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HomeMy WebLinkAboutCT 05-13; La Costa Ridge Neighborhood 2.6 - Horton; La Costa Ridge Neighborhood 2.6; 2007-10-01Initial Date HYDROLOGY AND HYDRAULICS SI BUY RECORD COPY AU FOR LA COSTA RIDGE NEIGHBORHOOD 2.6 CARLSBAD, CALIFORNIA PREPARED FOR: D. R. HORTON 5790 FLEET ST., SUITE 210 CARLSBAD, CA 92009 (760)929-1600 PREPARED BY: DAVID EVANS AND ASSOCIATES, INC. 800 NORTH HAVEN AVENUE, SUITE 300 ONTARIO, CA 91764 (909)481-5750 JUNE, 2006 REVISED FEBRUARY 2007 REVISED APRIL 2007 REVISED OCTOBER 2007 DRHH0030 AND AS "T sr o. o UJ Xoz HYDROLOGY AND HYDRAULICS STUDY FOR LA COSTA RIDGE NEIGHBORHOOD 2.6 CARLSBAD, CALIFORNIA PREPARED FOR: D. R. HORTON 5790 FLEET ST., SUITE 210 CARLSBAD, CA 92009 (760)929-1600 PREPARED BY: WAGNER HAWTHORNE, P.E. JUNE, 2006 REVISED FEBRUARY 2007 REVISED APRIL 2007 REVISED OCTOBER 2007 DRHH0030 TABLE OF CONTENTS A. Purpose of Study and Narrative 1 B. Location and Vicinity Map 2 C. Methodology 3 D. Tables and References 4 Rational Method Appendix A Hydrology Table - Software input data 10 yr Developed Flows 100 yr Developed Flows Catch Basin Calculations Appendix B Storm Drain Hydraulic Calculations Appendix C Rip rap (splash guard at channel) Calculations Appendix D Hydrology K Maps Back Pocket Developed Hydrology Map A. PURPOSE OF STUDY AND NARRATIVE The purpose of this study is to satisfy the City of Carlsbad drainage concerns for the development of "La Costa Ridge Neighborhood 2.6". The Drainage study is based on the San Diego County Hydrology Manual, June 2003. A rational method study of the tributary area will be used to determine the flow rate entering and being generated on the site. EXISTING DRAINAGE CONDITIONS: The La Costa Ridge Neighborhood 2.6 site is part of the La Costa Ridge development in the City of Carlsbad, California. The site has been mass graded in anticipation for residential development per the "Grading and Erosion Control Plans for La Costa Ridge Stockpile Plan" dated September, 2004 by Hunsaker & Associates. The "Mass Grading Hydrology Study for the Villages of La Costa Neighborhoods 2.1 through 2.5" dated January, 2004 by Hunsaker & Associates, shows a 48-inch storm drain, located within the adjacent Corintia Street, conveys a flow of approximately 154 cfs from the neighboring La Costa Ridge Neighborhood 2.5. This 48-inch RCP storm drain discharges runoff to the project site, into a trapezoidal earthen channel that drains to San Marcos Creek, a 2-ft deep by 10-ft wide concrete channel that runs southeast of the project boundary. The Regional Water Quality control Board has identified San Marcos Creek as part of the Carlsbad Hydrologic Unit, San Marcos Hydrologic Area, and the Batiquitos Subarea (basin number 904.51). PROPOSED CONDITIONS: Development of the La Costa Ridge Neighborhood 2.6 will consist of approximately 10 acres of single family residences, foot paths, communal open space and underground utilities with two (2) entrances from the adjacent Corintia Street. Runoff generated by the proposed development will be conveyed in a southerly direction via a curb and gutter system within the proposed site, draining to a curb inlet and a sidewalk under drain, which discharges to a vegetated swale in the park area. Flows from the adjacent Neighborhood 2.5 48-inch RCP storm drain will be conveyed south in a proposed storm drain extension system within the proposed development. A concrete structure has been designed at the junction of the storm drain outlet and the San Marcos Creek concrete channel. Rip-rap has also been designed as slope protection on the opposing bank of the channel. Two existing catch basins located on Corintia that drain to a existing cleanout on the existing 48-in storm drain will be removed and the connector 24-in pipe will be plugged at the cleanout. The street runoff from an existing catch basin to the west, upstream of the southern project entrance will be diverted and routed through the project site, being collected at the sidewalk under drain. The drainage study will be revised to reduce the additional area draining to the existing catch basin at Corintia and Melrose by ± 0.30-acres. This reduction will occur because the south easterly half of Corintia south of "A" Street (as labled on the TTM) will be conveyed onto this project and will not continue north to the intersection of Corintia and Melrose. This run-off is from the private portion of Corintia. Based on this reduction there will be less than 1 cfs conveyed to the existing catch basin. We believe the analysis that the City is requesting is a significant engineering effort for an increase flow rate of less than 1 cfs. As the runoff conveyed by the existing 48-in storm drain, which discharges to an open channel, is being canalized through a proposed 48-in storm drain system, and as a 24-in connector is being plugged at the receiving cleanout, an analysis of the hydraulic grade line has been performed to ensure the water surface elevation at the cleanout will not reach the street surface level. The analysis shows that the HGL-100 will be contained within the storm drain system and thus the existing condition has been unchanged. Flows from Neighborhood 2.6 site will discharge to the receiving San Marcos Creek. Discharge to the receiving San Marcos Creek was analyzed per the "Preliminary Hydrology for Villages of La Costa - The Ridge and the Oaks" dated April, 2001 by Hunsaker & Associates. Creek concrete channel. Rip-rap has also been designed as slope protection on the opposing bank of the channel. Two existing catch basins located on Corintia that drain to a existing cleanout on the existing 48-in storm drain will be removed and the connector 24-in pipe will be plugged at the cleanout. The street runoff from an existing catch basin to the west, upstream of the southern project entrance will be diverted and routed through the project site, being collected at the sidewalk under drain. The rest of the street flows from the southern entrance towards Melrose will be directed to an existing catch basin on Corintia near the intersection with Melrose Drive. As the runoff conveyed by the existing 48-in storm drain, which discharges to an open channel, is being canalized through a proposed 48-in storm drain system, and as a 24-in connector is being plugged at the receiving cleanout, an analysis of the hydraulic grade line has been performed to ensure the water surface elevation at the cleanout will not reach the street surface level. The analysis shows that the HGL-100 will be contained within the storm drain system and thus the existing condition has been unchanged. Flows from Neighborhood 2.6 site will discharge to the receiving San Marcos Creek. Discharge to the receiving San Marcos Creek was analyzed per the "Preliminary Hydrology for Villages of La Costa - The Ridge and the Oaks" dated April, 2001 by Hunsaker & Associates. B. LOCATION AND VICINITY MAP t i t «t i t t * i (CARLSBAD ^^~X ^ C/7Y OF ENCINITAS VICINITY MAP C/7Y OF SAN MARCOS PROJECT TE NTS '':;''-~'-l t: l*f' •^%SL\^'';iWiS \K\ jSfttl;^ 1^^ PROJECT SITE C. METHODOLOGY All drainage design and requirements shall be in accordance with the latest City of Carlsbad Standard Urban Storm Water Mitigation Plan (SUSMP), jurisdictional Urban Runoff Management Plan (JURMP), Master Drainage and Storm Water Quality Management Plan and the requirements of the City Engineer and be based on full development of upstream tributary basins. Public drainage facilities shall be designed to carry the ten-year six-hour storm underground and the 100-year six-hour storm between the top of curbs. All culverts shall be designed to accommodate a 100-year six-hour storm with a one foot freeboard at entry conditions such as inlets and head walls. The Rational Method (RM) is a mathematical formula used to determine the maximum runoff rate from a given rainfall. It has particular application in urban storm drainage, where it is used to estimate peak runoff rates from small urban and rural watersheds for the design of storm drains and small drainage structures. The RM is recommended for analyzing the runoff response from drainage areas up to approximately 1 square mile in size. It should not be used in instances where there is a junction of independent drainage systems or for drainage areas greater than approximately 1 square mile in size. In these instances, the Modified Rational Method (MRM) should be used for junctions of independent drainage systems in watersheds up to approximately 1 square mile in size; or the NRCS Hydrologic Method should be used for watersheds greater than approximately 1 square mile in size. The RM formula estimates the peak rate of runoff at any location in a watershed as a function of the drainage area (A), runoff coefficient (C), and rainfall intensity (I) for a duration equal to the time of concentration (Tc), which is the time required for water to flow from the most remote point of the basin to the location being analyzed. The RM formula is expressed as follows: Q = CIA Where: Q = peak discharge, in cubic feet per second (cfs) C = runoff coefficient, proportion of the rainfall that runs off the surface (no units) I = average rainfall intensity for a duration equal to the Tc for the area, in inches per hour (Note: If the computed Tc is less than 5 minutes, use 5 minutes for computing the peak discharge, Q) A = drainage area contributing to the design location, in acres The software used to solve the rational method hydrology models is the CICILCADD/CIVILDESIGN Hydrology and Hydraulics Package by Civil Design Corporation, San Bernardino, CA. D. TABLES AND REFERENCES 32*30' County of San Diego Hydrology Manual Soil Hydrologic Groups Legend Soil Groups Group A Group B Group C Group D Undetermined Data Unavailable DPWe^GIS 09fartr.en< ofPuific Warns CIS Have San l!Hugt'j (Covered! THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRE! OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. Copyright SanGIS. All Rights Reserved. This products may contain information from the SANDAG Regional *C Information System which cannot be reproduced without the1-J written permission of SANDAG. This product may contain Information which has been reproduced with permission granted by Thomas Brothers Maps. 3 Miles o CO 8 inir CO m o CD i i j Riverside County 32°30( 32°30' County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 6 Hours Isopluvial (inches) \X'o Hive San Dicgu (..o THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE.Copyright SanGIS. All Rights Reserved This products may contain Information from the SANDAG RegionalInformation System which cannot be reproduced without thewritten permission at SANDAG. This product may contain Information which has been reproduced with permission granted by Thomas Brothers Maps. 303 Miles Era JC oo CO to in CD 33°30' Riverside County 32°45' 32°30'32°30' County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 24 Hours Isopluvial (inches) DPW CIS N vered! THIS MAP IS PROVIDED WITHOm' WARRAhfTY OF ANY KIND, EITHER EXPRESS OR IMPLIED. INCLUDING, BUT NOT LIMfTED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. Copyright SanGIS. All Rights Reserved This products may contain Information from the SANDAG Regional Information System which cannot be reproduced without the written permission of SANDAG. This product may contain Information which has been reproduced with permission granted by Thomas Brothers Maps. 3 Miles I oOTo:K if)oo 10 ..?CO o00 CO ib CD f <i i * 1 ai 33°30l 33°15' 33aOO' •J ntf 32°30' Riverside Cetinty 32°45' 32°30' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours Isopluvial (inches) DPWCIS _ Sjn THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. Copyright SanGIS. All Rights Reserved. This products may contain Information from the SANDAG Regional Information System which cannot be reproduced witnout the written permission of SANDAG. This product may contain Information which has been reproduced with permission granted by Thomas Brothers Maps. 3 Miles -oCO IO CO CD m cb 1 M 33°30' 33°15' 33°00! ff * it 32°30' Riverside County , :r-i\ -\ x -\ \ 32°45 32"30' CD CO County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours Isopluvial (inches) DPW CIS %>. Sjn Dn.^ THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESSOR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABIUTY AND FITNESS FOR A PARTICULAR PURPOSE.Copyright SanSIS. All Rights Reserved. This products may contain Information from the SANDAG Regional InfOfmation System wnich cannot be reproduced without the written permission of SANDAG. This product may contain information which has been reproduced withpermission granted by Thomas Brothers Maps. 3 Miles 10.0 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 3o f0> 1 1.0 5°-9 '§0.8 •§0.7 0,6 0.5 0.4 0.3 0.2 0.1 sS s. X s Sr S V s j t i — j- — , i >,•» «> X ^ •N > k S s X s y. V s s sv s s X V s *N s Ss S s s Vv,s s Sy X s, •x, s s s Xy S s s s s s s s * s s * s s, * s, s ^ s s s \ \ s s ^ s s X s s s X ^X X X X X X X s N ^ s. k X * Sg t S * h. N % S S 's N s »S SXSON, K x'::. '::•-.& fc..!» I ! I \ X'::;:S::rs- •"•-.,•••:::--.;•••• '•'••••!,L. '••-,. ;••-. ''•»• , * ""'Jv«,N i ( .>* I = 7.- — mi P6 = 6- S D = DL '- '•,••;'• •"„I;'"1"!::' :- -,x'1-. ,'"•!' ••:;'' •>•i, '', 'i *''••, '' '. '''',,' i.'\ '''•, ' i '''x'< , 'i ~ s '\ ''\ \ --.lls *\ ' ,'• *'<>, s *», 'l "••••„ 'X, EQUATION 14 PB D"0-645 ensity (in/hr) Hour Precipitation irf iration (min) S Xs X, s X S Si 1^- N S jjt ss X X * N S S X X X X X X X V s > X h ll s > s ^ s <> ^ k *» 1% Xx s s X s •« s sv "! !L ^;^::::-N $:Ks -,s s . >k '• *S ''' ^ '*'., ^ 't1'*"x *^ ! 'X, ^„ I! S_a, — -- 5 6 7 8 9 10 15 20 30 40 50 1 2 34 Minutes Hours Duration flrl 11 _ 1 I. > % •••.. 1 , , ! ! i , ! ! -60"® ..!:!,!! .5.5 1 ,''.,' 5,0 § Dlrectlc 1)Fron fortt Cou inth 2)Adju ther appl 3) Plot 4) Dra\ 5) This bein Applies a)Sele b)P6 = c) Adju d)tx = ..I!::, I4'5 I (ell* ''''J 4'° «i . o e Wi j • jj.o — . 2.51 » ( '' 2.0 ' , I - 1.5 . 1 1 0 5 6 HISfC uprec lesel ntyHy e Des st6h ange icaple 6hrj valin line! gana ition 1 ctedl - JLf sted I irA ipita ecte drol< ign rpn of 4 to 1 ireci eth sthe lyze :om reqi i Pi V2 r in *Jote: This chart curves use P6 Duration S 7 10 15 20 25 30 40 SO 60 90 120 150 ISO 240 300 360 1i 263 212" 168 1.30 1.08 093 083 069 060 053 ¥41 034 029 "026 ^022"~oiV 0.17 1.5 I 395 318 253 195 »62 140 124 103 090 080 061 051 .0*4 039 033 028 0.2S iplication: tion maps determine 6 hr and 24 hr amounts d frequency. These maps are included in the jgy Manual (10, 50, and 100 yr maps included and Procedure Manual). jcipitation (if necessary) so that it is within 5% to 65% of the 24 hr precipitation (not Jesert), 3itation on the right side of the chart, rough the point parallel to the plotted lines. } intensity-duration curve for the location d. n: jency 1Q year in., P?4 = 3.2S ,|fi- = ^fe %»)24 p24 __ s— >« in. nin. /hr. •eplaces the Intensity-Ouration-Frequency d since 1965. 2 I 527 424 337 259 215 187 166 138 119 106 082 068" 059 052 ^043 038 0.33 2$ 3 3.5 4 4.5 5 5.5 E 1 " 1 1 " 1 ' 1 1 1 1 6.59 790 922 1054 1186 1317 1449 1581 530 636 742!8.48 9.54 1060 1166 1272 421 505 590; 674 ' 7.58 ' 842 927 1011 324 389.454' 519' 5.84 649 713 7.78 2 69 3 23 3 77 4 31 ' 4 85 5 39 5 93 ' 6.46 2 33 2 80 3 27' 3.73 '. 4,20 ] 4 67 5 13 ] 5.60 207 249*290; 3.32; 3.73 4.15 4.56 4.98 1 72 207j241i 276 ', 3.10 I 3.45 379 4.13 1 49* 1 79(2 09| 2.39 1 2.69 2.98 3.28 3.58 1 33 ' 1 59! 1 86; 2.12 ! 2.39 ' 2.65 2 92 ' 3.18 1 02 1 23 1 1 43! 1.63 ] 1.84 ' 2.04 2 25 t 2.45 0 85 1 02' 1 19; 1.36 j 1 S3 ' 1.70 1.87 2 04 073'088il03]l1.18' 1 32 ' 1 47 1.62 i 1 76 [065,0781091^1041118 131 14411.57 '054 Q65l076 0.87 j 098 108 119 1.30 047 056 1 066" 0.75 085 0.94 103 113 0.42 050 058" 067 ' 075 ' 084 092 100 FIGURE Intensity-Duration Design Chart - Template 3-1 * i i , i > 4 a 4 10.0 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 i "§1.0 |0.9 20.8 fo.7 0.6 0.5 0.4 0.3 0.2 0.1 ^> X X X * S X Nh_ ^ X, X S > *• > X «l X \ X X x X, s s X X, •s, X s s V S S X X ^ X X X X •Nsx V X, X, s X, . s *, X, X X X s ^ X s X X * X X " X X ' - ^ X * s > X " v ^ X s s. \ N s s s s X s» s s ** s» s s ^« s, * S( SN 1 N K V 's s s 's s '" **ss S S . * * h *" * 1 s * » ' ' ' ? » *\ ""s "' 'i ''''il "b T ''•« ' ,'''','' ' Ss ''''• '"'Ns ' < , ' , < S*N "'''(, « * i ^ N^S * * * 'i '''',, N = 7.' = Inl P6= 6- EQUATION M P6 D-0.645 ensity (in/hr) Hour Precipitation (in) » , D = Duration (min) , V>;•' '•••„N|.!'''!'"\i1 .:'".,'"""".:' -IN"',. '-.„ '' ''. • x,>:S:;;;> •:<:":>i i.i1 * 1 1 ''' 'X ! S „ '. '' ""'.,„ 'X Xs X X 4k X V ^ > X s *i X s s s X X xs s s s , X «s s s s fc t Si s S «l Si ^ S, s > S| S S % s s s V s s », s s s "•s s h '^•:> '/"'', • *« 1 N j^ ' '"'<,, X, h — - ,. * 1 , - 5 6 7 B 9 10 15 20 30 40 50 1 2 34 Minutes HoursDuration j 1 , io 1 I:. '' J'e 1 ''.,' 5.0 i VT' 4.5-= '•'J 4-° i?, , , , ; , -a c w """ " ''"" u . ! . ..," . ^ 5 '' i . •'. - 1 0 5 6 Directk 1) Fron fortl Cou inth [2) Adju thet appl 3) Plot 4)Drav (5) This bein Applies (a) Sele (b)P6 = c) Adju (d) tK - (e)l = >ns for Application: d precipitation maps determine 6 hr and 24 hr amounts ie selected frequency. These maps are included in the nty Hydrology Manual (10, 50, and 100 yr maps included e Design and Procedure Manual). st 6 hr precipitation (if necessary) so that it is within ange of 45% to 65% of the 24 hr precipitation (not icaple to Desert). 6 hr precipitation on the right side of the chart. n a line through the point parallel to the plotted lines. line is the intensity-duration curve for the location g analyzed. itlon Form: cted frequency ^ QQ year -4 P24 sted P6<2> * in. min. in./hr. •^lote: This chart replaces the Intensity-Duration-Frequency curves used since 1965. PJL,Duration1 S 7 10 15 20 25 30 40 SO 60 120 150 180 240 300 ~360~ 1 ,1,5 2 2.5 3 3.5 4 4.5 S 5.5 6 I ; I ' 1 ' 1 1 1 ' 1 ' 1 1 1 t 263 395^527' 659 790 922 10 54 1186 1317 1449 1581 2 12 "3 18' 4 24* 5 30 636 742 848 ' 954 1060 1166 1272 168 "2 53] 3 37* 4 21 505590" 674 758 842 927 1011 "1.30*195259*324 389(454 519 584 649 713 778 108 '162 215[269 323 377 431 485 539 593 646 093 !1.40| 187 233 280 337' 3.73 ' 420 467 513 560 083 '124 t.66'207 2.49!29fl' 332 ' 373 415 456 4.98 069 ,1 03*1 38J 1 72 207>241i 276 ' 3 10 345 379 413 060 1090J1 19' 1 49 1 79 209' 239 269 298 328 358 053l080!106i 1 33 1 59 1 861 2 12 239 265 292 318 041 !061]0821 102 123,1 43 163 ' 184 204 '225 245 0.34 1051]068f085 102 1 19h.36 , 153 ' 170 187 204 029 10440591073 088* 1 03M 18 ', 132 , 1 47 162 176 0.26 |039[052|06S 0781091; 104 ! 1.18 131 1 44 1 1.57 6.22 10.33' 0.4310 54 'o.eSiO 76* 087 098^ 108* 1 19 j 1 30 0.19 1028!038[047'056j066 075 ' 085 094*103 1.13 017 '025' 0,331 042*0 SO1 058' 067 ' 075 ' 084 092 ' 100 Intensity-Duration Design Chart - Template FIGURE 3-1 RATIONAL METHOD SUMMARY OF TRIBUTARY CONDITIONS PROJECT: DRHH0030 - LA COSTA RIDGE STRUCT / FACILITY: DEVELOPED HYDROLOGY SEGMENT UP 10 20 30 35 40 40 50 60 70 80 80 90 92 90 100 110 120 120 130 140 150 150 160 160 170 170 170 DOWN 20 30 40 40 90 90 60 70 80 90 90 92 190 190 110 120 160 160 140 150 160 160 180 180 180 180 180 FLOW TYPE INITIAL STREET STREET SUB-ADD STREET ELEVATIONS UP 388.0 377.0 365.0 358.0 DOWN 377.0 365.0 358.0 346.1 CONFLUENCE OF MINOR STREAMS 1/2 INITIAL STREET STREET STREET 354.7 352.3 352.0 350 352.3 352.0 350 346.1 CONFLUENCE OF MINOR STREAMS 2/2 IMPROV CHANNEL PIPE 346.1 335.5 343.5 329.1 CONFLUENCE OF MAJOR STREAMS 1/2 INITIAL STREET STREET 355.2 353.0 351.5 353 351.5 346.2 CONFLUENCE OF MINOR STREAMS 1/2 INITIAL STREET STREET 355.6 353.4 351.0 353.4 351.0 346.1 CONFLUENCE OF MINOR STREAMS 2/2 PIPE 340.0 335.0 CONFLUENCE OF MINOR STREAMS 1/2 USER DEFINED FLOW INFORMATION PIPE 347.2 329.8 CONFLUENCE OF MINOR STREAMS 2/2 LENGTH (ft) 100.0 190.0 200.0 460.0 180.0 180.0 178.0 412.0 80.0 35.0 100.0 151.0 485.0 100.0 163.0 290.0 15.0 535.0 LAND USE COMMERCIAL COMMERCIAL RES. MED. DENSITY RES. MED. DENSITY RES. MED. DENSITY RES. MED. DENSITY RES. MED. DENSITY RES. MED. DENSITY RES. MED. DENSITY RES. MED. DENSITY RES. MED. DENSITY RES. MED. DENSITY RES. MED. DENSITY RES. MED. DENSITY RES. MED. DENSITY RES. MED. DENSITY AREA (AC) 0.07 0.13 0.33 1.33 0.25 0.4 0.88 1.20 0.17 0.11 0.41 0.87 0.12 0.74 0.88 SUB-ADD AREA (AC) 0.56 SOIL TYPE 100%D 100%D 100% D 100%D 100%D 100%D 100%D 100%D 100%D 100%D 100%D 100%D 100%D 100%D 1 00% D 100 yr Qtrib (CFS) 0.44 0.69 1.05 1.97 3.31 7.46 0.80 0.86 1.98 2.06 5.70 0.20 11.14 11.14 0.30 1.00 1.60 2.90 0.40 2.21 2.09 4.70 6.64 6.64 154.00 154.00 154.00 ^cumulative (CFS) 0.44 1.13 2.17 4.14 7.46 7.46 0.80 1.66 3.64 5.70 10.94 11.14 11.14 11.14 0.30 1.30 2.90 2.90 0.40 2.61 4.70 6.64 6.64 6.64 154.00 154.00 159.50 P:\D\DRHH00000030\0600INFO\EC\Hydrology\HYDTABLE2.xls 10/25/2007 SUMMARY OF TRIBUTARY CONDITIONS PROJECT: DRHH0030 - LA COSTA RIDGE STRUCT / FACILITY: DEVELOPED HYDROLOGY SEGMENT UP 180 180 190 320 330 340 345 DOWN 190 190 200 330 340 350 350 FLOW TYPE PIPE ELEVATIONS UP 329.8 DOWN 329.1 CONFLUENCE OF MAJOR STREAMS 2/2 PIPE INITIAL STREET STREET SUB-ADD 329.1 363.0 360.8 355.0 328.3 360.8 359.5 347.0 LENGTH (ft) 74.0 79.0 180.0 170.0 421.3 LAND USE COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL AREA (AC) 0.16 0.13 0.38 SUB-ADD AREA (AC) 0.64 SOIL TYPE 100%D 100%D 100%D 100 yr Qtrib (CFS) 159.50 159.50 169.50 0.89 0.47 1.24 2.45 ^cumulative (CFS) 159.50 169.50 169.50 0.89 1.36 2.60 5.05 P:\D\DRHH00000030\0600INFO\EC\Hydrology\HYDTABLE2.xls 10/25/2007 10 yr Developed Flows 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 manualRational Hydrology study Date: 10/04/07 JN DRHH0030 - LA COSTA RIDGE DAVID EVANS AND ASSOCIATES, INC. DEVELOPED FLOWS TO EXISTING PIPE - 1/17/06, REV 10/04/07 P:\D\DRHH0030\600lNFO\EC\HYDROLOGY\DEV2 ********* Hydrology Study control information ********** Program License Serial Number 4009 Rational hydrology study storm event year is 10.0 English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation (inches) = 1.900 24 hour precipitation(inches) = 3.250 P6/P24 = 58.5% San Diego hydrology manual 'c1 values used Process from Point/Station 10.000 to Point/Station 20.000 **** 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 ] (General commercial ) impervious value, Ai = 0.850 Sub-Area C Value = 0.820 initial subarea total flow distance = 100.000(Ft.) Highest elevation = 388.000(Ft.) Lowest elevation = 377. 000 (Ft.) Elevation difference = 11.000(Ft.) slope = 11.000 % Top of initial Area slope adjusted by user to 1.000 % Bottom of initial Area slope adjusted by user to 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 General Commercial In Accordance with Figure 3-3 initial Area Time of Concentration = 3.90 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.8200)*( 60.000A.5)/( 1.00QA(l/3)]= 3.90 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 40.00 (Ft.) using Figure 3-4, the travel time for this distance is 0.79 minutes for a distance of 40.