4.590(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.575 4.91 7.114 2 1.735 9.86 4.590 Qmax(1) = 1.000 * 1.000 1.575) + 1.000 * 0.498 * 1.735) + = 2.440 0.645 * 1.000 * 1.575) t 1.000 f 1.000 * 1.735) + = 2.751 Qmax(2) = Total of 2 streams to confluence: Flow rates before confluence point: Maximum flow rates at confluence usinq above data: 1.575 1.735 2.440 2.751 Area of streams before confluence: 0.270 0.600 Results of confluence: Total flow rate = 2.751(CFS) Time of concentration = 9.862 min. Effective stream area after confluence = 0.870 (Ac. ) t+++++++++++tt++++++++t+++++tt++++++t++++t+++t+++++++tt++t++++++t+++tt Process from Point/Station 105.000 to Point/Station 111.OGO **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 284.000(Ft.) End of street segment elevation = 281.70G(Ft.) Length of street segment = 172.000(Ft.) Height of curb above gutter flowline = 6.O(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 32.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [l] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.078(CFS) Depth of flow = 0.342(Ft.), Average velocity = 2.669(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.251(Ft.) Flow velocity = 2.67(Ft/s) Travel time = 1.07 min. TC = 10.94 min. Adding area flow to street User specified 'C' value of 0.690 given for subarea Rainfall intensity = 4.294(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.690 CA = 0.780 Subarea runoff = 0.597(CFS) for 0.260 (Ac. ) Total runoff = 3.348(CFS) Total area = 1.130 (Ac. ) Street flow at end of street = 3.34 8 (CFS ) Half street flow at end of street = 3.348 (CFS) Depth of flow = 0.349(Ft.), Average velocity = 2.721(Ft/s) Flow width (from curb towards crown)= 10.621(Ft.) End of computations, total study area = 1.130 (Ac.) ,- GEOTECHNICAL INVESTIGATION PROPOSED CARLSBAD PROMENADE COMMERCIAL DEVELOPMENT CARLSBAD, CALIFORNIA February 13, 1998 (Revised May 14,1998) Project No. 4980005-001 Prepared For: KOLL Real Estde Group 4275 Executive Square, Suite 240 La Jolla, California 92037 (6 19) 292-8030 * (800) 447-2626 FAX (6 19) 292-077 I 3934 MURPHY CANYON ROAD, SUITE 8205, SAN DIEGO, CA 92123 February 13,1998 (RevisedMay 14,1998) ProjectNo. 4980005-001 To: KOLL Real Estate Group 4275 Executive Square, Suite 240 La Jolla, California92037 Attention: h4r. Tony Badeaux Subject: Geotechnical Investigation, Proposed Carlsbad Promenade Commercial Site, Carlsbad, California. In accordance with your request, we have performed a geotechnical investigation for the proposed Carlsbad Promenade commercial site located at the northeast corner of Poinsettia Avenue and Aviata Parkway in Carlsbad,California(see Site Location Map, Figure 1, Page 2). The purposeof our study was to review the current site conditions and evaluate the geologic conditions with regard to future site development. This report presents our results of our geotechnical investigation of the site. Our geotechnical analysis conclusionsand our recommendationsrelative to the proposed development are presented herein. Based on the results of our investigation and review of previous reports pertinent to the subject site, the proposed development is considered feasible from a geotechnicalstandpoint provided the recommendations outlined in this report are implementedduting grading and construction. If you have any questionsregarding our report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, !I- LEIGHTON AND ASSOCIATES, INC. me&= Director of Geology 1 /97) KABIMRSIJGF Distribution: (6) Addressee - I 3934 MURPHY CANYON ROAD, SUITE 6205. SAN DIEGO, CA 92 I23 (619) 292-8030 * (am) 447-2626 FAX (619) 292-0771 4980005-001 TABLE OF CONTENTS Section me 1.0 INTRODUCTION ................................................................................................................................................ 1 1.1 PURWSEANDSCOPE .................................................................. ............................................................... 1 1.2 SITE DESCRIPTION .......................................................................................................................................... I 1.3 PREVlous SITE GRADING .............................................................................................................................. 2 I .4 PROPOSEDDEVELOPMMT. ............................................................................................................................. 2 2.0 SUBSURFACE INVESTIGATION ..................................................................................................................... 4 2.1 RELDINVESTIGATION .................................................................................................................................... 4 2.2 LA~O~UTORY~~S~G .................................................................................................................................. 4 2.3 REGIONALGEOL~OY ...................................................................................................................................... 5 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS ........................................................................................ 6 3.1 S~GEOLOOY ............................................................................................................................................... 6 3.1. I 3.1.2 DocumentedFillSoils (MapSymbol- AfdJ UndocumentedFill Soils (Map symbol 3.1.3 TopsoiUColIuvium(h4ap~rnbol- Qco!, .............................................. 3.1.4 QuaIernaryAllwium(Mapsj.mbol- ............... 3.1.5 Quaternrny Terrace Deposits (Map 3. I. 6 TerIiory Scripps Formation (Map 3.2 GEOLOGIC STRUCTURE .................... 3.3 GROlMD WATER ............................................................................................................................................ 8 3.4 FAULTINGAND SEISMICIW ..................................... 3.4. I Liquefaction .......................................... 4.0 CONCLUSIONS ................................................................................................................................................ 10 5.0 RECOMMENDATIONS ................................................................................................................................... 12 5.1 EARTHWORK ................................................................................................................................................ 12 5.1. I Site Preparation ........ .............. 5.1.4 Fill Placemen Compaction.. .................... 5.1.2 Removoland Recompaction of Potenrially CompressibleSoils ..... 5.1.3 ExcavoIio ns... ................................. 5.2 TRANSITIONLOTS ........................................................................................................................................ 13 5.3 FO~DATIONDESIGN ................................................................................................................................... 14 5.3. I ConventionallyReinforcedFoundationSyslem - Low to Medium ErpansionSoils.. 5.3.2 Post-TensionedFoundaIion Design - Highly ExpansiveSoils ............................................. 5.3.3 Floor .......................................................................... 5.4 ANllClP .......................................................................... 5.5 RETAMIbGWALL DESIGN CONSIDERATIONS ............................................................................................... 17 5.6 FO~DATIONSETBAC KS ......................................................................... ................................................. 18 5.7 TYPE OF CEMENTFORCONSTRUCTION .................................................... ................................................. 18 5.9 SLOPESTABILI TY ..................................... ............................................................................................. 19 5.10 PAVEMENT DESIGN ..................................................................................................................................... 19 5.1 I GRADED SLOPES .......................................................................................................................................... 20 6.0 CONSTRUCTION OBSERVATION ................................................................................................................. 21 5.8 ~~OSIONRESISTANC .............................................................................................................................. 18 5.10 PAVEMENT DESIGN ................................................................................................................................. 19 i- I I 1 I t ! 4980005-001 i; TABLE OF CONTENTS (Continued) Figure 1 - Site Location Map ...................................................................................................................... 3 Table Table 1 - PTI Design Parametea ............................................................................................................. 12 me Plate 1 - GeotechnicalMap ........................................................................................................... In Pocket Amendices AppendixA - References AppendixB - Trench andBoringLogs AppendixC - Laboratory Testing Proceduresand Test Results AppendixD - General Earthwork and Grading Specification for Rough-Grading AppendixE - Slope Stability ( .