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.40(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.787 Minutes Tt=[(11.9*0.0076A3)/( 0.40)]A.385= 0.79 Total initial area Ti = 3.90 minutes from Figure 3-3 formula plus 0.79 minutes from the Figure 3-4 formula = 4.69 minutes Rainfall intensity (I) = 5.216(ln/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.820 Subarea runoff = 0.299(CFS) Total initial stream area = 0.070(Ac.) Page 1 of 14 10 yr Developed Flows H-+++++++++++++++++++++++4 Process from Point/Station 20.000 to Point/Station 30.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 377.000(Ft.) End of street segment elevation = 365.000(Ft.) Length of street segment = 190.000(Ft.) Height of curb above gutter flow/line = 6.0(ln.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 [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.)Gutter hike from flowline = 1.500 (in.)Manning's N in gutter = 0.0150Manning's N from gutter to grade break = 0.0150Manning's N from grade break to crown = 0.0150Estimated mean flow rate at midpoint of street = 0.504(CFS)Depth of flow = 0.150(Ft.), Average velocity = 3.405(Ft/s)Streetflow hydraulics at midpoint of street travel: Half street flow width = 2. 772 (Ft.)Flow velocity = 3.40(Ft/s)Travel time = 0.93 mi n. TC = 5.62 min.Adding area flow to streetDecimal fraction soil group A = 0.000Decimal fraction soil group B = 0.000Decimal fraction soil group C = 0.000Decimal fraction soil group D = 1.000 [COMMERCIAL area type ](General Commercial )impervious value, Ai = 0.850Sub-Area c value = 0.820Rainfall intensity = 4.642(ln/Hr) for a 10.0 year storm Effective runoff coefficient used for total area(Q=KCIA) is C = 0.820 CA = 0.164subarea runoff = 0.462(CFS) for 0.130(Ac.)Total runoff = 0.761(CFS) Total area = 0.200(Ac.)Street flow at end of street = 0.761(CFS) Half street flow at end of street = 0.761(CFS)Depth 9f flow = 0.170(Ft.), Average velocity = 3.561(Ft/s)Flow width (from curb towards crown)= 3.775(Ft.) Process from Point/Station 30.000 to Point/Station 40.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 365.000(Ft.) End of street segment elevation = 358.000(Ft.) Length of street segment = 200.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 [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.) Gutter hike from flowline = 1.500 (in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.145(CFS) Depth of flow = 0.206(Ft.), Average velocity = 3.021(Ft/s) Streetflow hydraulics at midpoint of street travel: Half street flow width = 5. 547 (Ft.) Flow velocity = 3.02(Ft/s) Travel time = 1.10 min. TC = 6.72 min. Page 2 of 14 10 yr Developed Flows Adding area flow to streetDecimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ](7.3 DU/A or Less ) impervious value, Ai = 0.400 Sub-Area c value = 0.570 Rainfall intensity = 4.135(ln/Hr) for a 10.0 year stormEffective runoff coefficient used for total area (Q=KCIA) is C = 0.664 CA = 0.352 Subarea runoff = 0.695(CFS) for 0.330(Ac.) Total runoff = 1.456(CFS) Total area = 0.530(Ac.) Street flow at end of street = 1.456(CFS)Half street flow at end of street = 1.456(CFS) Depth of flow = 0.219(Ft.), Average velocity = 3.180(Ft/s) Flow width (from curb towards crown)= 6.218(Ft.) +++++++++++++++++++++++++++++4 Process from Point/station **** SUBAREA FLOW ADDITION **** 35.000 to Point/Station 40.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000Decimal fraction soil group C = 0.000Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) impervious value, Ai = 0.400Sub-Area C value = 0.570Time of concentration = 6.72 min.Rainfall intensity = 4.135(ln/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.616 CA = 0.671subarea runoff = 1.320(CFS) for 0.560(Ac.)Total runoff = 2.776(CFS) Total area = 1.090(Ac.) +++++++++++++++++++++++++++H Process from Point/Station **** STREET FLOW TRAVEL TIME + 40.000 to Point/Station SUBAREA FLOW ADDITION **** 90.000 Top of street segment elevation = 358.000(Ft.) End of street segment elevation = 346.100(Ft.)Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.)width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the streetDistance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025Gutter width = 1.500(Ft.)Gutter hike from flowline = 1.500(ln.)Manning's N in gutter = 0.0150Manning's N from gutter to grade break = 0.0150Manning's N from grade break to crown = 0.0150Estimated mean flow rate at midpoint of street = 3.898(CFS) Depth of flow = 0.298(Ft.), Average velocity = 3.551(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.132(Ft.)Flow velocity = 3.55(Ft/s) Travel time = 2.16 min. TC = 8.88 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000Decimal fraction soil group C = 0.000Decimal fraction soil group D = 1.000[MEDIUM DENSITY RESIDENTIAL ] Page 3 of 14 10 yr Developed Flows (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.455(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.591 CA = 1.429 subarea runoff = 2.163(CFS) for 1.330 (AC.) Total runoff = 4.939(CFS) Total area = 2.420(Ac.) street flow at end of street = 4.939(CFS) Half street flow at end of street = 4.939(CFS) Depth 9f flow = 0.318(Ft.), Average velocity = 3.758(Ft/s) Flow width (from curb towards crown)= 11.149(Ft.) Process from Point/Station 40.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 stream flow area = 2.420(Ac.)Runoff from this stream = 4.939(CFS) Time of concentration = 8.88 min. Rainfall intensity = 3.455(ln/Hr) Process from Point/station 50.000 to point/station 60.000 **** 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 ] (7.3 DU/A or Less )impervious value, Ai = 0.400 sub-Area C value = 0.570 initial subarea total flow distance = 180.000(Ft.) Highest elevation = 3 54. 700 (Ft.) Lowest elevation = 352.300(Ft.) Elevation difference = 2.400(Ft.) Slope = 1.333 %Top of initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft)for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 initial Area Time of concentration = 7.69 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)]TC = [1.8*(1.1-0.5700)*( 65.000A.5)/( 1.000A(l/3)]= 7.69 Rainfall intensity (I) = 3.792(ln/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.570 Subarea runoff = 0.540(CFS) Total initial stream area = 0.250(Ac.) Process from Point/station 60.000 to Point/Station 70.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 352.300(Ft.) End of street segment elevation = 352.000(Ft.)Length of street segment = 180.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 [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.) Page 4 of 14 10 yr Developed Flows Gutter hike from flowline = 1.500(ln.)Manning's N in gutter = 0.0150Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150Estimated mean flow rate at midpoint of street = 0.862(CFS) Depth of flow = 0.287(Ft.), Average velocity = 0.872(Ft/s) Streetflow hydraulics at midpoint of street travel:Half street flow width = 9. 578 (Ft.)Flow vel9city = 0.87(Ft/s) Travel time = 3,44 min. TC = 11.13 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 = 0.000Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) impervious value, Ai = 0.400 sub-Area C value = 0.570 Rainfall intensity = 2.988(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.370 Subarea runoff = 0.567(CFS) for 0.400(Ac.) Total runoff = 1.107(CFS) Total area = 0.650 (AC.)street flow at end of street = 1.107(CFS)Half street flow at end of street = 1.107(CFS) Depth of flow = 0.307(Ft.), Average velocity = 0.926(Ft/s) Flow width (from curb towards crown)= 10. 604 (Ft.) process from Point/Station 70.000 to Point/Station 80.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 352.000(Ft.) End of street segment elevation = 350.000(Ft.) Length of street segment = 178.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.)Distance from crown to crossfall grade break = 16.500(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 [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.) Gutter hike from flowline = 1.500 (in.)Manning's N in gutter = 0.0150Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150Estimated mean flow rate at midpoint of street = 1.809(CFS)Depth of flow = 0.270(Ft.), Average velocity = 2.154(Ft/s)Streetflow hydraulics at midpoint of street travel:Half street flow width = 8.768(Ft.)Flow velocity = 2.15(Ft/s)Travel time = 1.38 min. TC = 12.51 min. Adding area flow to streetDecimal fraction soil group A = 0.000Decimal fraction soil group B = 0.000Decimal fraction soil group C = 0.000Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) impervious value, Ai = 0.400 Sub-Area C value = 0.570 Rainfall intensity = 2.771(ln/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.872Subarea runoff = 1.310(CFS) for 0.880(Ac.) Total runoff = 2.417(CFS) Total area = 1.5 30 (Ac.)Street flow at end of street = 2.417(CFS) Half street flow at end of street = 2.417(CFS) Page 5 of 14 10 yr Developed Flows Depth 9f flow = 0.293(Ft.), Average velocity = 2.306(Ft/s)Flow width (from curb towards crown)= 9.882(Ft.) H-++++++++++++ Process from Point/station 80.000 to Point/Station 90.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 350.000(Ft.) End of street segment elevation = 346.100(Ft.) Length of street segment = 412.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 [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.)Gutter hike from flowline = 1.500(In.)Manning's N in gutter =. 0.0150Manning's N from gutter to grade break = 0.0150Manning's N from grade break to crown = 0.0150Estimated mean flow rate at midpoint of street =Depth of flow = 0.322(Ft.), Average velocity =Streetflow hydraulics at midpoint or street travel:Halfstreet flow width = 11.347(Ft.)Flow velocity = 2.30(Ft/s)Travel time = 2.99 min. TC = 15.50 min.Adding area flow to streetDecimal fraction soil group A = 0.000Decimal fraction soil group B = 0.000Decimal fraction soil group C = 0.000Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less )Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.413(ln/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.556 Subarea runoff = 1.339(CFS) for 1.200(Ac.)Total runoff = 3.755(CFS) Total area = 2.730(Ac.) Street flow at end of street = 3.755(CFS)Half street flow at end of street = 3.755(CFS)Depth 9f flow = 0.339(Ft.), Average velocity = 2.402(Ft/s) Flow width (from curb towards crown)= 12.214(Ft.) 3.122(CFS)2.297(Ft/s) Process from Point/Station 80.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2Stream flow area = 2.730(AC.)Runoff from this stream = 3.755(CFS)Time of concentration = 15.50 min.Rainfall intensity = 2.413(In/Hr)Summary of stream data: Stream No. Flow rate (CFS) TC (mi n) Rainfall intensity (In/Hr) 1 2 Qmax(l) Qmax(2) 4.939 3.755 ~ 1.0001.000 0.698 * 8.88 15.50 1.000 0.573 1.000 * 3.455 2.413 4.939) + 3.755) + 4.939) + 7.092 Page 6 of 14 10 yr Developed Flows 1.000 * 1.000 * 3.755) + = 7.205 Total of 2 streams to confluence: Flow rates before confluence point: 4.939 3.755 Maximum flow rates at confluence using above data: 7.092 7.205 Area of streams before confluence:2.420 2.730 Results of confluence: T9tal flow rate = 7.205(CFS) Time of concentration = 15.497 min. Effective stream area after confluence = 5.150(Ac.) Process from Point/Station 90.000 to Point/Station 92.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 346.100(Ft.)Downstream point elevation = 343. 500 (Ft.)channel length thru subarea = 80.000(Ft.)Channel base width = 4. 000 (Ft.)Slope or 'z' of left channel bank = 3.000 Slope or 'z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel = 7.295(CFS) Manning's 'N1 = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 7.295(CFS) Depth of flow = 0.328 (Ft.), Average velocity = 4.465(Ft/s) channel fl9w top width = 5. 