- 4980005-001 1 .O INTRODUCTION 1.1 Purwse and Scorn This report presents the results of our geotechnical investigation for the proposed commercial developmentof the 13.7 acre parcel (of 29.9 acres total property area) located at the northeast comer of Poinsettia Avenue and Aviara Parkway in Carlsbad, California (see Figure 1). The purpose of our investigation was to evaluate the geotechnical conditions at the site and to provide conclusions and recommendations relative to site development. The scope of our services during the investigation includedthe following: Review of geotechnical literature pertainingto the general area of the site and geotechnical reports pertainingspecificallyto the site. A list of the items reviewed is included in Appendix A. Field reconnaissanceof the site and generalvicinity. Subsurface exploration consisting of the excavation, logging and sampling of 9 exploratory trenches and 5 small diameter borings to a maximum depth of 31 feet below existing grade. Logs of the trenchesand boringsare presented in Appendix B. Laboratory testing of representative soil samples obtained during the subsurface exploration to evaluate their pertinent engineeringcharacteristics. Results of the laboratory tests are provided in AppendixC. Geotechnical analysis of the dah obtained. Preparation of this report presenting our findings, conclusions, and recommendations with respect to the proposed development. i- 1.2 Site Descriotion The site is located at the northeast comer of Poinsettia Avenue and Aviara Parkway in Carlsbad, California (see Site Location Map, Figure 1). The property is roughly Lshaped and encompasses approximately 29.9 acres of which approximately 13.7 acres are proposed to be commercially developed. The southwest portion of the subject site has most recently been used for agricultural purposes. Topographically, the site is characterized several ridges incised by two main drainages. These drainages trend noMsouth and nor&heast/southwest. The surface elevations onsite vary from 237 to 307 feet above mean sea level. The site is bordered to the north by open space, to the south by Aviara Planning Area 24, to the west by Alga Road, and open space and agricultural development to the east. Natural vegetation consists of thick brush on the hillsides and abundant weeds and grasses in the lower areas. Surface water on the western and central portions of the property drains to the north via the north-south trending ravine located in the central portion of the subject site. Surface water on the southeastern portion of the site is directed south to southwest via a partially infilled ravine which outlets into a storm drain located on the adjacent property immediately to the south. Several utility -I- r I I i I I I 1 SITE LOCATION MAP CARLSBAD PROMENADE Carlsbad, California pRm No. 4980005Qol SCALE Not to scab ENGR./GEOL JQF/MRS DRAFT~BY KAB DATE MAY. 1998 ROW NO. 1 4980005-001 easementstransect the property. A 150 foot wide SW&E easement for overhead power lines crosses the eastern portion of the site and a 30 foot wide C.M.W.D. easement roughly bisects the property trending northeast southwest. 1.3 Previous Site Grading In general, previous site grading has included the tillingof the topsoil duringthe previous agricultural activities onsite, and the creation of several access roads associated with utility easements and the placement of compacted fill soils in the canyon at the southeast portion of the site during grading operations for the adjacent Aviara Planning Area 24. The placement and compaction of these compacted fill soils were observed and tested by others. This fill was placed to create positive drainage into the storm drain inlet located immediatelysouth of the subject parcels. Minor earthwork and surficial areas of undocumentedfill soils are also present in the areas adjacent to the existing sheds related to the current growing activities onsite. 1.4 ProwsedDevelooment Based on our review of the conceptual site plans provided by your office, we understand that the project will consist of the construction of a commercial development including gas station/ retail/grocery/restaurant facilities. Associated driveways, parking areas and loading docks are also planned. Also proposed to be completed during this phase of development is the extension of a portion of PoinsettiaLane to the northeast. We anticipate the proposed structures will be one- to two-story buildings of concrete panel tilt-up construction with a concrete slab-on-gradefloor. Presently, 8 structures are proposed across the site. The proposed site grading will include the construction of fill slopes to approximately 55 feet in maximum height and cut slopes to a maximum height on the order of 25 feet. Proposed cut and fill slopes have a gradient of 2 to 1 (horizontal to vertical). Site grading also includes the export of a significant amount of material from the site. -2- 4980005-001 2.0 SUBSURFACE INVESTIGATION 2. I Field Investigation Our subsurface investigation consisted of the excavation of 9 exploratory trenches to a maximum depth of 15 feet below the existing ground surface, and the excavation of 5 exploratory small-diameter borings to a maximum depth of 31 feet below the existing ground surface. The purposeof the exploratorytrenches and borings was to evaluate the engineeringcharacteristicsof the onsite soils relative to the proposed development as well as estimate the depth to competent bedrock material. Prior to commencing our excavations, Underground Service Alert was contacted and a field meeting was scheduled to coordinate location and identification of nearby underground utilities. The trenchesand boMgs were logged by a representativefrom our firm. Representativesamples were collected during our investigation for laboratory testing. The approximate locations of the borings and trenches are shown on the Geotechnical Map, Plate 1 (located in map pocket). Logs of the borings and trenches are presented in AppendixB. Subsequent to logging, the trenches and borings were backfilled with the spoils material. Some minor settlement of the backfill soils should be expected with time. At the time our investigation was performed, only conceptual plans were available. These plans did not reflect the proposed fill slope shown on Plate No. 1 in the northern portion of the site. As a result, no exploratorytrenches were excavated in this area. 2.2 LaboratorvTesting Representativesamples were tested for the following parameters: - In-place moisture and density; - Directshear; - In-situ moisture content and density; - Expansion index; - Undisturbedexpansion; - Sulfate content; - pH and resistivity,and; - Maximum density and optimum moisturecontent. The results of our laboratory testing, along with a summary of the testing procedures, are presented in AppendixC. -4- 4980005-001 c- 2.3 Reeional Geolopy The project is situated in the coastal sub-provence of the Peninsular Ranges Geomorphic Provence, near the western edge of the southern California batholith. This region has undergone several episodes of marine inundationand regressionduringthe last 54 million years. This has left a thick sequence of marine and non-marine sediments overlying the Southern California batholith. Recent periods of tectonic uplift have lead to the erosion of these sediments creating the canyon and ridgeline topography seen today. I _- -5- 4980005-001 ”- i 3.0 SUMMARY OF GEOTECHNICALCONDITIONS 3.1 Site Geology As encountered during our investigation,the site is underlain by Quaternary Terrace Material and the Tertiary Scripps Formation with a relatively thin mantle of TopsoiUColluvium and localized deeper areas of Quaternary Alluvium. An area of documented fill exists in the southeastern portion of the site. These fill soils were placed during grading operations for the adjacent Aviara Planning Area 24 and documented by others. Relatively minor amounts of undocumented fill soils were also encountered during our investigation at several locations. A brief description of the units encountered during our investigation is presented below. The approximate aerial extent of each of the units is shown on the GeotechnicalMap located at the rear of the text, (PlateNo. 1.). 3.1.1 UndocumentedFill SoilslMao svmbo 1 - Ah) Undocumented fill soils were encounteredonsite at the approximatelocations depicted on Plate 1, Geotechnical Map. These soils are considered uncompacted and as such are unsuitable to receive improvements in their current condition. Approximately 10 feet of undocumented fill was encountered in boring B-1. Therefore, these soils will require removal and recompaction where encounteredduring site development. 3.1.2 DocumentedFill Soils lhk Svmbol - Afd) Documented fill soils placed during the grading operations for the adjacent Aviara Planning Area (PA) 24 were encountered in the main drainage in the southern portion of the site. As encounteredthese soils were generally brown to light brown, moist, medium dense, silty sand to slightly clayey silty sand. Individual lifts that varied from approximately 4 to 10 inches were observed in the trench walls. Approximately 1 to 3 feet of saturated sandy silt to silty sand has been deposited over the majority of this fill area. Therefore, the upper 3 to 5 feet of these soils will require removal and recompactionwhere encountered during site development. Based on our review of pertinent documents, up to * 30 feet of compacted fill was placed within the subject site during grading for PA24. According to OUT review of the As-Graded Geotechnical Report for PA24 (Geotechnics, 1995, Appendix A), saturated alluvial soils were left-in-place approximatelyas shown on the Geotechnical Map presented at the rear of the text (Plate 1). 3.1.3 ToosoiUColluviumlMaD Svm bo1 - Ocol) The majority of the site is overlain by a relatively thin veneer of topsoiUcolluvium. AS encountered in our trenches, this unit consists of loose to medium dense, silty sand to sandy clays. In the southwest comer of the site the upper portion of this unit has been disturbed by agricultural activities. This unit is potentially compressible and will require removal and recompaction in areas proposed to receive fill or other structural improvements. The thickness of this unit varied from 2 to 4 feet in our trenches and was generally unmapped. One mapped -6- 4980005-001 deposit of colluvium is shown on PlateNo. I in the vicinity of T-4. In this area, colluvial soils were encounteredup to 5 feet in depth although locally deeper areas are anticipated. 3.1.4 OuatemarvAlluvium (Map Svmbol- Oal] Quaternary-aged alluvium was encountered during our investigation in the lower portions of the canyons which drain the site. These soils are typically loose to medium dense, clayey to siltysands. These soils are potentiallycompressiblein their present condition and will require special treatment during site grading (see Recommendations, Section 6.0). The thickness of this material varied from 2 to IO feet below existing site grades in the southern portion of the site although locally deeper areas may exist. Alluvial soils also underlie the undocumented fill in the areas adjacent to Boring B-1 and in the area of the toe of the proposed fill slope in the northem portion of the site. Based on the topographic expressions of the canyon the is area, alluvial soils may exceed 10 feet in depth to the toe area. 3.1.5 QuaternarvTerrace Dewsits lMau Svmbol - Ot) Quaternary-aged Terrace Deposits locally overly the Scripps Formation in several locations amss the site, These deposits were generally found along the ridgelines above approximately 270 feet mean sea level. As encountered during our investigation, these deposits generally consistedof orange to reddish-brow damp to moist, medium dense to very dense, clayey, fine to coarse sand. The upper portion of this unit was highly weathered and locally porous in localized areas. This unit was massive and abundant iron oxide staining was visible throughout the exposures. In general, this material is suitable to receive additional fill or structural loads. However, the upper weathered portion (minimum of 1 to 3 feet) of this unit should be removed and recompacted during site grading. 3.1.6 Tertiarv Scrims Formation (Mau Svmbol- Tsc) The mappd limits of this and other roughly time-equivalent units have locally varied dependingon which map is used as a reference. The same geologic unit has been mapped on adjacent sites as Tertiary Torrey Sandstone to the west, Tertiary Santiago to the north, and undifferentiated Scrippflomeyto the south. For the purposes of this report we are using the Scripps Formational name based on our field observations, experience on other nearby sites, and mapping completed by Leonard Eisenberg (Eisenberg, 1983). In general, the unit consists of massive to prly bedded sandstone with interbeddedclayey siltstone to silty claystone. The sandstone encountered consisted primarily of light gray to light yellow-brown, moist, dense to very dense, silty, tine- to medium grained sandstone. The sandstone was generally friable, slightly micaceous and massive. The siltstone consisted of medium brown to olive brown, moist, stiff, slightly clayey to clayey siltstone that was fissile to indistinctly bedded and contained calcium carbonate, manganese oxide, and iron oxide staining. During our subsurface investigation a 1-2 foot thick highly-expansive siltstone bed was encountered at an elevation ranging from f 277 feet msl in boring B-4 to f 290 feet msl in boring 8-5. Based on our .- -7- 4980005-001 .- i 3.2 3 -3 3.4 current site investigationas well as investigationsperformed on adjacent sites, this bed appears to be laterally continuous dipping f 5" to the southwest. The claystone typically was gray to brown, moist, stiff to hard, fine-grained, sandy to silty claystone that was moderately sheared. This material is anticipated to be exported offsite during grading. Where encountered, the upper 12 to 18 inches of the Scripps Formation appears to be weathered, porous and potentially compressible. This weathered material should be removed and recompacted in areas of proposed till or other improvements. Geolonic Structure The bedrock unitsencounteredon the site were generally weakly bedded to massive with bedding of the Scripps Formation dipping gently to the southwest. Ground Water. A static ground water table was not encountered during our field study. However, a perched groundwater condition was encountered in trench T-4 at a depth of approximately 5 feet below the existing ground surface. The water was encountered flowing at the contact between the overlying colluvial material and the underlying, relatively less permeable Scripps Formation. Removal and recompaction of this material and installation of a stability fill and subdrain will be required to mitigatethis condition. In addition,canyon subdrainswill be required in deep fill mas to minimize potential groundwater buildup. Therefore, it is our professional opinion that groundwater is not expected to be a significant constraint to the proposed development provided the recommendations of this report are adhered to. However, since relatively impermeablematerials were encountered on site, seepage conditions may locally be encountered after periods of heavy rainfall or irrigation. These conditionscan be treated on an individual basis if they occur. Faultinnand Seismicity Our discussion of faults on the site is prefaced with a discussion of California legislation and state policies concerning the classification and land-use criteria associated with faults. By definition of the California Mining and Geology Board, an &e fault is a fault which has had surface displacementwithin Holocene time (about the last 11,000 years). The State Geologist has defined a potentiallv active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years) but that has not been proven to be active or inactive. This definition is used in delineating Fault Rupture Hazard Zones as mandated by the Alquist-PrioloEarthquake Fault Zoning Act of 1972 and most recently revised in 1994. The intent of this act is to assure that unwise. urban development does not occur across the traces of active faults. Based on our review of the Fault- Rupture Hazard Zones, the site is not located within any Fault-Rupture Hazard Zone as created by the Alquist-PrioloAct (Hart, 1994) -8- 4980005-001 (- Our review of available geologic literature indicated that there are no known active or potentially active faults that transect the subject site. Evidence of faulting on site was not encounted during our investigation. The location of the proposed development can be considered to lie within a seismically active region, as can all of southern California. The Rose Canyon fault zone, which is located approximately 5.2 miles west of the site, is considered to have the most significant seismic effect at the site from a design standpoint. A maximum probable earthquake of moment magnitude 5.9 on the Rose Canyon fault zone (considered the design earthquake for this site) could produce a peak horizontal ground accelerationat the site of approximately0.26g (Campbell, 1993). The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters of the Structural Engineers Association of California. The site is located in Seismic Zone 4 per the 1994 Uniform Building Code (UBC). Per Table 16-J of the 1994 Uniform Building Code, a site coefficientof 1.2 may be used for design purposes. 3.4.1 Liauefaction Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near-surface ground water table are most susceptible to liquefaction,while the stability of most silty clays and clays is not adversely affected by vibratory motion. Due to the relatively high density of the onsite Scripps Formation, and the relatively fine grained nature of the topsoil/ colluvium and alluvium coupled with the absence of a shallow static water table, the potential for liquefaction and dynamic settlement at the site due to the design earthquake is anticipated to be low. '.. 9- 4980005-001 4.0 CONCLUSIONS , Based on the results of our geotechnical investigation, it our opinion that the proposed development is feasible from a geotechnical standpoint provided the following conclusions and recommendations are incorporatedinto the design and construction of the subject project. The following is a summary of the geotechnical factors which may affect development of the site. Based on our subsurface exploration and review of pertinent geotechnical reports, the site is underlain by topsoil/colluvium,alluvium, Quaternary Terrace Deposits, and sandstone and to a lesser extent claystone and siltstoneof the Tertiary Scripps Formation. A highly expansive siltstone bed was encountered at an elevation ranging from approximately* 277 feet msl to f 290 feet msl. Based on our review of the site plan provided by O'Day Consultantsthis siltstone bed may be exposed at, or exist near the proposed finish grade elevations. If mapping during grading operations suggest that this is the case, additional recommendations such as overexcavation and replacement with low expansion material or heavily reinforced foundation and slabs will be required to mitigate potential adverse conditions. Undocumented fill soils are present on site at various locations. These soils are considered uncompacted in their present state and will require removal and recompaction prior to the placement of additional fill soils or other improvements. Removal of this material will likely require grading beyond the planned limitsofgradingwest of BuildingC and BoringB-1. Documented fill soils exist in the southern portion of the subject site. These soils were placed during grading for the adjacent Aviara Planning Area 24. Based on review of the As-Graded Geotechnical Report for PA24, saturated alluvial soils were left-in-placebeneath a portion of these fill soils as shown on the Geotechnical map presented at the rear of the text (Plate 1). As encountered the fill soils appeared to be moist, medium dense, and free from deleterious material. With the exception of the upper 1 to 3 feet, these materials are suitable to support the proposed fill load. In general, the upper 2 to 4 feet of the onsite soils arc unsuitable to receive the proposed improvements in their current state and will require remedial grading such as removal and recompaction prior to site development. Deeper removals may be required within the main drainages onsite. It is noted that the planned excavation will remove the majority of this material onsite. Laboratory test results and our previous experience in the area indicate the topsoil/colluvium, and alluvial soils, as well as weathered formational soils present on the site have the following soil engineering characteristics: - Moderate to high expansion potential - Negligible sulfate content - Moderate hydroconsolidationpotential in their present state - Poor strength below the proposed pavement. - i - 10- 4980005-001 As a result, these materials should be placed in the deeper till areas or exported from the site. The material to be exposed and the planned finish grade (which will comprise the majority of the onsite fills) will generally consist of dense materials of the Scripps Formation. These soils, in general, consist of dense formational soils with favorable engineeringproperties such as: - Low to medium expansion - Good load-bearingcapacity - Negligible sulfate content - Favorable pavement support characteristics The existing onsite soils appear to be suitable for use as fill material provided they are free of organic material, debris, and rock fragments largerthan 6 inches in maximum dimension. A permanent static shallow ground water table was not encountered during our investigation. Perched ground water was encountered during our trenching investigation at a depth of approximately 5 feet below existing grade in trench T-4. However, we anticipate that ground water will not be a