967 (Ft.)Flow Vel9city = 4.47(Ft/s) Travel time = 0.30 min. Time of concentration = 15.80 min. Critical depth = 0.422 (Ft.) Adding area flow t9 channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) impervious value, Ai = 0.300 Sub-Area C value = 0.520 Rainfall intensity = 2.384(ln/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.578 CA = 3.074 Subarea runoff = 0.123(CFS) for 0.170(Ac.)Total runoff = 7.327(CFS) Total area = 5.320(Ac.) Depth of flow = 0.329(Ft.), Average velocity = 4.472(Ft/s)Critical depth = 0.422 (Ft.) process from Point/Station 92.000 to Point/Station 190.000**** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 335.500(Ft.)Downstream point/station elevation = 329.100(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.014 NO. of pipes = 1 Required pipe flow = 7.327(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 7.327(CFS) Normal flow depth in pipe = 5.11(ln.)Flow top width inside pipe = 16. 2 3 (in.) critical Depth = 12. 59 (in.) pipe flow velocity = 17.76(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 15.83 min. Page 7 of 14 10 yr Developed Flows Process from Point/Station 92.000 to Point/Station 190.000 **** CONFLUENCE OF MAIN STREAMS **** The f 9! lowing data inside Main stream is listed: in Main stream number: 1 Stream flow area = 5.320(Ac.) Runoff from this stream = 7.327(CFS) Time of concentration = 15.83 mi n. Rainfall intensity = 2.381(ln/Hr) Program is now starting with Main stream No. 2 Process from Point/Station 100.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000Decimal fraction soil group B = 0.000Decimal fraction soil group C = 0.000Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) impervious value, Ai = 0.400Sub-Area C value = 0.570initial subarea total flow distance = 100.000(Ft.)Highest elevation = 355.200(Ft.)Lowest elevation = 353.000(Ft.)Elevation difference = 2.200(Ft.) slope = 2.200 %Top of Initial Area Slope adjusted by user to 0.500 %Bottom of initial Area Slope adjusted by User to 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:The maximum overland flow distance is 50.00 (Ft)for the top area slope value of 0.50 %, in a development type of7.3 DU/A or Lessin Accordance with Figure 3-3 initial Area Time of concentration = 8.50 minutesTC = [1.8*(l.l-c)*distance(Ft.)A.5)/(% slopeA(l/3)]TC = [1.8*(1.1-0.5700)*( 50.000A.5)/C 0.500A(l/3)]= 8.50The initial area total distance of 100.00 (Ft.) entered leaves aremaining distance of 50.00 (Ft.)Using Figure 3-4, the travel time for this distance is 1.22 minutes f9r a distance of 50.00 (Ft.) and a slope of 0.50 %with an elevation difference of 0.2 5 (Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 1.221 MinutesTt=[(11.9*0.0095A3)/( 0.25)]A.385= 1.22Total initial area Ti = 8.50 minutes from Figure 3-3 formula plus1.22 minutes from the Figure 3-4 formula = 9.72 minutesRainfall intensity (I) = 3.260(In/Hr) for a 10.0 year stormEffective runoff coefficient used for area (Q=KCIA) is C = 0.570Subarea runoff = 0.204(CFS)Total initial stream area = 0.110(Ac.) Process from Point/Station 110.000 to Point/Station 120.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 353.000(Ft.) End of street segment elevation = 351.500(Ft.) Length of street segment = 151.000(Ft.) Height of curb above gutter flowline = 6.0 (in.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope fr9m curb to property line (v/hz) = 0.025 Gutter width = 1.500 (Ft.) Gutter hike from flowline = 1.500 (in.) Page 8 of 14 10 yr Developed Flows Manning's N in gutter = 0.0150Manning'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 = 0.585(CFS) Depth of flow = 0.204(Ft.), Average velocity = 1.596(Ft/s) Streetflow hydraulics at midpoint of street travel:Half street flow width = 5. 437 (Ft.)Flow velocity = 1.60(Ft/s) Travel time = 1.58 mi n. TC = 11.30 mi n. Adding area flow to streetDecimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000Decimal fraction soil group c = 0.000Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less )impervious value, Ai = 0.400Sub-Area C value = 0.570Rainfall intensity = 2.959(ln/Hr) for a 10.0 year stormEffective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.296 Subarea runoff = 0.673(CFS) for 0.410(Ac.) Total runoff = 0.877(CFS) Total area = 0.520(Ac.) Street flow at end of street = 0.877(CFS) Half street flow at end of street = 0.877(CFS) Depth 9f flow = 0.227(Ft.), Average velocity = 1.740(Ft/s) Flow width (from curb towards crown)= 6.578(Ft.) Process from Point/Station 120.000 to Point/Station 160.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 351.500(Ft.) End of street segment elevation = 346.200(Ft.) Length of street segment = 485.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 [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.)Gutter hike from flowline = 1.500 (in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.430(CFS) Depth of flow = 0.255(Ft.), Average velocity = 2.017(Ft/s) Streetflow hydraulics at midpoint of street travel: Half street flow width = 7. 985 (Ft.) Flow velocity = 2.02(Ft/s) Travel time = 4.01 min. TC = 15.30 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 [MEDIUM DENSITY RESIDENTIAL 3 (7.3 DU/A or Less ) impervious value, Ai = 0.400Sub-Area c value = 0.570Rainfall intensity = 2.433(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.792 Subarea runoff = l.OSO(CFS) for 0.870(Ac.) Total runoff = 1.928(CFS) Total area = 1.390 (AC.)Street flow at end of street = 1.928(CFS)Half street flow at end of street = 1.928(CFS)Depth 9f flow = 0.276(Ft.), Average velocity = 2.163(Ft/s) Flow width (from curb towards crown)= 9. 05 5 (Ft.) Page 9 of 14 10 yr Developed Flows Process from Point/Station 120.666 to Point/Station 160.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 2 in normal stream number 1 Stream flow area = 1.390(Ac.)Runoff from this stream = 1.928(CFS)Time of concentration = 15.30 min.Rainfall intensity = 2.433(ln/Hr) Process from Point/Station 130.000 to Point/Station 140.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ](7.3 DU/A or Less ) impervious value, Ai = 0,400Sub-Area C Value = 0.570initial subarea total flow distance = 100. 000 (Ft.)Highest elevation = 355.600(Ft.)Lowest elevation = 353.400(Ft.)Elevation difference = 2.200(Ft.) Slope = 2.200 %Top of initial Area Slope adjusted by user to 2.000 %Bottom of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.00 %, in a development type of 7.3 DU/A or Less in Accordance with Figure 3-3initial Area Time of concentration = 6.77 minutesTC = [1.8*(l.l-c)*distance(Ft.)A.5)/(% slopeA(l/3)]TC = [1. 8* (1.1-0. 5700) *( 80.000A.5)/( 2.00QA(l/3)]= 6.77The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.)using Figure 3-4, the travel time for this distance is 0.35 minutesf9r a distance of 20.00 (Ft.) and a slope of 2.00 %with an elevation difference of 0.40(Ft.) from the end of the top areaTt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)0.354 Minutes Tt=[(11.9*0.0038A3)/( 0.40)]A.385= 0.35Total initial area Ti = 6.77 minutes from Figure 3-3 formula plus 0.35 minutes from the Figure 3-4 formula = 7.13 minutesRainfall intensity (I) = 3.983(ln/Hr) for a 10.0 year stormEffective runoff coefficient used for area (Q=KCIA) is c = 0.570subarea runoff = 0.272(CFS)Total initial stream area = 0.120 (AC.) Process from Point/Station 140.000 to Point/Station 150.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 353.400(Ft.) End of street segment elevation = 351.000(Ft.) Length of street segment = 163.000(Ft.) Height of curb above gutter flowline = 6.0 (in.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 [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.) Gutter hike from flowline = 1.500 (in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Page 10 of 14 10 yr Developed Flows Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.064(CFS) Depth of flow = 0.226(Ft.), Average velocity = 2.117(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.566(Ft.) Flow velocity = 2.12(Ft/s) Travel time = 1.28 min. TC = 8.41 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) impervious value, Ai = 0.400 Sub-Area c value = 0.570 Rainfall intensity = 3.580(in/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.490 Subarea runoff = 1.482(CFS) for 0.740(AC.) Total runoff = 1.755(CFS) Total area = 0.860(Ac.)Street flow at end of street = 1.755(CFS) Half street flow at end of street = 1.755(CFS) Depth 9f flow = 0.259(Ft.), Average velocity = 2.372(Ft/s) Flow width (from curb towards crown)= 8.177(Ft.) Process from Point/Station 150.000 to Point/Station 160.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 351.000(Ft.) End of street segment elevation = 346.200(Ft.) Length of street segment = 290.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.471(CFS) Depth of flow = 0.279(Ft.), Average velocity = 2.687(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.210(Ft.) Flow vel9city = 2.69(Ft/s) Travel time = 1.80 min. TC = 10.21 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) impervious value, Ai = 0.400Sub-Area C value = 0.570 Rainfall intensity = 3.159(ln/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.992 Subarea runoff = 1.378(CFS) for 0.880(Ac.) Total runoff = 3.133(CFS) Total area = 1.740(Ac.) Street flow at end of street = 3.133(CFS) Half street flow at end of street = 3.133(CFS) Depth of flow = 0.298(Ft.), Average velocity = 2.843(Ft/s) Flow width (from curb towards crown)= 10.152(Ft.) Page 11 of 14 10 yr Developed Flows Process from Point/Station 150.000 to Point/Station 160.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.740(Ac.) Runoff from this stream = 3.133(CFS) Time of concentration = 10.21 min.Rainfall intensity = 3.159(In/Hr)Summary of stream data: Stream No. Flow rate CCFS) TC (min) Rainfall intensity (in/Hr) 12 Qmax(l) Qmax(2) 1.928 3.133 1.000 * 0.770 * 1.000 * 1.000 * 15.30 10.21 000 000 0.667 * 1.000 * 2.433 3.159 1.928) + 3.133) + 1.928) + 3.133) + 4.340 4.419 Total of 2 streams to confluence:Flow rates before confluence point: 1.928 3.133Maximum flow rates at confluence using above data: 4.340 4.419 Area of streams before confluence: 1.390 1.740 Results of confluence: T9tal flow rate = 4.419(CFS) Time of concentration = 10.208 min. Effective stream area after confluence = 3.130(Ac.) Process from Point/station 160.000 to Point/Station 180.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 334. 700 (Ft.) Downstream point/station elevation = 331.400(Ft.) Pipe length = 66.00(Ft.) Manning's N = 0.014 NO. of pipes = 1 Required pipe flow = 4.419(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.419(CFS) Normal flow depth in pipe = 5. 50 (in.) Flow top width inside pipe = 16. 58 (In.) Critical Depth = 9. 67 (in.) Pipe flow velocity = 9.67(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 10.32 min. Process from Point/Station 160.000 to Point/Station 180.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.130(Ac.) Runoff from this stream = 4.419(CFS) Time of concentration = 10.32 min. Rainfall intensity = 3.137(ln/Hr) Page 12 of 14 10 yr Developed Flows Process from Point/Station 170.000 to Point/station 180.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** 000 000 000 000 Decimal fraction soil group A Decimal fraction soil group BDecimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) impervious value, Ai = 0.400 Sub-Area C value = 0.570 Rainfall intensity (I) = user specified values are as follows: TC = 13.00 min. Rain intensity = Total area = 68.400(Ac.) Total 2.703(ln/Hr) for a 10.0 year storm 2.70(In/Hr) runoff = 98.000CCFS) Process from Point/Station 170.000 to Point/Station 180.