significant factor during site grading and construction provided the recommendations presented in this report are adhered to. Active or potentially active faults are not known to exist on the site. The maximum anticipated ground acceleration on the site due to the design earthquake on the Rose Canyon fault zone of Moment Magnitude59 is estimatedto be 0.26g. Based on our evaluation, the potential for liquefaction and associated dynamic settlement at the site is considered low. - i I - 11 - 4980005-001 5.0 RECOMMENDATIONS 5.1 Earthwork i' 1 We anticipate that earthwork at the site will consist of site preparation, excavation, removal and recompaction of potentially compressible soils, fill placement and backfill. We recommend that earthworkon the site be performed in accordance with the followingrecommendations,the City of Carlsbad grading requirements, and the General Earthwork and Grading Specifications included in Appendix D. In case of conflict, the following recommendations shall supersede those in Appendix D. 5.1.1 Site Preoaration Prior to grading, all areas to receive structural fill or engineered structures should be cleared of surface and subsurface obstructions, including any existing debris, potentially compressible material (such as topsoillcolluvium, alluvium, weathered formational material, and undocumented fill soils), and stripped of vegetation. Removed vegetation and debris should be properly disposed of off site. Holes resulting from removal of buried obstructions which extend below finished site grades should be replaced with suitable compacted fill material. All areas to receive fill andlor other surface improvements should be scarified to a minimum depth of 6 inches, brought to near optimum moisture condition, and recompacted to at least90 percentrelativecompaction(basedon ASTM Test MethodD1557-91). 5.1.2 Removal and RecomDaction of PotentiallvComDressible Soils In general, alluvium, colluvium, topsoil, weathered formational soils, and undocumented fill soils not removed by the planned grading, should be excavated,moisture conditionedor dried back to near optimum moisture content, and then recompacted prior to placing any additional fill soils. Typically,these soils including near-surface soils in areas that have been farmed in the past are anticipated to be porous and potentially compressible in their present state, and may settle appreciably under the surcharge of fills or foundation loading. In areas that will receive fill or other surface improvements, these potentially compressible soils should be removed down to competent formational materials and recompacted. We recommend that the alluvium be either removed to formational material or to within f 2 feet of the static ground water table if encountered. If saturated alluvial soils are left in place, future differential settlement should be anticipated and the area should be monitored for settlement prior to the construction of improvements. In general, we estimate the alluvial removals in the two main canyon portions of the site to be up to f 15 feet in depth. The colluvial removals will generally range from 2 to 8 feet, while removals of topsoil and near surface soils disturbed by fanning will be on the order of 2 to 4 feet. Removals of the undocumented fill soils encountered adjacent to the dirt access road - 12- 4980005-001 m the west-central portion of the site will be on the order of IO to 12 feet. Other areas of undocumented fill soils, though limited in extent, will also require removal and recompaction in areas of proposed improvements. In the areas of previously documented fill soils, a removal on the order of 2 to 4 feet will be required. It should be noted that these depths are estimates provided for planning purposes only and are based on widely spaced excavations located prior to the completion of final site development plans. Deeper removals may be. required in localized thicker zones of compressiblesoils. 5.1.3 Excavations Excavations of the onsite materials may generally be accomplishedwith conventional heavy- duty earthworkequipment. It is not anticipatedthat oversized rock (i.e. rock with maximum dimensions greater than 6 inches) will be generated during grading. However, if oversized rock is encountered, it should be placed as fill in accordance with the details presented in Appendix D. 5.1.4 Fill Placementand ComDaction The onsite soils are generally suitable for use as compacted fill provided they are free of organic material, debris, and rock fragments larger than 6 inches in maximum dimension. All fill soils should be brought to near-optimum moisture conditions and compacted to uniform lifts to at least 90 percent relative compaction based on laboratory standard ASTM Test Method D1557-91. The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill shouldbe placed in lifts not exceeding8 inches in thickness. Placement and compaction of fill should be performed in general accordance with the current City of Carlsbadgrading ordinances, sound construction practice, and the General Earthwork and Grading Specificationsfor Rough Gradingpresented in AppendixD. 5.2 Transition Lo@ Site development plans were not yet completed at the time of our field investigation. However, a 50-scale preliminary site plan provided by O'Day Consultants suggests that Buildings C, D and E will be transition (cut/fill) lots as proposed. Other transition lots may occur during site grading operations. We recommend that the cut portion of the transition lots be overexcavated a minimum of 4 feet to minimize the potential for differentialsettlement. -13- 4980005-001 c- I 5.3 FoundationDesien The majority of the onsite soils are anticipated to have a low expansion potential. However, as discussed, localized areas of medium to high expansive soils are present on site. As a result, we provide the following preliminary foundation design recommendations for a range of soil conditions. Final foundation recommendationscan only be provided after expansion testing of the site finish grade soils. 5.3.1 ConventionallvReinforced Foundation Svstem - Low to Medium Exoansion Soils Conventionallyreinforced foundation systems may be utilized if the structure is underlain by granular soils with a low to medium expansion potential (less than 90 per UBC 18-2). These soils should extend to a minimum of 5 feet below finish floor and extend a minimum of 10 feet beyond the building perimeter. Continuous perimeter footings should have a minimum embedment and width of 18 and 15 inches, respectively. Continuous footings should be reinforced with a minimum of four No. 5 bars, two at the top and two at the bottom. Isolated spread footings should have a minimum base dimension of 24 inches, minimum embedment of 18 inches below adjacent grade and reinforced in accordance with the structural engineer's recommendations. Interior column footings should be isolated from the floor slab. Slabs on grade should have a minimum thickness of 4 inches and reinforcement consisting of No. 3 bars at 18 inches on center. It should be noted that the foundation dimensions and specified reinforcement are minimums only and should be designed by the structural engineer given the site specific soil conditionsand loading. (- 5.3.2 Post-TensionedFoundationDesien - Hiehlv Expansive Soils It is anticipatedthat the proposed building will utilize a combination of continuous perimeter footings and concrete slabon-grade. The following recommendations should be utilized if soils of high expansion potential (pterthan 90 per UBC 18-1-B) and present in the upper 4 feet of pad grade. This should be confirmed during grading by the geotechnical consultant. Footingsbearing in competent natural soil materialsor properly compacted fill should extend a minimum of 18 inches below the lowest adjacent grade. At this depth, footings may be designed using an allowable soil-bearing value of 2,000 pounds per square foot (psf). This value may be increased by onethird for loads of short duration including wind or seismic forces. If it is desired to utilize the foundation recommendations presented above, areas of highly expansive soils that are encounteredwithin 5 feet of pad grade should be removed and replaced with soils with a low to medium expansion potential. I- - 14- 4980005-001 6: Soils with a high expansion potential area left near grade, we recommend that the project st~~t~ral engineer design a post-tensioned slab-on-grade in order to reduce the potential for significant adverse effects of soil expansion and differential settlement on the foundation. The system consists of a slab with interior grade beams and perimeter footings reinforced with tendons, which are tensioned after the concrete is cured. We recommend the slab be designed in accordance with the followingdesign parameters in Table I, based on criteria of the Post-Tensioning Institute. Table 1 PTI Design Parameters I Design Criteria I Expansion Index (UBC 18- I-B) Allowable Bearing Capacity: Exact foundation design can only be provided by a qualified structural engineer. Post-tensioned slabs should have a minimum thickness of 5 inches. The slab should be underlain with 2 inches of clean sand, a vapor barrier and another 4 inches of clean sand. Presoakingof the subgrade soils will be necessary. 5.3.3 Floor Slabs Both post tensioned or conventionallyreinforced slabs should be underlain by a minimum of 2 inches of clean sand (sand equivalent> 30) which is in turn underlain by a 6 mil thick (or greater) vapor barrier. The vapor barrier should be sealed at all penetrations and the laps should be appropriately sealed. We recommend that the vapor barrier be also underlain by a 4-inch layer of clean sand (sand equivalent greater than 30) to act as a capillary break. Moisture vapor transmission may be additionally reduced by use of concrete additives. Moisture barrierscan retard, but not eliminatemoisturevapor movement from the underlying soils up through the slab. We recommend that the floor coverings installer test the moisture -IS- 4980005-00 I vapor flux rate prior to attempting application of the flooring. A slipsheet or equivalent should be utilized above the concrete slab if crack-sensitive floor coverings(such as ceramic tile, etc.) are to be placed directly on the concrete slab. Our experience indicates that use of reinforcement in slabs and foundations will generally reduce the potential for drying and shrinkage cracking. However, some cracking should be expected as the concrete cures. Minor cracking is considered normal; however, it if often aggravated by a high cement ratio, high concrete temperature at the time of placement, small aggregate size, and rapid moisture loss due to hot, dry, and/or windy conditions during placement and curing. Cracking due to temperature and moisture fluctuations can also be expected. The use of low slump concrete (not exceeding 4 to 5 inches at the time of placement) can reduce the potential for shrinkage cracking and the action of tensioning the tendons can close small shrinkage cracks. The slab subgrade soils underlying the post-tension or conventionally reinforced foundation system should be. presoaked prior to placement of the moisture bamier and slab concrete. The subgrade soil moisture content should be checked by a representative of Leighton and Associates prior to slab construction. Presoaking or moisture conditioning may be achieved in a number of ways, but based on our professional experience, we have found that minimizingthe moisture loss of pads that have already been graded (by periodic wetting to keep the upper portion of the pad from drying out) can be achieved by the placement of temporary sprinkler systems on the lots. If flooding is performed, a couple of days to let the upper portion of the pad dry our and form a crust (so equipment can be utilized) should be anticipated. Final recommendations for presaturation will be prepared upon the completion of site grading and additional soil testing. 5.4 AnticiDated Settlement Settlement of properly compacted fill soils can occur upon application of structural loads (elastic settlement), the majority of which typically occurs during and slightly after construction and upon saturation due to water infiltration (hydroconsolidationsettlement) which may occur over a period of many years. The recommended allowable-bearingcapacity is generally based on a maximum total and differential (elastic) settlement of 3/4 inch and 112 inch, respectively, upon application of structural loads. Approximately 112 of this settlement is anticipated to occur during construction. Actual settlement can be estimated on the basis that settlement is roughly proportional to the net contact bearing pressure. Long-term (hydroconso1idation)settlement is not anticipated to be a design concern since the map does not cumntly indicate a significant fill differential below the proposed structures. This will be further evaluated during grading. - 16- 4980005-001 f; 5.5 Retaining Wall Desien Considerations Embedded structural wails should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enoughto mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at rest" conditions. If a structure moves toward the soils, the resulting resistancedeveloped by the soil is the "passive" resistance. For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water table and backfilled with soils of very low to low expansion potential is provided below. Onsite soils are suitable for use as retaining wall backfill provided they are free from debris and have an expansion potential less than 50 (UBC 18-2). The above values assume free-drainingconditions. If conditionsother than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical engineer. All retaining wall structures should be provided with appropriate drainage. The outlet pipe should be sloped to drain to a suitable outlet. Typical drainage design is illustratedin AppendixD. Wall back cut excavations less than 3 feet in height can be made near vertical. For back cuts greater than 3 feet in height, but less than 15 feet in height, the back cut should be flattened to a gradient of not steeper than 1:l (horizontal to vertical) slope inclination. For back cuts in excess of 15 feet in height, specific recommendationsshould be requested from the geotechnical consultant. As previously mentioned, the walls should be backfilled with granular material. The granular material backfill should be brought up to a height of approximately2 feet below the top of the walls and capped with compacted fill consisting of native soils. The granular and native backfill soils should be compacted to at least 90 percent relative compaction (based on ASTM Test Method D1557-91). The granular fill should extend horizontallyto a minimum distance equal to one-halfthe wall height behind the walls. The walls should be constructed and backfilled as scan as possible after back cut excavation. Prolonged exposure of back cut slopes may result in some localized slope instability. I .- /I -17- 4980005-001 ( .- Soil resistance developed against lateral structural movement can be obtained from the passive pressure values in the previous table. Further, for sliding resistance, a friction coefficient of 0.35 may be used at the concrete and soil interface. These values may be increased by one-third when considering loads of shott duration including wind or seismic loads. The total resistance may be taken as the sum of the frictional and passive resistance provided the passive portion does not exceed two-thirdsof the total resistance. Foundations for retaining walls in competent formational soils or properly compacted fill should be embedded at least 18 inches below lowest adjacent grade. At this depth, an allowable bearing capacity of 2,000 psf may be assumed. Retaining wall footings should be founded entirely on formational materials or properly compacted fill. Under cutting of the formational soils may be necessary. 5.6 Foundation Setbacks We recommend a minimum horizontal setback distance from the face of slopes for all structural footings (retaining walls, building footings, etc.). This distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of w2, where H is the slope height (in feet). The setback should not be less than 7 feet and need not be greater than 10 feet. Please note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement. The deepened footing should meet the setback as describedabove. 5.7 Tw of Cement for Constmction Representative samples of the soils anticipated to be near finish grade were obtained and tested for soluble sulfate content (AppendixC). Results of these tests indicate that these soils have a negligible sulfate content. As a result, concrete in contact with the onsite soils can most likely be normal Type I1 cement(or equivalent) in accordancewith the UBC Table 19-A-3.. 5.8 CorrosionResistance Samples of the representativeonsite soils were tested for minimum resistivity and pH by California Test Method 643. The results of this testing (Appendix C) indicate that the soils have a heavy corrosion potential in clayey soils and a minor potential for corrosion to buried uncoated metal conduits in sandy soils. A corrosion engineer should be consulted for further evaluation of this potential if buried metal conduits are proposed. - 18- 4980005-001 5.9 Slo~e Stability Proposed cut and fill slopes up to approximately25 feet and 55 feet, respectivelyare planned at 2:1 (horizontal to vertical) slope inclinations or flatter. Based on our analysis (Appendix E) of the geotechnical conditions encountered during our investigation, it is our opinion that cut slopes will be grossly stable at slope ratios of 2:1 (horizontal to vertical) or flatter. We recommend that the geotechnical consultant document and geologically map all excavations, including cut slopes, during construction. The pulpose of this mapping is to substantiate the geologic conditions assumed in our analysis. Proposed fill slopes constructed of onsite materials should be stable at inclinations of 2: 1 (horizontal to vertical) or flatter (Appendix E). The parameters used in our analysis are based on the results of our laboratory testing, experience, and our professional judgement. Final grading plans showing the design of all proposed cut and fill slopes should be reviewed by this consultant prior to site grading. Based on our experience with similar materials, we anticipate that the slopes constructed on the site will also have acceptable factors of safety as related to surficial stability (Appendix E). Based on review of the site preliminary grading plans, our subsurface investigation and geologic mapping of the site, the proposed cut slope northeast of Building A may expose colluvial material where a seepage condition was observed during our investigation. As a result, we recommend that the proposed slope be constructed with a stability fill. The stability fill should have a minimum width of IS-feet and extend to the top of slope. The stability fill key should be constructeda minimum of 5 feet below the toe of slope and the key bottom angled at least 2 percent into the slope. The stability fill backcut should not be steeper than a 1:l slope inclination. A subdrain system consisting of 4-inch diameter perforated pipe surrounded by a minimum of 3 cubic feet (per linear foot) of crushed 3/4-inch gravel and wrapped in filter fabric (Mirafi 140N or equivalent) should be placed along the bottom of the backcut and outletted to an appropriatedrainage facility. Constructionof the stability fill should be scheduled so that the amount of time the backcut is open is kept to a minimum (10 days maximum). If the stability fill is constructed during the rainy season and if precipitation is forecasted, visqueen sheeting should be placed on the backcut to reduce the potential for erosion and surficial slope failures. A typical detail of the recommendedstability fill and subdrain is presented in Appendix D. 5.10 Pavement Desim Final pavement recommendationsshould be provided based on R-value testingof roadway subgrade soils as final grades are achieved. For planningpurpose~ we have assumedthe onsite soils will have an R-value of 35. Utilizing assumed traffic indices of T.I. = 5.0, T.1 = 6.0, and T.I. = 7.0, the following structural pavement sections can be assumed for planning purposes. The project architectkivil engineer should choose the approximate traffic index. Subgrade soils should be obtained by the project geotechnical engineer during grading for R-value testing, to determine the final pavement design. - 19- 4980005-00 1 I inchesofCaltransClass2 base inches of Caltrans Class 2 base The upper 12 inches of subgrade soils should be scarified, moisture conditioned and compacted to a minimum of 95 percent relative compaction based on ASTM Test Method D1557-91. If fill is requiredto reach subgrade design grade, fill placement should be performed in accordance with the recommendationspresented in Section 5.1. The aggregate base material should be compactedto 95 percent relative compaction. The above pavement sections may be reduced if the subgrade is lime- treated. For the delivery pads, loading docks, and trash corral areas, we recommend 7 inches of Portland Cement Concrete (P.C.C.) over 4 inches of Caltrans Class 2 base. The P.C.C. in the above pavement sections should be provided with appropriate steel reinforcement and crack-control joints as designed by the project structural engineer. Minimum reinforcement should consist of 6x6-6/6 welded wire mesh at slab midheight which continues through all crack-control joints but not through expansion joints. If sawcuts are used, they should be a minimum depth of 1/4 of the slab thickness and made within 24 hours of concrete placement. We recommend that sections be as nearly square as possible. A concrete mix with a minimum 28-day strength of 3,250 psi may be utilized. Asphalt Concrete (A.C.), Portland Cement Concrete (P.C.C.) and Class 2 base materials should conform to and be placed in accordance with the latest revision of the California Department of TransportationStandard Specifications(Ca1trans) and American Concrete Institute (ACI) codes. 