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 347.200(Ft.) Downstream point/station elevation = 329.800(Ft.) Pipe length = 535.00(Ft.) Manning's N = 0.014 NO. of pipes = 1 Required pipe flow = 98.000(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 98.000(CFS) Normal flow depth in pipe = 21.33(in.) Flow top width inside pipe = 47.70(in.) Critical Depth = 36.00(ln.) Pipe flow velocity = 18.16(Ft/s) Travel time through pipe = 0.49 min. Time of concentration (TC) = 13.49 min. Process from Point/Station 170.000 to Point/Station 180.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 2 in normal stream number 2 stream flow area = 68.400(AC.) Runoff from this stream = 98.000(CFS) Time of concentration = 13.49 min. Rainfall intensity = 2.639(ln/Hr) Summary of stream data: streamNO.Flow rate (CFS) TC(mi n)Rainfall intensity(in/Hr) 1 2Qmax(l) 4.41998.000 Qmax(2) = 000000 0.841 1.000 10.32 13.49 1.000 0.765 1.000 * 1.000 * 3.137 2.639 4.419) +98.000) + 4.419) +98.000) + 79.397 101.718 Total of 2 streams to confluence: Flow rates before confluence point: 4.419 98.000 Maximum flow rates at confluence using above data: 79.397 101.718 Area of streams before confluence: 3.130 68.400 Results of confluence:Tptal flow rate = 101.718(CFS)Time of concentration = 13.491 min. Effective stream area after confluence = 71.530(AC.) Page 13 of 14 10 yr Developed Flows Process from Point/Station 180.000 to Point/Station 190.000**** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 329. 800 (Ft.)Downstream point/station elevation = 329. 100 (Ft.)Pipe length = 74.00(Ft.) Manning's N = 0.014 NO. of pipes = 1 Required pipe flow = 101.718(CFS)Given pipe size = 48.00(ln.)Calculated individual pipe flow = 101.718(CFS)Normal flow depth in pipe = 32. 02 (in.)Flow top width inside pipe = 45.24(ln.)Critical Depth = 36.64(ln.) Pipe flow velocity = 11.43(Ft/s)Travel time through pipe = 0.11 mi n.Time of concentration (TC) = 13.60 min. Process from Point/Station 180.000 to Point/Station 190.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: In Main Stream number: 2 stream flow area = 71. 530 (AC.) Runoff from this stream = 101.718(CFS) Time of concentration = 13.60 min. Rainfall intensity = 2.626(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall intensity NO. CCFS) (min) (in/Hr) 1 7.327 15.83 2.381 2 101.718 13.60 2.626Qmax(l) =1.000 * 1.000 * 7.327) + 0.907 * 1.000 * 101.718) + = 99.556 Qmax(2) = 1.000 * 0.859 * 7.327) +1.000 * 1.000 * 101.718) + = 108.013 Total of 2 main streams to confluence: Flow rates before confluence point: 7.327 101.718 Maximum flow rates at confluence using above data:99.556 108.013Area of streams before confluence:5.320 71.530 Results of confluence: T9tal flow rate = 108.013(CFS)Time of concentration = 13.599 min.Effective stream area after confluence = 76.850(Ac.) Process from Point/Station 190.000 to Point/Station 200.000**** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 329. 100 (Ft.)Downstream point/station elevation = 328. 300 (Ft.)Pipe length = 79.00(Ft.) Manning's N = 0.014NO. of pipes = 1 Required pipe flow = 108.013(CFS) Given pipe size = 48.00(ln.)Calculated individual pipe flow = 108.013(CFS)Normal flow depth in pipe = 32. 63 (in.)Flow top width inside pipe = 44.79(ln.)Critical Depth = 37. 73 (in.) Pipe flow velocity = 11.88(Ft/s)Travel time through pipe = 0.11 min.Time of concentration (TC) = 13.71 min.End of computations, total study area = 76.850 (Ac.) Page 14 of 14 100 yr Developed Flows 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: 10/04/07 JN DRHH0030 - LA COSTA RIDGE DAVID EVANS AND ASSOCIATES, INC. DEVELOPED FLOWS TO EXISTING PIPE - 1/17/06, REV 10/04/07 P:\D\DRHH0030\600lNFO\EC\HYDROLOGY\DEV2 ********* Hydrology Study Control information ********** Program License serial Number 4009 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.125 P6/P24 = 54.6% San Diego hydrology manual 'C' values used +++++++++++++4 Process from Point/Station 10.000 to Point/Station 20.000 **** 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 ](General commercial ) Impervious value, Ai = 0.850 Sub-Area c Value = 0.820 initial subarea total flow distance = 100.000(Ft.) Highest elevation = 388.000(Ft.) Lowest elevation = 377.000(Ft.) Elevation difference = 11.000(Ft.) slope = 11.000 % Top of Initial Area Slope adjusted by user to 1.000 % Bottom of initial Area slope adjusted by user to 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 General commercial In Accordance with Figure 3-3 initial Area Time of Concentration = 3.90 minutes TC = [1.8*(l.l-c)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.8200)*( 60.000A.5)/( 1.000A(l/3)]= 3.90 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 40.00 (Ft.) using Figure 3-4, the travel time for this distance is 0.79 minutes for a distance of 40.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.40(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.787 Minutes Tt=[(11.9*0.0076A3)/( 0.40)]A.385= 0.79 Total initial area Ti = 3.90 minutes from Figure 3-3 formula plus 0.79 minutes from the Figure 3-4 formula = 4.69 minutes Rainfall intensity (I) = 7.687(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.441(CFS) Total initial stream area = 0.070(Ac.) Page 1 of 14 100 yr Developed Flows Process from Point/Station 20.000 to Point/Station 30.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 377.000(Ft.) End of street segment elevation = 365.000(Ft.) Length of street segment = 190.000(Ft.) Height of curb above gutter flow/line = 6.0(m.) width of half street (curb to crown) = 18.000(Ft.) . Distance from crown to crossfall grade break = 16.500(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 [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.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.744(CFS) Depth of flow = 0.169(Ft.), Average velocity = 3.549(Ft/s) streetflow hydraulics at midpoint or street travel: Halfstreet flow width = 3.719(Ft.) Flow velocity = 3.55(Ft/s) Travel time = 0.89 mi n. TC = 5.58 mi n. 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 ] (General Commercial ) impervious value, Ai = 0.850 sub-Area c value = 0.820 Rainfall intensity = 6.870(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.164 Subarea runoff = 0.685(CFS) for 0.130(Ac.) Total runoff = 1.127(CFS) Total area = 0.200 (Ac.) Street flow at end of street = 1.127(CFS) Half street flow at end of street = 1.127(CFS) Depth 9f flow = 0.190(Ft.), Average velocity = 3.813(Ft/s) Flow width (from curb towards crown)= 4.736(Ft.) process from Point/Station 30.000 to point/station 40.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 365.000(Ft.) End of street segment elevation = 358.000(Ft.)Length of street segment = 200.000(Ft.)Height of curb above gutter flowline = 6.0(in.)width of half street (curb to crown) = 18.000(Ft.)Distance from crown to crossfall grade break = 16.500(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 [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.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.676(CFS) Depth of flow = 0.228(Ft.), Average velocity = 3.279(Ft/s)streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.631(Ft.) Flow velocity = 3.28(Ft/s) Travel time = 1.02 mi n. TC = 6.60 min. Page 2 of 14 100 yr Developed Flows Adding area flow to streetDecimal fraction soil group A = 0.000Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400Sub-Area C Value = 0.570 Rainfall intensity = 6.168(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.664 CA = 0.352Subarea runoff = 1.045(CFS) for 0.330(Ac.)Total runoff = 2.172(CFS) Total area = 0.530(Ac.)Street flow at end of street = 2.172(CFS) Half street flow at end of street = 2.172(CFS) Depth of flow = 0.244(Ft.), Average velocity = 3.476(Ft/s) Flow width (from curb towards crown)= 7. 439 (Ft.) Process from Point/Station **** SUBAREA FLOW ADDITION **** 35.000 to Point/station 40.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) impervious value, Ai = 0.400 Sub-Area C value = 0.570 Time of concentration = 6.60 mi n. Rainfall intensity = 6.168(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.616 CA = 0.671Subarea runoff = 1.969(CFS) for 0.560(Ac.) Total runoff = 4.140(CFS) Total area = 1.090(Ac.) Process from Point/Station 40.000 to Point/Station 90.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 358.000(Ft.) End of street segment elevation = 346.100(Ft.)Length of street segment = 460.000(Ft.)Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16. 500 (Ft.)Slope from gutter to grade break (v/hz) = 0.020slope from grade break to crown (v/hz) = 0.020Street flow is on [1] side(s) of the streetDistance 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 = 1.500(In.) Manning's N in gutter = 0.0150Manning'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 = 0.333 (Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.911(Ft.) Flow vel9city = 3.91(Ft/s) 5.827(CFS) 3.911(Ft/s) Travel time = 1.96 mi n. TC = Adding area flow t9 street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL 8.56 min. Page 3 of 14 100 yr Developed Flows (7.3 DU/A or Less )Impervious value, Ai = 0.400 sub-Area c value = 0.570Rainfall intensity = 5.215(in/Hr) for a 100.0 year storm Effective runoff coefficient used for total area(Q=KCIA) is C = 0.591 CA = 1.429Subarea runoff = 3.314(CFS) for 1.330(Ac.) Total runoff = 7.455(CFS) Total area = 2.420(AC.) Street flow at end of street = 7.455(CFS) Half street flow at end of street = 7.455(CFS) Depth of flow = 0.358(Ft.), Average velocity = 4.152(Ft/s) Flow width (from curb towards crown)= 13. 130 (Ft.) Process from Point/Station 40.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 1 in normal stream number 1 Stream flow area = 2.420(Ac.) Runoff from this stream = 7.455(CFS) Time of concentration = • 8.56 mi n.Rainfall intensity = 5.215(ln/Hr) Process from Point/Station 50.000 to Point/Station 60.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000Decimal fraction soil group B = 0.000Decimal fraction soil group c = 0.000Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400Sub-Area C value = 0.570initial subarea total flow distance = 180.000(Ft.) Highest elevation = 354.700(Ft.) Lowest elevation = 352.300(Ft.) Elevation difference = 2.400(Ft.) Slope = 1.333 %Top of initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less in Accordance with Figure 3-3initial Area Time of Concentration = 7.69 minutesTC = [1.8*(l.l-c)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 65.000A.5)/( 1.00QA(l/3)]= 7.69Rainfall intensity (I) = 5.588(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.570Subarea runoff = 0.796(CFS) Total initial stream area = 0.2 50 (AC.) Process from Point/Station 60.000 to Point/Station 70.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 352. 300 (Ft.) End of street segment elevation = 352.000(Ft.) Length of street segment = 180.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 18.000(Ft.)Distance from crown to crossfall grade break = 16.500(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 [1] side(s) of the street Distance from curb to property line = 10.000(Ft.)Slope from curb to property line (v/hz) = 0.025Gutter width = 1.500(Ft.) Page 4 of 14 100 yr Developed Flows Gutter hike from flowline = 1.500 (In.)Manning's N in gutter = 0.0150Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150Estimated mean flow rate at midpoint of street = 1.255(CFS) Depth of flow = 0.318 (Ft.), Average velocity = 0.954(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.155(Ft.)Flow ve^city = 0.95(Ft/s) Travel time = 3.14 mi n. TC = 10.84 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 [MEDIUM DENSITY RESIDENTIAL ](7.3 DU/A or Less )impervious value, Ai = 0.400 Sub-Area C value = 0.570 Rainfall intensity = 4.480(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.370Subarea runoff = 0.863(CFS) for 0.400(Ac.)Total runoff = 1.660(CFS) Total area = 0.650 (AC.)street flow at end of street = 1.660(CFS)Half street flow at end of street = 1.660(CFS)Depth of flow = 0.344(Ft.), Average velocity = 1.021(Ft/s)Flow width (from curb towards crown)= 12.468(Ft.) Process from Point/Station 70.000 to Point/Station 80.