5. I 1 Graded Slooes It is recommended that all graded slopes within the development be planted with ground cover vegetation as won as practical to protect against erosion by reducing runoff velocity. Deep-rooted vegetation should also be established to protect against surficial slumping. Oversteepening of existing slopes should be avoided during fine grading and construction unless supported by appropriately designed retaining structures. Property compacted slopes at inclinations equal to or flatter than 2:l (horizontal to vertical) to heights of 20 to 30 feet are considered grossly stable. Due to the expansive nature of the site surticial soils, surficial sloughing after periods of irrigation/precipitatio~ay occur until the slope vegetation is well established. -20- 4980005-00 I 6.0 CONSTRUCTION OBSERVATION The recommendations provided in this report are based on subsurface conditions disclosed by widely spaced exploratory trencheshrings and geotechnical analysis. The interpolated subsurface conditions should be checked in the field during construction by a representative of Leighton and Associates. We recommend that all cut and fill slopes, removals, and footing excavations be geologically mapped for the presence of potentially adverse. geologic conditions and potential ground water seepage zones by an engineering geologist from Leighton and Associates during grading. A representative of this firm should observe all grading operations so that construction is performed in accordance with the recommendationsof this report. Grading plans and final project drawings should be reviewed by this office prior to construction. i I I I -I -21 - . , . . ,. ,, .~ ?. . ,. , , , .,, APPENDIX A 4980005-00 1 APPENDIX A REFERENCES (,-- Abbott, P.L., ed., 1985, On the Manner of Deposition of the Eocene Strata in Northern San Diego County; San Diego Associationof GeologistsFieldtripGuidebook,April 13, 1985. Albee, A.L., and Smith, J.L., 1966, Earthquake Characteristicsand Fault Activity in Southern Californiab Lung, R. and Proctor, R., Editors, Engineering Geologist, Special Publication, dated October 1966. Allen, C.R., Amand, P., Richter, C.F., and Nordquist, J.M., 1965, Relationship Between Seismicity and Geologic Structure in Southern California, Seismological Society of America Bulletin, Vol. 55, No. 4, pp. 753-797,1965. Bolt, B.A., 1973, Duration of Strong Ground Motion, Proc. Fifth World Conference on Earthquake Engineering,Rome, Paper No. 292, pp. 1304-1313, June 1973. CaliforniaDivision of Mines and Geology, 1975, Fault Map of California, Scale 1"=750,000'. Campbell, 1993, Empirical Prediction of Near Surface Ground Motion from Large Earthquakes," Proc. International Workshop on Earthquake Hazard and Large Dams in the Himalaya (INTACH), New Delhi, India, January 15-16. Eisenberg L.I., 1983, Pleistocene Terraces and Eocene Geology, Encinitas and Rancho Santa Fe Quadrangles, San Diego County, California, San Diego State University Master's Thesis (unpublished), p. 3 86. , 1985, Pleistocene Faults and Marine Terraces, Northern San Diego County Abbott, P.L., editor, On the Manner of Deposition of the Eocene Strata in Northern San Diego County, San Diego Association of Geologists,Field Trip Guidebook, pp. 8691. Geotechnics, Inc., 1995, As-Graded Geotechnical Report, Aviara Planning Area (PA) 24, Carlsbad, California, Project No. 0073-003-00, Doc. #4-0380 Hannan, D. 1975, Faulting in the Oceanside, Carlsbad and Vista Areas, Northern San Diego County, Studies on the Geology of Camp Pendleton and Western San Diego County, California California: San Diego Associationof Geologists, pp. 56-59. Hart, 1994, Fault-Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zones Act of 1972 with Index to Special Study Zones Maps, Department of Conservation, Division of Mines and Geology, Special Publication42,1972. A- 1 6” 4980005-001 APPENDIX A (continued) ICG, Inc., 1990, As-Graded Geotechnical Report, Volume 1, Units A Through E, Aviara, Carlsbad, California,JobNo. 04-3179-007-02-10,LogNo. 0-1094,Dated January 18,1990 International Conference of Building Officials, 1994, Uniform Building Code. Jennings,C.W., 1975, Fault Map of California, Scale 1:750,000,CaliforniaDivisionof Mines and Geology, GeologicMapNo. 1,1975. Lamar, D.L., Merifield, P.M., and Proctor, R.J., 1973, Earthquake Recurrence Intervals on Major Faults in Southern California Mom, D.E., Slosson. J.E., Stone, R.O., Yelverton, California, Editors, 1973, Geology, Seismicity, and Environmental Impact, Association of Engineering Geologists, Special hblication, 1973. Leighton and Associates, Inc., 1992, City of Carlsbad Geotechnical Hazards Analysis and Mapping Study, 84 Sheets,November 1992. O’Day Consultants, 1997, 100-Scale Preliminary Grading Study, Sarkaria/SchindlerProperties, Sheet 1 of 1, JobNo. 97-1039-08,datedApril10,1997. , 1997% 50-Scale Topographic Map Showing Property Lines, Existing Easements, and Proposed Alignmentof a PortionofPoinsettiaLane, Sheet I of 1, datedNovember 11,1997. , 19974 50-Scale Site Plan for SarkarialSchindler Properties (Proposed Poinsettia Village Commercial Site), Sheet 1 of 1, dated January30,1998. Real, C.R., Toppazada, T.R, and Park, D.L., 1978, Earthquake Epicenter Map of California, California Division of Mines and Geology, Map Sheet 39. San Diego Soils Engineering, Inc., 1988, Supplemental Geotechnical Investigation Pacific Rim Country Club and Resort Units A, B, C, and C and Alga Road Corridor, Carlsbad, California, Job No. 04- 3179-003-00-00,LogNo. 8-1335,Dated March 25,1988. , 1986, Preliminary GeotechnicalInvestigationThe Pacific Rim Country Club And Resort Phase 1, Carlsbad,California,ProjectNo. sd1400-01,LogNo. 3733, Dated Jan 29, 1986. A-2 4980005-001 cj-- APPENDIX A (continued) Schnabel, B. Seed, H.B., 1974, Accelerations in Rock for Earthquakes in the Western United States; Bulletinofthe SeismologicalSocietyof Arnerica,Vol. 63, No. 2, pp. 501-516,1974, Seed, H.B., Idriss, I.M., and Kiefer, F.W., 1969, Characteristics of Rock Motions During Earthquakes, Journal of Soil Mechanics and Foundations Divisions, ASCE,Vol. 95, No. SM5, Proc. Paper 6783, pp. 1199-1218,September, 1969. United States Department of the Interior Geologic Survey, 1968, 7.5-Minute Encinitas Quadrangle, Scale 1 :24,000, Photo Revised 1975. Weber, H.F., 1982, Recent Slope Failures, Ancient Landslides, and Related Geology of the North-Central Coastal Area, San Diego County, California, California Division of Mines and Geology, Open-File Report 82-12LA. Wilson, K.L., 1972, Eocene and Related Geology of a Portion of the San Luis Rey and Encinitas Quadrangles, San Diego, California. A-3 APPENDIX B GEOTECHNICAL BORING LOG KEY Date Sheet 1 of 1 Praject KEY TO BORING LOG GRAPHICS Project No. ?)pe of Rig (= K22;tcr __ Driveweight Drop -in. - 11 .ef. or Datum I. GEOTECHNICAL BORING LOG 8-1 Date 1-27-98 Sheet 1 of 2 OJea Poinsettia Village Project No. ~ 980005-001 c;p' iing co. Scott's Drilling Service Type of Rig Hollow-Stem Auger L .lole Diameter - pofH - 505A(ll/77) - Drive Weir - 287 ft. 140 Dounds Drop ain. Mean Sea Level GEOTECHNICAL DESCRIPTION egged By KBC ampled By KBC -dense, silty, fine to medium SAND @ 5? Ugh1 oranpbrown, moist, vc'y I-, silty, tine to medium SAND mE€?lL @ 10': L t brown, damp, medium dense, silty, fine to medium SAND; fine to mAm poM common H n i3 ASSOCIATES GEOTECHNICAL BORING LOG B-2 Date 1-27-98 Sheet 1 of 1 Poinsettia Village Project No. 980005401 PPZ2g co. Scott's Drilling Service Type of Rig Hollow-Stem Auger Eleva ~ ~~ ~ nTopofHole +I- 299 ft. Ref.orDaNm Mean Sen Level GEOTECHNICAL DESCRIPTION BY KBC vnpled By KBC D 1': Red bmm, moiY. medium dense, silly fine lo medium SAND _--__-___--__--__-___--____--------- @ 3.5': ~dli beurn ~OR di&It (perdriller) D 5': Bmwn and I' ht gny with o moisl, very dew. slightly chyey . silly,fnc lo medb%%%N~~Nm pores common @ IO: Ofl-white. moist. very dew. dty. finc SANDSTONE @ IS': Very light brown. moist, very dense. tine lo medium SANDSTONE I@ 20': Off-white. moist. very dense. tine lo medium SANDSTONE I@ 25': Very liit bmwn. moist. very dense, fine IO medium SANDSTONE Tool oepch - 25.5 Feel No Gmund Wucr i3nwumcrsd 11 Time of Ddlii Hok Backf~led on Iinuuy 17. 1998 & ASSOCIATES GEOTECHNICAL BORING LOG B-3 Date 1-27-98 Sheet 1 of - 1 ++ct Poinsettia Village Project No. 980005-001 Type of Rig Hollow-Stem Auger dole Diameter __ Drive Weight 140 D ounds Drop 30 in. (( ilingco. Scott's DriIling Service Elevation Top of Hole t 298 ft. Ref. or Datum - LEK Mean Sea Level GEOTECHNICAL DESCRIPTION egged By KBC ampled By KBC @ 0': Red-bmm, moist, medium dense, siity?tioe to medium SAND I dew (per driller) @ 10': Light gray, moist, dense, silty, fine SANDSPONE; yellow to orange-bm stains mmmon and very I t brown. dam , very denre. silty, tine @ "':d#&!#M% thmly%ded. few &nv to orange4m stains @ 20': Off-white, damp.verydcnse, silty, tins SANDSMNE @ 2.5': Off-white, damp, very dense, silty, he SANDSlKJNE Tohl Depth .I 255 Feel No Ground W8tu Fncountered at Time of Drilling Hole BacLlillcd on January 21,1998 TON & ASSOCIATES GEOTECHNICAL BORING LOG B-4 Date 1-27-98 Sheet 1 of 2 Project Poinsettia Village Project No. 980005-001 6; 'rilling eo. Scott's Drilling Service Type of Rig Hollow-Stem AuEer Aole Diameter 8 in. Drive Weight 140 wunds Drop =in. Elevation 7 L 'of Hole +I- 297 ti. Ref.orDatum . n fz 'e YO P 5 - - 13.4 20.3 19.6 - - LEIGHT< Mean Sea Level GEOTECHNICAL DESCRIPTION JJ8ge-d BY KBC ampled By KBC TpEsQlL @ 0': Red-brown, moist. medium dense. slightly clayey. silty. finc to medium SAND ---_--__-___________----------------- Q 3': Driui more difficult @cr driller) Q 5': Brown. moist. medium deux. silty. fine m eollsc SANDSTONE; few medium pores to': Rcd-bmwn. mist m wu, dense. dium to mane SANDSTONE medium pores cnmmon -___________________----------------- -mm'sd, medium deux. silty. fine u) medium SANDSTONE modernely fncplnd @ 20': Gmy. moist. stiff, silty, CLAYSTONE; plastic Q 25': Reddish bmwn. damp. deux. coarse SANDSTONE fuu gnvel common &ASSOCIATES 1 GEOTECHNICAL BORING LOG 8-4 Date 1-27-98 Sheet j! of 2 I Project Poinsettia Villa= Project No. 980005-001 $->filling co. .fok Diameter 8 i Elevation TOP of Hole t I Scott's Drilling Service Type of Rig Hollow-Stem Auger __ DriveWeight 140 vounds Drop 2 in. 297 ft. Ref.or Datum - Mean Sea Level - 1 I GEOTECHNICAL DESCRl PTlO N Hole Backfilled on January 27,1998 - t, TON & ASSOCIATES GEOTECHNICAL BORING LOG B-5 Date 1-27-98 Sheet 1 of __ 2 Poinsettia Village Project No. 98Oo05-w1 Scott’s Drilling Service Type of Rig Hollow-Stem Auger dole Diameter 8 in. Drive Weight 140 p ounds Drop 30 in. (>P:!;fg co. Elevation TOO of Hole + 1/77, - 305 ft. RetorDatum _- Mean Sea Level GEOTECHNICAL DESCRIPTION I ogged By KBC ampled By KFIC @ 7 Material became slightly coltrser @ Is’: Roac-bmm and light my, damp, hard, silty. UAYSKINE to clayey SILTSTONE U @ 16.25’: Off-Mite, damp, wry dsw, silly, Gne SANDSTONE H H H @ 25’: Vcy light bmm, moist, very dense, silty, Gae to medium SANDSTONE ‘1 BI ASSOCIATES GEOTECHNICAL BORING LOG 6-5 I Date 1-27-98 Sheet 2 of 2 Poinsettia Village Project No. 980005-001 dole Diameter - E Scott's Drilling Service Type of Rig Hollow-Stem Auger - Drive Weight 140 aounds Drop xin. i Elevation Top of Hole t 305 ft. Ref. or Datum - Mean Sea Level GEOTECHNICAL DESCRIPTION ogged By RBC '40 Gmu'nd Water Encounted at Time of Drilling Xok Bmkfdled on January 21.1598 k ASSOCIATES Project Name: Poinsettia Villaqe Logged by: KAB Project Number : 4980005-001 Elevation: +/-2a5- Equipment : JD 710 4x4 Backhoe Location: Carlsbad _- -- -7 - I' .- LOG OF TRENCH NO. : T-1 GEOLOGIC i DATE: 1/27/98 DESCRIPTION : TOPSOIL A TERTIARY SCRIPPS FORMATION @ 0-1.5': Brown. damp, loose to soft, clayey, silty sand: abundant organics: roots cmn B @ 1.5'-5.75' Light orange-brown to yellow-brown. damp, dense to very dense, slightly silty sandstone: abundant iron-oxide staining and minor manganese-oxide staining visible, massive to weakly bedded. bedding discontinuous GRAPHIC REPRESENTATION: N.W. Wall SCALE: 1" = 5' SURFACE SLOPE: 15"NE i L iEOLOGI( UNIT 'opsoi 1 Tsc ENGINEERING PROPERTIES loi st (%) lensi ti (pcf) END: N60"E TOTAL DEPTH AT 5.75 ' NO GROUNO WATER ENCOUNTERED BACKFILLED: 1/27/98 ~ i LOG OF TRENCH NO.: T-2 Project Name: Logged by: KAB Project Number: 4980005-001 El evat i on: +/ - 285 ' Equipment : JD 710 4x4 Backhoe Location: Carlsbad DATE: 1/27/98 DESCRIPTION : TOPSOIL A I3 0-1.25': Brown. damp. soft, loose, slightly clayey silty, TERTIARY SCRIPPS FORMATION B fine to medium sand; abundant organics @ 1.25'-5.5': Very light greenish gray, damp, dense to very dense. silty fine sand '1 GRAPHIC REPRESENTATION: N.W. Wall SCALE: 1" = 5' aD ;EOLOGI( UNIT ropsoi 1 Tsc ENGINEERING PROPERTIES USCS SM SM - Sample No. SURFACE SLOPE: 15"NE TRENO: N80"E TOTAL DEPTH AT 5.5' NO GROUND WATER ENCOUNTERED BACKFILLED: 1/27/98 - --~ ~ -. v \ Lffi OF TRENCH NO.: T-3 Project Name: Poinsettia Villaqe Logged by: KAB Project Number: 4980005 - 001 Elevation: +I-304' Equipment: Location: Car 1 s bad r P s. a DATE: 1/27/98 DESCRIPTION: TOPSOIL A (3 0-1': Brown, damp, soft, slightly clayey to clayey. silty fine to medium sand with abundant organic debris (roots. leaves litter, etc. 1 OUATERNARY TERRACE DEPOSITS B @ 1'-4': Orange-brown. damp, very dense, silty fine to coarse sand, massive, abundant iron-oxide staining throughout ;EOLffiIC UNIT -opsoi 1 Qt ENGINEERING PROPERTIES - uses ;M/SC SM Sample No. a8 GRAPHIC REPRESENTATION: N.W. Wall SCALE: 1" = 5' SURFACE SLOPE: 2"SE TREND: N85"E c I LOG OF TRENCH NO. : T-4 ~~~ ~ ~~~ Project Name: Poinsettia Villaae Logged by : KAB Project Number: 4980005-001 Elevation: +/-290' Equipment : JD 710 4x4 Backhoe Locat i on : Carlsbad GEOLOGIC DATE: i~2719a DESCRIPTION: TopsoIL A QUATERNARY COLLUVIUM B @ 0-1.: Dark brown, moist, soft, slightly clayey to clayey silty fine sand: abundant organics @ 1.4': Light brown, moist. soft to medium dense. slightly clayey, silty. fine to medium sand: weakly visible bedding @ +5' : Perched ground water T- C @ 5'-10': Light yellow-brown. moist, to slightly moist, dense, silty, fine to medium sandstone ;EDLOGIC UNIT -0psoi 1 Qcol Tsc ENGINEERING PROPERTIES - uses iM/CL - SM SM - Sample No. T-4#1 16'-8' GRAPHIC REPRESENTATION: E. Face SCALE: 1" - 5' SURFACE SLOPE: 10"SE TREND: N.S. 4oi st. (%) - Iensi t) (pcf) LOG OF TRENCH NO.: T-5 ENGINEERING PROPERTIES t Project Name: Poinsettia Villaqe Logged by: KAf3 Equipment: JD 710 4x4 Backhoe Locat ion: Carl s bad Project Number: 4980005-001 Elevation: +I-285' DATE: 1/27/98 DESCRIPTION : WEATHERED TERRACE A @ 0-1': Dark orange-brown. damp. soft to loose. clayey. silty, fine to coarse sand with abundant organic material OUATERNARY TERRACE B @ 1'-7': Orange-brown, damp to moist, medium dense to dense, clayey fine to coarse sand: massive scattered manganese-oxide staining TERTIARY SCRIPPS FORMATION C @ 7'-9': Light brown to gray. damp. very dense. silty fine to medi um sand: massive with scattered manganese- staining and nodules IEOLOGIC UNIT USCS Qt SM-SC Qt SM - SC Sample No. T-5 #1 @ 2'-4 loi st. (%) lensi ti (pcf) GRAPHIC REPRESENTATION: N.W. Wall SCALE: 1" = 5' SURFACE SLOPE: 5"s TREND: N1O"E -,, k t * P A 1 CD 0 r z. z - ' 9 7) .- I LOG OF TRENCH NO. : T-6 Project Name: Poinsettia Villaae Logged by : KAB ENGINEERING PROPERTIES Equipment : s Location : Project Number: 4980005 - 001 Elevation: +I -298 * Carl sbad GEOLOGIC GEOLOGIC Sample Moist. Densit: ATTITUDES DATE 1 1/27/98 DESCRIPTION : UNIT USCS No. (%) (pcf) Afu SM A TERTIARY SCR I PPS FORMAT ION Tsc SM B @ 2'-5': Light greenish gray. damp, very dense, slightly @ 0-2': Light brown, moist. soft to loose. slightly clayey, silty fine to medium sand silty fine to medium sandstone GRAPHIC REPRESENTATION: SCALE: 1" = 5' SURFACE SLOPE: 0" TREND: N80"W TOTAL DEPTH AT 5' NO GROUND WATER ENCOUNTERED BACKFILLED: 1/27/98 . LOG OF TRENCH NO. : T-7 Project Name: Poinsettia Villaqe Logged by : KAB Project Number: 4980005 - 001 Elevation: +I -306' Equipment : JD 710 4x4 Backhoe Location : Car 1 sbad GEOLOGIC DATE: 1/27/98 DESCRIPTION : UNIT TOPSOIL Topsoi 1 A @ 0'-2': TERTIARY SCRIPPS FORMATION Tsc Dark brown. damp to moist, loose to soft. slightly clayey, silty, fine to medium sand Light gray-green. dam , very dense, silty, fine to medium sandstone: wit abundant i ron-oxide staining, massive R B @ 2'-4': ENGINEERING PROPERTIES - uses SM-CL - SM Sample No. GRAPHIC REPRESENTATION: N.W. Wall SCALE: 1" = 5' SURFACE SLOPE: -- TREND: N80"E lensi t) (pcf) TOTAL DEPTH AT 4' NO GROUND WATER ENCOUNTERED BACKFILLED: 1/27/98 . I > I A ? CD 0 LOG OF TRENCH NO.: T-8 TOPSOIL A @ 0-1': Brown. moist, loose to soft, slightly clayey, silty, fine to coarse sand Project Name: Poinsettia Villaqe Logged by: KAB Project Number: 4980005-001 Elevation: +/-290' Equipment : JD 710 4x4 Backhoe Location: Carlsbad 0 GEOLOGIC al f ATTITUDES I DATE: 1/27/98 DESCRIPTION: r a * - I - b 9 a C c h E a iEOLOGIC UNIT 'opsoi 1 Qt Tsc ENGINEERING PROPERTIES - uses OUATERNARY TERRACE DEPOSITS B @ 1'-4': Orange-brown. damp to moist. dense, slightly clayey. TERTIARY SCRIPPS FORMATION C @ 4'-5': Light greenish-gray, damp to moist, slightly clayey. silty. fine to coarse sand silty, fine to medium sandstone I GRAPHIC REPRESENTATION: S.E. Wall SCALE: 1"'- 5' SURFACE SLOPE: 10"NE TREND: N20"E SM-CL SC-SM SM - Sample No. I 7 Y 7, i LOG OF TRENCH NO.: T-9 Project Name : Logged by: KAB Equi pnt : JD 710 4x4 Backhoe Location : Carlsbad Project Number: 4980005 - 001 Elevation : +I -237 GEOLOGIC - 4 I DATE: i12~19a DESCRIPTION : QUATERNARY ALLUVIUM A @ 0-2.5': Light brown. moist to wet, unconsolidated silty fine to coarse sand: abundant roots and organic debris -1 6 @ 2.5'-15': Light brown to dark brown. damp to moist (wet at contact with Qal), medium dense. slightly clayey, silty. fine to medium sand: scattered organic debris and moderate organic (decomposing) odor, lifts vary in thickness, where visible. from a"-io" b I GRAPHIC REPRESENTATION : N . E. Wa 1 1 ~ ~ SCALE: 1" = 5' iEOLOGIC UNIT Qa 1 Afd ~ SURFACE SLOPE: 2"s ENGINEERING PROPERTIES USCS SM SM - !END : Sample No. W lens i ty (pcf) TOTAL DEPTH AT 15' - NO GROUND WATER - BACKFILLED: 1/27/98 - ENCOUNTERED - APPENDIX C 4980005-001 i- APPENDIX C Laboratorv Testing Proceduresand Test Results Direct Shear Tests: Direct shear tests were performed on selected remolded and/or undisturbed samples which were soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box, and reloadingthe sample, pore pressures set up in the sample due to the transfer were allowed to dissipate for a pwiod of approximately I hour prior to application of shearing force. The samples were tested under various normal loads, a motor-driven, strain- controlled, direct-shear testing apparatus at a strain rate of less than 0.001 to 0.5 inches per minute (dependingupon the soil type). The test resultsare presented in the test data. EXDanSiOn Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, U.B.C. Standad No. 18-2. Specimens are molded under a given compactive energy to approximatelythe optimum moisture content and approximately 50 percent saturation w approximately90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: ii- Moisture and Densitv Determination Tests: Moisture. content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings and/or trenches. The results of these tests are presented in the boring and/or trench logs. Where applicable, only moisture content was determined from "undisturberl"or disturbedsamples. C-l- G- 4980005-001 Laboratorv Testine Procedures (Continued) Maximum Densitv Tests The maximum dry density and optimum moisture content of typical materials were determinedin accordancewith ASTM Test Method D1557. The resultsof thesetests are presented in the table below: Minimum Resistivitv and OH Tesa accordance with CaliforniaTest Method 643. The results are presented in the table below: Minimum resistivity and pH tests were performed in general I B-4, #5 I Olive-green,siltyclay I 6.3 1 2400 I Soluble Sulfates geochemicalmethods. The test resultsare presented in the table below: The soluble sulfate contents of selected samples were determined by standard I -~~~ Sulfate Content Potential Lkgree of I Sample Location I Sample Description Sulfate Attack* Olive-green, silty clay * Based on the 1994 edition of the Uniform Building Code, Table No. 19-A-3, prepared by the International Conferenceof Building Oficials (ICBO, 1994). c-2- APPENDIX D ,- I Lcighlon and Associates.lnc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 1 of 6 i- LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONSFOR ROUGH GRADING 1.1 These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case. of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observationsof the earthwork by the project GeutechnicalConsultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendationsin the geotechnical reporqs). The GeotechnicalConsultantof Record, . Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and acceptingthe adequacy of the preliminary geotechnical findings, conclusions, and recommendationsprior to the commencementof the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Eatthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation,mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnicallyobserved, mapped, elevations recorded, andor tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benchesmade on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioningand processingof the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The GeotechnicalConsultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. 1.2 , Leighton and AssociatcsJnc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 2 of 6 1.3 The Earthwork Contractor. The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and gnding plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, impropex moisture condition, inadequatecompaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be sto@ until the conditionsare rectified. 2.0 haration of Areas to be Filled 2.1 Clearing and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituentsthat are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment. and shall not be allowed. 3030 1094 I Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS I Page 3 of 6 2.2 2.3 2.4 2.5 Processing Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. Overexcavation In addition to removals and overexcavations recommended in the approved geotechnical report(?.) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. Benching Where fills are to be placed on ground with slopes steeper than 5: 1 (horizontal to vertical units). the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into Competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:l shall also be benched or otherwise overexcavated to provide a flat subgrade forthe fill. EvaluatiodAcceotance of Fill Areas: A11 areas to receive fill, including removal and processedareas, key bottoms, and benches, shall be observed, mapped, elevationsrecorded, andor tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determiningelevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 3.2 3.3 -I Material to be used as fdl shall be essentially free of wganic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of pr quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or undergroundconstruction. ImDort: If importingof fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Lcightonand Associalcs,lnc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 , -> Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be detenninedand appropriate tests performed. 4.0 Fill Placement and Comoaction 4.1 4.2 4.3 4.4 4.5 4.6 Fill Lavers: Approved fill material shall be placed in areas prepared to receive fill (per Section3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relativeuniformityof material and moisture throughout. Fill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-91). Comoaction of Fil!: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557-91). Compactionequipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity, Comaaction of Fill Slows In addition to normal compaction procedures specified above, compaction of slop shall be accomplished by backrollingof slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-91. Comoaction Testing Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequatecompaction(such as close to slope faces and at the fillhdrockbenches). Freauencvof Comoaction Testing Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face andor each IO feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standardsare not met. 3030. low Lcighton ~d Associatcs. Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 5 of 6 4.7 ComDaction Test Locations The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of IO0 feet and vertically less than 5 feet apart from potential test lwationsshall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains andlor changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 7.0 TrenchBackfills 7.1 The Contractor shall follow all OHSA and CaVOSHA requirements for safety of trench excavations. All bedding and backfill of utility trenches shall be done in accoTdance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greatm than 30 (SD30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. The GeotechnicalConsultant shall test the trench backfill for relative compaction. At leas3 one test should be made for every 300 feet of trench and 2 feet of fill. 7.2 7.3 7.4 Leighton and Associates. Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 6 of 6 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternativeequipment and method. 6' \ f r c / NATURAL OROUND FILL SLOPE FILL-OVER-CUT SLOPE DES- SLOPE .-- QENERIL EARTHWORK AND QRADMQ STWAR0 DETAILS A KEYINQ AND BENCHING 8pEaRcATKH(8 i I I c- \ (” I- OVERSIZE ROCK DISPOSAL / FINISH QRADE QENERAL EARTHWORK AND QRADINQ SPECIFICATIONS STANDARD DETAJLS B 4m NATURAL FROM THE TOP CALTRANS CLASS II PERMEABLE OR I2 ROCK (OFT.%T.) WRAPPED IN FILTER FABRIC EQUWALENT) BE MINIMUM 6' DWETER SCHEDULE 40 PVC PERFORATED FOR PIPE SPECIFICATION CANYON SUBDRAIN OUTLET DETAIL PIPE. SEE STANDARD DETAIL D PERFORATED PIPE FINISHED FILTER FABRIC NON-PWORA I2 ROCK WRAPPED IN FILTER CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECFIC"8 STANDARD DElAlLII C YOS I \ CALlRMscLASsII PERMEABLE OR #2 ROCK OUTLET PIPES 4.6 NON-PERFORATED PIPE, 100' MAX. O.C. HORIZONTALLY, BACKCUT 1 :I ED EVERY 6 FEET SHOULD BE OUNT PIPE COLLECTOR PIPE TO OUTLET PIPE 1 (m?/FT.) WRAPPED IN FILTER FAERIC BUlTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND QRADlNQ SPECIFICATIONS STANDARD DETAILS D L RETAINING WALL DRAINAGE DETAIL RETAINING WALL FILTER FABRIC ENVELOPE (MIRAFI 140N OR APPROVED WALL WATERPROOFINQ PER ARCHITECT'S SPECIFICATIONS 4*:(MIN.) DIAMETER P-ERFOAATED FINISH QRADE 'PVC PIPE-~SCMEDULE 40 OR M~NIUUH 1 PERCENT QRADIENT WALL FOOTINQ NOT TO SCALE SPEC1 FICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL Sieve Size X Passinq 1" 100 3/4" 90-100 318" 40- 100 U.S. Standard BASED ON A8TM D 1667 IF CALTRANS CLASS 2 PERMEABLE MATERIAL (SEE QRADATION TO LEFT) IS USED IN PLACE OF 9/4.-1-112' ORAVEL. FILTER FABRIC MAY BE DELETED. CALTRANS CLASS 2 PERMEABLE MATERIAL SHOULD BE COMPACTED TO eo No. 4 25-40 18-33 RELATIVE COMPACTION No. 8 No. 30 No. 50 No. 200 PROWCTS SUCH AS MRADRAlN OR J-DRAIN MAY BE USED AS AN ALlERNATlVE TO GRAVEL OR UASS2ElsTALLATK)NSHOUDBEPBFORhB)INACCORD~ m M4NlJFAcTuRws SPEUFICA~ Sand Equivalent>75 /! '- APPENDIX E p 4980005-001 c- APPENDIX E STABILITY ANALYSIS FOR HOMOGENEOUS EARTH SLOPES Desim Parameters and Assumotions Type of Slope: Cut slope Type of Soil Materials: Terrace DepositslScripps Formation 25 feet @ = Angle of Slope = 26degrees 7, = Total (wet) Unit Weight = 135pcf I$ = Angle of Internal Friction = 37 degrees C = Cohesion = 225 psf Noseepageforces 0 Total shear strength parameters are used in lieu of effective strength - - H = Height of Slope Analvsis = 11 Y,".rn+ C Dimensionless Parameters = I,, = Stability Number (from Figure 10 of Reference 2) = N,, - 35 C Minimum Factor of Safety = F.S. ,-) = N6-- = 2.3 (21.5O.K.) Y, . H References 1. Bell, J.M., Dimensionless Parameters for Homogeneous Earth Slopes, Journal, Soil Mechanics and Foundation Division, American Society of Civil Engineers, No, SM5, September 1966. 2. Janbu. N., Discussion for (Reference - 1). M, Soil Mechanics and Foundation Division, American Society of Civil Engineers. No. SSM6, November 1967. 4980005-001 STABILITY ANALYSIS FOR HOMOGENEOUS EARTH SLOPES (CONTINUED) Desisn Parameters and AssumDtions Type of Slope: Fill Slope Type of Soil Materials: Derived from Onsite Terrace/Scripps Formation H = Height of Slope = 55 feet B = Angle of Slope = 26degrees 1; = Total (wet) Unit Weight = 135 pcf 4 = Angle of Internal Friction = 36 degrees C = Cohesion = 150psf No seepage forces Total shear strength parameters are used in lieu of effective strength = 36 Y, .If. tan 4 Dimensionless Parameters = A, = C Stability Number (from Figure 10 of Reference 2) = N, = 90 Minimum Factor of Safety = F.S. = Nd, * - = 1.8 (21.50.K.) Y, *H peferenw 1. Bell, J.M., Dimensionless Parameters for Homogeneous Eanh Slopes, u, Soil Mechanics and Foundation Division, American Society of Civil Engineers, No. SM5, September 1966. 2. Janbu, N.. Discussion for (Reference - 1). Jd, Soil Mechanics and Foundation Division, American Society of Civil Engineers, No. SSM6, November 1967. E-2 4980005-001 APPENDIX E (continued) p 0 Fill Slope 0 Derived from Terrace DepositdScripps Formation ASSUMED PARAMETERS Z = Depth of Saturation = 4 ft. i = Slope Angle = 26 degrees YY = Unit Weight of Water = 62.4 pcf 71 = Saturated Unit Weight of Soil = 135 pcf + = Apparent Angle of Internal Friction = 36 degrees C = Apparent Cohesion = 150 pcf FS = 1.5 1.5, 0.k.) E-3 4980005-00 I .- APPENDIX E (continued) PS Cut Slope 0 Terrace Deposits/Scripps Formation ETER Z = Depth of Saturation = 4 ft. i = Slope Angle = 26degrees Yw = Unit Weight of Water -- 62.4 pcf 71 = Saturated Unit Weight of Soil = 135 pcf Q, = Apparent Angle of Internal Friction = 37 degrees C = Apparent Cohesion = 225 pcf C + otaua - c +(y, - y~z cdi tan 4 FS = - T y, Z sin i co8 i FS = 1.9 1.5, 0.k.)