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 352.000(Ft.) End of street segment elevation = 350. 000 (Ft.) Length of street segment = 178.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020Slope from grade break to crown (v/hz) = 0.020Street 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.)Gutter hike from flowline = 1.500 (in.)Manning's N in gutter = 0.0150Manning's N from gutter to grade break = 0.0150Manning's N from grade break to crown = 0.0150Estimated mean flow rate at midpoint of street == 2.684(CFS)Depth of flow = 0.301(Ft.), Average velocity = 2.365(Ft/s)Streetflow hydraulics at midpoint of street travel:Halfstreet flow width = 10. 314 (Ft.)Flow velocity = 2.36(Ft/s)Travel time = 1.25 min. TC = 12.09 min.Adding area flow to streetDecimal fraction soil group A = 0.000Decimal fraction soil group B = 0.000Decimal fraction soil group C = 0.000Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less )impervious value, Ai = 0.400Sub-Area C Value = 0.570Rainfall intensity = 4.174(ln/Hr) for a 100.0 year stormEffective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.872 Subarea runoff = 1.980(CFS) for 0.880(Ac.) Total runoff = 3.640(CFS) Total area = 1.5 30 (AC.) street flow at end of street = 3.640(CFS) Half street flow at end of street = 3.640(CFS) Page 5 of 14 100 yr Developed Flows Depth 9f flow = 0.328(Ft.), Average velocity = 2.544(Ft/s) Flow width (from curb towards crown)= 11.659(Ft.) Process from Point/Station 80.000 to Point/Station 90.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 350.000(Ft.) End of street segment elevation = 346.100(Ft.) Length of street segment = 412.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 [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.)Gutter hike from flowline = 1.500 (in.)Manning's N in gutter =• 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.697(CFS) Depth of flow = 0.362(Ft.), Average velocity = 2.537(Ft/s) streetflow hydraulics at midpoint of street travel:Half street flow width = 13. 343 (Ft.) Flow vel9city = 2.54(Ft/s) Travel time = 2.71 mi n. TC = 14.80 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.664(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.556 Subarea runoff = 2.062(CFS) for 1.200(Ac.) Total runoff = 5.702(CFS) Total area = 2.730(Ac.) Street flow at end of street = 5.702(CFS) Half street flow at end of street = 5.702(CFS) Depth 9f flow = 0.383(Ft.), Average velocity = 2.660(Ft/s) Flow width (from curb towards crown)= 14.396(Ft.) Process from Point/Station 80.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 1 in normal stream number 2 Stream flow area = 2. 730 (AC.) Runoff from this stream = 5.702(CFS) Time of concentration = 14.80 min. Rainfall intensity = 3.664(ln/Hr)Summary of stream data: Stream Flow rate TC Rainfall intensity NO. (CFS) (min) (In/Hr) 1 7.455 8.56 5.2152 5.702 14.80 3.664Qmax(l) =1.000 * 1.000 * 7.455) + 1.000 * 0.579 * 5.702) + = 10.753Qmax(2) = 0.703 * 1.000 * 7.455) + Page 6 of 14 100 yr Developed Flows 1.000 * 1.000 * 5.702) + = 10.939 Total of 2 streams to confluence: Flow rates before confluence point: 7.455 5.702Maximum flow rates at confluence using above data: 10.753 10.939 Area of streams before confluence: 2.420 2.730 Results of confluence: T9tal flow rate = 10.939(CFS) Time of concentration = 14.797 min. Effective stream area after confluence = 5.150(Ac.) Process from Point/station 90.000 to Point/station 92.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 346.100(Ft.)Downstream point elevation = 343.500(Ft.) Channel length thru subarea = 80.000(Ft.)channel base width = 4.000(Ft.)slope or 'z1 of left channel bank = 3.000slope or 'z1 of right channel bank = 3.000Estimated mean flow rate at midpoint of channel = 11.079(CFS)Manning's 'N' =0.025Maximum depth of channel = 2.000(Ft.)Flow(q) thru subarea = 11.079(CFS)Depth of flow = 0.414(Ft.), Average velocity = 5.098(Ft/s)Channel flow top width = 6.487(Ft.)Flow ve^city = 5.10(Ft/s)Travel time = 0.26 min.Time of concentration = 15.06 min.Critical depth = 0.539(Ft.)Adding area flow to channel Decimal fraction soil group A = 0.000Decimal fraction soil group B = 0.000Decimal fraction soil group C = 0.000Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity = 3.623(m/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.578 CA = 3.074 Subarea runoff = 0.197(CFS) for 0.170(Ac.) Total runoff = 11.137(CFS) Total area = 5.320(Ac.) Depth of flow = 0.416(Ft.), Average velocity = 5.107(Ft/s) Critical depth = 0.539(Ft.) Process from Point/Station 92.000 to Point/Station 190.000**** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 335. 500 (Ft.)Downstream point/station elevation = 329. 100 (Ft.)Pipe length = 35.00(Ft.) Manning's N = 0.014No. of pipes = 1 Required pipe flow = 11.137(CFS) Given pipe size = 18. 00 (In.)calculated individual pipe flow = 11.137(CFS)Normal flow depth in pipe = 6. 3 5 (In.)Flow top width inside pipe = 17.20(ln.) Critical Depth = 15.31(ln.)Pipe flow velocity = 19.98(Ft/s)Travel time through pipe = 0.03 min.Time of concentration (TC) = 15.09 min. Page 7 of 14 100 yr Developed Flows Process from Point/Station 92.000 to Point/Station 190.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: in Main stream number: 1 Stream flow area = 5.320(Ac.) Runoff from this stream = 11.137(CFS) Time of concentration = 15.09 mi n. Rainfall intensity = 3.618(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/station 100.000 to Point/Station 110.000 **** 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 ] (7.3 DU/A or Less ) impervious value, Ai = 0.400 Sub-Area C Value = 0.570 initial subarea total flow distance = 100. 000 (Ft.) Highest elevation = 355.200(Ft.) Lowest elevation = 353.000(Ft.) Elevation difference = 2.200(Ft.) Slope = 2.200 % Top of initial Area Slope adjusted by user to 0.500 % Bottom of Initial Area Slope adjusted by user to 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.50 %, in a development type of 7.3 DU/A or Lessin Accordance with Figure 3-3 Initial Area Time of concentration = 8.50 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 50.000A.5)/( 0. 50QA(l/3)]= 8.50 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.22 minutes for a distance of 50.00 (Ft.) and a slope of 0.50 % with an elevation difference of 0.25(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A. 385 *60(min/hr) 1.221 Minutes Tt=[(11.9*0.0095A3)/( 0.25)]A.385= 1.22 Total initial area Ti = 8.50 minutes from Figure 3-3 formula plus 1.22 minutes from the Figure 3-4 formula = 9.72 minutes Rainfall intensity (I) = 4.805(ln/Hr) for a 100.0 year stormEffective runoff coefficient used for area (Q=KCIA) is c = 0.570 Subarea runoff = 0.301(CFS) Total initial stream area = 0.110 (AC.) Process from Point/Station 110.000 to Point/Station 120.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 353.000(Ft.) End of street segment elevation = 351.500(Ft.) Length of street segment = 151.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 [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.) Gutter hike from flowline = 1.500 (In.) Page 8 of 14 100 yr Developed Flows Manning's N in gutter = 0.0150Manning's N from gutter to grade break = 0.0150Manning's N from grade break to crown = 0.0150Estimated mean flow rate at midpoint of street = 0.832(CFS)Depth of flow = 0.223(Ft.), Average velocity = 1.720(Ft/s)streetflow hydraulics at midpoint of street travel:Halfstreet flow width = 6.423(Ft.)Flow velocity = 1.72(Ft/s)Travel time = 1.46 min. TC = 11.18 min.Adding area flow t9 streetDecimal fraction soil group A = 0.000Decimal fraction soil group B = 0.000Decimal fraction soil group C = 0.000Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.389(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.296Subarea runoff = l.OOO(CFS) for 0.410(AC.) Total runoff = 1.301(CFS) Total area = 0.520(AC.)Street flow at end of street = 1.301(CFS)Half street flow at end of street = 1.301(CFS)Depth of flow = 0.252(Ft.), Average velocity = 1.903(Ft/s)Flow width (from curb towards crown)= 7.827(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 120.000 to Point/Station 160.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 351.500(Ft.) End of street segment elevation = 346.200(Ft.) Length of street segment = 485.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 18.000(Ft.)Distance from crown to crossfall grade break = 16.500(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 [1] side(s) of the street Distance from curb to property line = 10.000(Ft.)Slope from curb to property line (v/hz) = 0.025Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.138(CFS) Depth of flow = 0.284(Ft.), Average velocity = 2.216(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.452(Ft.) Flow vel9city = 2.22(Ft/s) Travel time = 3.65 min. TC = 14.83 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.659(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.792 Subarea runoff = 1.598(CFS) for 0.870(Ac.) Total runoff = 2.899(CFS) Total area = 1.390(AC.) Street flow at end of street = 2.899(CFS) Half street flow at end of street = 2.899(CFS) Depth of flow = 0.309(Ft.), Average velocity = 2.383(Ft/s) Flow width (from curb towards crown)= 10.701(Ft.) Page 9 of 14 100 yr Developed Flows Process from Point/Station 120.000 to Point/Station 160.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 2 in normal stream number 1 Stream flow area = 1.390(AC.) Runoff from this stream = 2.899(CFS) Time of concentration = 14.83 mi n. Rainfall intensity = 3.659(ln/Hr) Process from Point/Station 130.000 to Point/Station 140.000 **** 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 ] (7.3 DLJ/A or Less ) Impervious value, Ai = 0.400 Sub-Area C value = 0.570 initial subarea total flow distance = 100. 000 (Ft.) Highest elevation = 355.600(Ft.) Lowest elevation = 353.400(Ft.) Elevation difference = 2.200(Ft.) Slope = 2.200 % Top of initial Area Slope adjusted by user to 2.000 % Bottom of initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.00 %, in a development type of 7.3 DU/A or Less in Accordance with Figure 3-3 Initial Area Time of concentration = 6.77 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 2.000A(l/3)]= 6.77 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.35 minutes f9r a distance of 20.00 (Ft.) and a slope of 2.00 % with an elevation difference of 0.40(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.354 Minutes Tt=[(11.9*0.0038A3)/( 0.40)]A.385= 0.35 Total initial area Ti = 6.77 minutes from Figure 3-3 formula plus 0.35 minutes from the Figure 3-4 formula = 7.13 minutes Rainfall intensity (I) = 5.870(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.570Subarea runoff = 0.402(CFS)Total initial stream area = 0.120 (AC.) Process from Point/Station 140.000 to Point/Station 150.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 353.400(Ft.) End of street segment elevation = 351.000(Ft.)Length of street segment = 163.000(Ft.) Height of curb above gutter flowline = 6.0(ln.)Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 [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.) Gutter hike from flowline = 1.500(in.) Manning's N in gutter = 0.0150Manning's N from gutter to grade break = 0.0150 Page 10 of 14 100 yr Developed Flows Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.539(CFS) Depth of flow = 0.250(Ft.), Average velocity = 2.301(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.730(Ft.) Flow velocity = 2.30(Ft/s) Travel time = 1.18 min. TC = 8.31 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area c value = 0.570 Rainfall intensity = 5.317(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.490 Subarea runoff = 2.205(CFS) for 0.740(Ac.) Total runoff = 2.607(CFS) Total area = 0.860(Ac.) street flow at end of street = 2.607(CFS) Half street flow at end of street = 2.607(CFS) Depth 9f flow = 0.288(Ft.), Average velocity = 2.603(Ft/s)Flow width (from curb towards crown)= 9.645(Ft.) Process from Point/Station 150.000 to Point/Station 160.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 351.000(Ft.) End of street segment elevation = 346.200(Ft.)Length of street segment = 290.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 [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.)Gutter hike from flowline = 1.500(in.)Manning's N in gutter = 0.0150Manning's N from gutter to grade break = 0.0150Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.689(CFS) Depth of flow = 0.312(Ft.), Average velocity = 2.957(Ft/s) Streetflow hydraulics at midpoint of street travel:Halfstreet flow width = 10.846(Ft.) Flow velocity = 2.96(Ft/s)Travel time = 1.63 min. TC = 9.94 min. Adding area flow t9 streetDecimal 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 ] (7.3 DU/A or Less ) impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.736(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.992 Subarea runoff = 2.090(CFS) for 0.880(Ac.) Total runoff = 4.697(CFS) Total area = 1.740(Ac.)Street flow at end of street = 4.697(CFS) Half street flow at end of street = 4.697(CFS) Depth 9f flow = 0.334(Ft.), Average velocity = 3.134(Ft/s) Flow width (from curb towards crown)= 11.947(Ft.) Page 11 of 14 100 yr Developed Flows Process from Point/station 150.000 to Point/Station 160.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 2 in normal stream number 2 Stream flow area = 1.740(Ac.) Runoff from this stream = 4.697(CFS) Time of C9ncentration = 9.94 min.Rainfall intensity = 4.736(ln/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall intensity (in/Hr) 1 2 Qmax(l) Qmax(2) 2.899 4.697 " 1.000 0.773 14.83 9.94 1.000 * 1.000 * 000 000 0.670 1.000 3.659 4.736 2.899) + 4.697) + 2.899) + 4.697) + 6.528 6.640 Total of 2 streams to confluence: Flow rates before confluence point: 2.899 4.697 Maximum flow rates at confluence using above data: 6.528 6.640Area of streams before confluence: 1.390 1.740 Results of confluence: T9tal flow rate = 6.640(CFS) Time of concentration = 9.941 min.Effective stream area after confluence =3.130CAC.) Process from Point/Station 160.000 to Point/Station 180.000**** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 334.700(Ft.) Downstream point/station elevation = 331.400(Ft.)Pipe length = 66.00(Ft.) Manning's N = 0.014No. of pipes = 1 Required pipe flow = 6. 640 (CFS)Given pipe size = 18.00(In.)Calculated individual pipe flow = 6. 640 (CFS)Normal flow depth in pipe = 6.81(ln.)Flow top width inside pipe = 17.46(ln.) Critical Depth = 11. 97 (in.)Pipe flow velocity = 10.83(Ft/s)Travel time through pipe = 0.10 min.Time of concentration (TC) = 10.04 min. Process from Point/station 160.000 to point/station 180.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1Stream flow area = 3. 130 (Ac.)Runoff from this stream = 6.640(CFS)Time of concentration = 10.04 min.Rainfall intensity = 4.705(ln/Hr) Page 12 of 14 100 yr Developed Flows Process from Point/station 170.000 to Point/station 180.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) impervious value, Ai = 0.400 Sub-Area C value = 0.570Rainfall intensity (I) = 3.983(ln/Hr) for a 100.0 year stormUser specified values are as follows:TC = 13.00 min. Rain intensity = 3.98(ln/Hr) Total area = 68.400(Ac.) Total runoff = 154.000(CFS) Process from Point/Station 170.000 to Point/station 180.000**** 'PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 347. 200 (Ft.)Downstream point/station elevation = 329.800(Ft.)Pipe length = 535.00(Ft.) Manning's N = 0.014No. of pipes = 1 Required pipe flow = 154.000(CFS)Given pipe size = 48. 00 (in.)Calculated individual pipe flow = 154.000(CFS)Normal flow depth in pipe = 27.91(ln.)Flow top width inside pipe = 47.36(ln.) Critical Depth = 43.52(ln.)Pipe flow velocity = 20.31(Ft/s)Travel time through pipe = 0.44 min.Time of concentration (TC) = 13.44 min. Process from Point/Station 170.000 to Point/station 180.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 68.400(AC.) Runoff from this stream = 154.000(CFS) Time of concentration = 13.44 min. Rainfall intensity = 3.899(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall intensity No. (CFS) (min) (In/Hr) 1 6.640 10.04 4.705 2 154.000 13.44 3.899 Qmax(l) = 1.000 * 1.000 * 6.640) + 1.000 * 0.747 * 154.000) + = 121.724 Qmax(2) = 0.829 * 1.000 * 6.640) + 1.000 * 1.000 * 154.000) + = 159.503 Total of 2 streams to confluence: Flow rates before confluence point: 6.640 154.000 Maximum flow rates at confluence using above data: 121.724 159.503 Area of streams before confluence: 3.130 68.400 Results of confluence: T9tal flow rate = 159.503(CFS) Time of concentration = 13.439 min. Effective stream area after confluence = 71.530(AC.) Page 13 of 14 100 yr Developed Flows Process from Point/Station 180.000 to Point/Station 190.000**** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 329.800(Ft.)Downstream point/station elevation = 329.100(Ft.)Pipe length = 74.00(Ft.) Manning's N = 0.014No. of pipes = 1 Required pipe flow = 159.503(CFS)Given pipe size = 48.00(ln.) NOTE: Normal flow is pressure flow in user selected pipe size.The approximate hydraulic grade line above the pipe invert is4.110(Ft.) at the headworks or inlet of the pipe(s)Pipe friction loss = 1.058 (Ft.)Minor friction loss = 3.753(Ft.) K-factor = 1.50Pipe flow velocity = 12.69(Ft/s) Travel time through pipe = 0.10 mi n.Time of concentration (TC) = 13.54 mi n. Process from Point/station 180.000 to Point/station 190.000 **** CONFLUENCE OF MAIN STREAMS **** The f9l lowing data inside Main stream is listed: in Main Stream number: 2Stream flow area = 71.530(Ac.) Runoff from this stream = 159.503(CFS)Time of concentration = 13.54 min. Rainfall intensity = 3.881(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. CCFS) (min) (in/Hr) 1 11.137 15.09 3.618 2 159.503 13.54 3.881 Qmax(l) = 1.000 * 1.000 * 11.137) +0.932 * 1.000 * 159.503) + = 159.858 Qmax(2) =1.000 * 0.897 * 11.137) +1.000 * 1.000 * 159.503) + = 169.494 Total of 2 main streams to confluence: Flow rates before confluence point: 11.137 159.503 Maximum flow rates at confluence using above data: 159.858 169.494Area of streams before confluence: 5.320 71.530Results of confluence:Total flow rate = 169.494(CFS)Time of concentration = 13.536 min.Effective stream area after confluence = 76.850(Ac.) Process from Point/Station 190.000 to Point/Station 200.000**** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 329.100(Ft.)Downstream point/station elevation = 328.300(Ft.) Pipe length = 79.00(Ft.) Manning's N = 0.014NO. of pipes = 1 Required pipe flow = 169.494(CFS)Given pipe size = 48.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size.The approximate hydraulic grade line above the pipe invert is4.713(Ft.) at the headworks or inlet of the pipe(s)Pipe friction loss = 1.275 (Ft.)Minor friction loss = 4.237(Ft.) K-factor = 1.50 Pipe flow velocity = 13.49(Ft/s)Travel time through pipe = 0.10 min.Time of concentration (TC) = 13.63 min.End of computations, total study area = 76.850 (Ac.) Page 14 of 14 10 yr Flows to Exist CB - Corintia St. 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: 10/04/07 3N DRHH0030 - LA COSTA RIDGE DAVID EVANS AND ASSOCIATES, INC. FLOWS TO EXISTING CB ON CORINTIA - 1/30/07, REV. 10/04/07 P : \D\DRHH0030\600lNFO\EC\HYDROLOGY\DEVCBSTl *********Hydrology Study Control information ********** Program License serial Number 4009 Rational hydrology study storm event year is English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation (inches) = 1.900 24 hour precipitation(inches) = 3.250 P6/P24 = 58.5% San Diego hydrology manual 'c1 values used 10.0 Process from Point/Station 320.000 to Point/Station 330.000 **** jNrriAL 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 ] (General Commercial )impervious value, Ai = 0.850 Sub-Area C value = 0.820 Initial subarea total flow distance = 180.000(Ft.) Highest elevation = 363. 000 (Ft.) Lowest elevation = 360.800(Ft.) Elevation difference = 2.200(Ft.) Slope = 1.222 % Top of initial Area Slope adjusted by user to 1.000 % Bottom of Initial Area Slope adjusted by User to 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 General Commercial in Accordance with Figure 3-3 initial Area Time of Concentration = 3.90 minutes TC = [1.8*(l.l-c)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1. 8* (1.1-0. 8200) *( 60.000A.5)/( 1.000A(l/3)]= 3.90 The initial area total distance of 180.00 (Ft.) entered leaves a remaining distance of 120.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.83 minutes f9r a distance of 120.00 (Ft.) and a slope of 1.00 % with an elevation difference of 1.20(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 1.835 Minutes Tt=[(11.9*0.0227A3)/( 1.20)]A.385= 1.83 Total initial area Ti = 3.90 minutes from Figure 3-3 formula plus 1.83 minutes from the Figure 3-4 formula = 5.74 minutes Rainfall intensity (I) = 4.580(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.820Subarea runoff = 0.601(CFS) Total initial stream area = 0.160 (AC.) Page 1 of3 10 yr Flows to Exist CB - Corintia St. +++++++++++4 Process from Point/Station 330.000 to Point/Station 340.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 360.800(Ft.) End of street segment elevation = 359.500(Ft.) Length of street segment = 170.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.)Slope from gutter to grade break (v/hz) = 0.020Slope 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.)Gutter hike from flowline = 1.500 (in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = O.SOl(CFS) Depth of flow = 0.229(Ft.), Average velocity = 1.540(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.698(Ft.) Flow vel9city = 1.54(Ft/s) Travel time = 1.84 mi n. TC = 7.58 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 ] (General commercial ) Impervious value, Ai = 0.850 Sub-Area c value = 0.820 Rainfall intensity = 3.828(ln/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.238 Subarea runoff = 0.309(CFS) for 0.130(Ac.) Total runoff = 0.910(CFS) Total area = 0.290(Ac.) Street flow at end of street = 0.910(CFS) Half street flow at end of street = 0.910(CFS) Depth 9f flow = 0.237(Ft.), Average velocity = 1.585(Ft/s) Flow width (from curb towards crown)= 7.092(Ft.) Process from point/station 340.000 to Point/Station 350.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 359.500(Ft.) End of street segment elevation = 347.000(Ft.) Length of street segment = 421.250(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 [1] side(s) of the street Distance from curb to property line = 10.000(Ft.)Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500 (Ft.) Gutter hike from flowline = 1.500 (in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.367(CFS) Depth of flow = 0.220(Ft.), Average velocity = 2.940(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.274(Ft.) Page 2 of 3 10 yr Flows to Exist CB - Corintia St. TC = 0.000 0.000 .000 .000 0. 1. 9.97 min. ] Flow ve^city = 2.94(Ft/s)Travel time = 2.39 mi n. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group c = Decimal fraction soil group D =[COMMERCIAL area type (Neighborhod commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Rainfall intensity = 3.208(ln/Hr) for a 10.0 year stormEffective runoff coefficient used for total area(Q=KCIA) is C = 0.803 CA = 0.538Subarea runoff = 0.816(CFS) for 0.380(Ac.) Total runoff = 1.726(CFS) Total area = 0.670(Ac.)street flow at end of street = 1.726(CFS) Half street flow at end of street = 1.726(CFS) Depth of flow = 0.234(Ft.), Average velocity = 3.096(Ft/s) Flow width (from curb towards crown)= 6.973(Ft.) Process from Point/Station 345.000 to Point/Station 350.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Neighborhod commercial ) impervious value, Ai = 0.800 Sub-Area C value = 0.790 Time of C9ncentration = 9.97 min. Rainfall intensity = 3.208(ln/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.797 CA = 1.044Subarea runoff = 1.622(CFS) for 0.640 (AC.)Total runoff = 3.348(CFS) Total area = 1.310 (Ac.) End of computations, total study area = 1.310 (AC.) Page 3 of3 100 yr Flows to Exist CB - Corintia St. san Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software,(c)1991-2004 version 7.4 Rational method hydrology program based onSan Diego county Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/04/07 JN DRHH0030 - LA COSTA RIDGE DAVID EVANS AND ASSOCIATES, INC. FLOWS TO EXISTING CB ON CORINTIA - 1/30/07, REV. 10/04/07 P:\D\DRHH0030\600lNFO\EC\HYDROLOGY\DEVCBSTl *********Hydrology Study Control information ********** Program License Serial Number 4009 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.125 P6/P24 = 54.6% san Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++HProcess from point/station **** INITIAL AREA EVALUATION 320.000 to Point/Station **** 330.000 = 180.000(Ft.) 1.222 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 ] (General commercial ) Impervious value, Ai = 0.850 sub-Area c value = 0.820 initial subarea total flow distance Highest elevation = 363.000(Ft.) Lowest elevation = 360.800(Ft.) Elevation difference = 2.200(Ft.) slope = Top of initial Area slope adjusted by user to 1.000 % Bottom of initial Area slope adjusted by user to 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 General Commercial in Accordance with Figure 3-3 initial Area Time of Concentration = 3.90 minutes TC = [1.8*(l.l-c)*distance(Ft.)A.5)/(% slopeA(i/3)] TC = [1.8*(1.1-0.8200)*( 60.000A.5)/( 1.000A(l/3)]= 3.90 The initial area total distance of 180.00 (Ft.) entered leaves a remaining distance of 120.00 (Ft.) using Figure 3-4, the travel time for this distance is 1.83 minutes for a distance of 120.00 (Ft.) and a slope of 1.00 % with an elevation difference of 1.20(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 1.835 Minutes Tt=[(11.9*0.0227A3)/( 1.20)]A.385= 1.83 Total initial area Ti = 3.90 minutes from Figure 3-3 formula plus 1.83 minutes from the Figure 3-4 formula = 5.74 minutes Rainfall intensity (I) = 6.750(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.886(CFS) Total initial stream area = 0.160(AC.) Page 1 of 3 100 yr Flows to Exist CB - Corintia St. Process from Point/Station 330.000 to Point/Station 340.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 360.800(Ft.) End of street segment elevation = 359.500(Ft.)Length of street segment = 170.000(Ft.)Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020street flow is on [1] side(s) of the streetDistance 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 = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.154(CFS) Depth of flow = 0.252(Ft.), Average velocity = 1.673(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.862(Ft.)Flow vel9city = 1.67(Ft/s)Travel time = 1.69 min. TC = 7.43 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 ] (General commercial ) Impervious value, Ai = 0.850 Sub-Area c Value = 0.820 Rainfall intensity = 5.713(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.238Subarea runoff = 0.473(CFS) for 0.130(Ac.) Total runoff = 1.359(CFS) Total area = 0.290(Ac.) street flow at end of street = 1.359(CFS) Half street flow at end of street = 1.359(CFS) Depth of flow = 0.264(Ft.), Average velocity = 1.738(Ft/s) Flow width (from curb towards crown)= 8.429(Ft.) Process from Point/Station 340.000 to Point/Station 350.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 359.500(Ft.) End of street segment elevation = 347.000(Ft.) Length of street segment = 421.250(Ft.) Height of curb above gutter flowline = 6.0(in.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.015(CFS) Depth of flow = 0.244(Ft.), Average velocity = 3.207(Ft/s)Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.465(Ft.) Page 2 of 3 100 yr Flows to Exist CB - Corintia St. Flow ve^city = 3.21(Ft/s) Travel time = 2.19 min. TC = 9.62 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 [COMMERCIAL area type ] (Neighborhod commercial ) impervious value, Ai = 0.800 sub-Area C Value = 0.790 Rainfall intensity = 4.837(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.803 CA = 0.538 Subarea runoff = 1.244(CFS) for 0.380(Ac.) Total runoff = 2.602(CFS) Total area = 0.670(Ac.) Street flow at end of street = 2.602(CFS) Half street flow at end of street = 2.602(CFS) Depth of flow = 0.262(Ft.), Average velocity = 3.401(Ft/s) Flow width (from curb towards crown)= 8.329(Ft.) Process from Point/Station 345.000 to Point/Station 350.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Neighborhod Commercial ) impervious value, Ai = 0.800 Sub-Area C value = 0.790 Time of concentration = 9.62 min. Rainfall intensity = 4.837(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.797 CA = 1.044 Subarea runoff = 2.445(CFS) for 0.640(Ac.)Total runoff = 5.048(CFS) Total area = 1.310(Ac.)End of computations, total study area = 1.310 (AC.) Page 3 of3 CATCH BASIN CALCULATIONS JJurb Inlet In Sag - Node 160 Project Description Solve For input Data Discharge Gutter Width Gutter Cross Slope Road Cross Slope Curb Opening Length Opening Height Curb Throat Type Local Depression Local Depression Width Throat Incline Angle Results ,'. ,,j. '. Spread Depth Gutter Depression Total Depression Spread Horizontal 6.64 ffVs 1.50 ft 0.1031 ft/ft 0.0200 ft/ft 7.00 ft 10.00 in 2.50 in 1.50 ft 90.00 degrees 22.29 ft 0.57 ft 1.50 in 4.00 in Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 10/4/2007 4:47:47 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203-755-1666 Page 1 of 1 Trapezoidal Channel - (Swale) Node 90 Project Description Friction Method Solve For Input Data" Roughness Coefficient Channel Slope Left Side Slope Right Side Slope Bottom Width Discharge Results J; • ''• Normal Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVF input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headless Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope Manning Formula Normal Depth Subcritical 0.250 0.01500 ft/ft 3.00 ft/ft (H:V) 3.00 ft/ft (H:V) 4.00 ft 11.14 ff/s 1.67 ft 14.99 ft2 14.54 ft 14.00 ft 0.54 ft 1.25648 ft/ft 0.74 ft/s 0.01 ft 1.67 ft 0.13 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 1.67 ft 0.54 ft 0.01500 ft/ft 1.25648 ft/ft 10/4/2007 4:49:59 PM Bentley Systems, Inc. Haestad Methods Solution Center Bentley Flow/Master [08.01.066.00] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Ditch Inlet In Sag - Node 92 Project Description Solve For Input Data Discharge Left Side Slope Right Side Slope Bottom Width Grate Width Grate Length Local Depression Local Depression Width Grate Type Clogging Results Spread Depth Wetted Perimeter Top Width Open Grate Area Active Grate Weir Length Spread P-50mm(P-1-7/8") 11.14 ft3/s 3.00 ft/ft (H:V) 3.00 ft/ft (H:V) 4.00 ft 3.00 ft 3.00 ft 2.00 in 2.00 ft 50.00 % 4.26 ft 0.39 ft 4.82 ft 4.26 ft 4.05 ff 9.00 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley Flow/Master [08.01.066.00] 10/4/2007 4:51:55 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Curb Inlet In Sag - (Exist. CB) Node 350 Project Description Solve For Input Data . Discharge Gutter Width Gutter Cross Slope Road Cross Slope Curb Opening Length Opening Height Curb Throat Type Local Depression Local Depression Width Throat Incline Angle Results, .„.'; •'', ,", '• Spread Depth Gutter Depression Total Depression Spread Horizontal 2.60 ft3/s 1.50 ft 0.1031 ft/ft 0.0200 ft/ft 3.00 ft 10.00 in 2.50 in 1.50 ft 90.00 degrees 17.00 ft 0.46 ft 1.50 in 4.00 in Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 10/4/2007 4:53:46 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 STORM DRAIN HYDRAULIC CALCULATIONS r 4--• 4-4 -1+48,10<-E< UOO-*-7-K> 4-.4 j~ . BOSOK GROUND «--—r- T f—r~ :• ~r -i—iQMX!--160,SCFS-- '• Vmo»= llSFPSi ——; -!- -0100- I54J) CFS ?-«-/---Vm<a= 12.3 FPSH-0100- t54.0:CFS i Vmoxi 28.7 FPS 0100=717 .8 CFS!—r-i—i —<•—j--! i—I i . i i I i I i _j_rrrr FT4' r j—I—r~1—T'OHP--7J8-CFS*-445.BS__j_4_r L_i H-H-4-332- —H-00 ---—. -—- --5+00 - -— '—6+00 1+00 ~" "" r+oo" LAT A-l LAT A-2 (PRIVATE STORM DRAIN) (PRIVATE STORM DRAIN) FILOLI CIRCLE BENCH MARK DESCRIPTION: K-302. A STD. DISK STAMPED K 302 1935. SET IN THE TOP OF A CONCRETE POST. LOCATION: LIES 8.5' EASTERLY OF EASTERN BERM UNE ON RANCHO SANTA FE ROAD. 133' NORTHERLY OF ELECTRIC TRANSMISSION UNE POLE MARKED TL230I1- AND TL13825- RECORDED: ELEVATION: 533.39 DATUM: NGVD 1929 "AS BUILT" DAVID EVANS AND ASSOCIATES INC 800 N. Haven Avenue. Suite 300 Ontano California 91 764 Phone: 909.481.5750 Fajc 909.481.5757 ENGINEERING DEPARTMENT GRADING. EBOSION CONTROL AND STORM DBAIM PIAKS fOK LA COSTA RIDGE NEIGHBORHOOD 2.6 STORM DRAIN LINE A VALLECITOS WATER DISTRICT (FOR GRADING PURPOSES ONLY) REVISION DESCRIPTIONVALLECITOS WATER DISTRICT A.WSW Tl JN DRHH0030 - LA COSTA RIDGE NEIGHBORHOOD 2.6 T2 LINE A - 02/06/07 BY W.D.H., REVISED 10/04/07 BY W.D.H. T3 [P:\DRHH0030\0600INFO\EC\WSPGW\A.WSW] SO -880.00 328.20 24 332.000 TS -855.00 328.30 24 .013 R -854.88 328.33 4 .013 WX -854.88 328.33 4 .013 R -775.59 329.06 4 .013 3X -771.42 329.10 4 11 .014 11.14 331.10 R:x R R R R R R R R R R JX R SH CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD PTS PTS PTS Q -700 -696 -661 -506 -502 -303 -299 -207 -165 -148 -144 -101 -97 -0 -0 1 4 2 4 3 4 4 4 5 4 6 4 7 4 8 4 9 4 11 4 12 4 13 4 14 4 15 4 16 4 17 4 18 4 19 4 20 2 21 2 22 2 23 2 24 5 25 5 26 5 24 4 25 3 26 3 .38 329.75 .21 329.81 .51 330.11 .85 331.54 .68 331.58 .94 333.41 .77 333.45 .44 342.94 .91 347.21 .44 349.13 .27 349.16 .27 349.72 .10 350.05 .00 353.50 .00 353.50 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 .000 1.000 .000 1.000 .000 1.000 154.000 .0 4 4 2 4 4 4 4 4 4 4 4 4 4 4 1 4 4 0.010 2.000 3.000 4.000 5.000 6.000 7.000 8.000 9.000 1.500 2.500 3.500 4.500 5.500 6.500 7.500 8.500 9.500 8.500 6.000 5.000 2.000 4.500 50.000 10.000 2.000 .013 .014 6 .013 .013 .013 .013 .014 .014 .013 .013 .013 .013 .014 0 .013 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 10.000 10.000 10.000 10.000 .000 .000 10.000 .000100 .000 20 .000 4 .64 .01 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 -22 333.50 -22 48 350.06 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 50.00 .926 32.00 .926 .000 .000 .000 .000 .984 .000 .000 .000 .000 90.00 .000 .000 .000 .000 .000 .000 .000 0 .000 .000 .000 .000 .000 .000 .000 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 .00 0 .00 0 01 01 0 0 01 0 -90.00 0.000 .000 .000 .000 .000 .000 .000 0 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000150.000 1.000 1.000 1.000 Page 1 FILE: a.WSW w s p G w - CIVILDESIGN version 14.05 Program Package Serial Number: 1425 WATER SURFACE PROFILE LISTING UN DRHH0030 - LA COSTA RIDGE NEIGHBORHOOD 2.6 LINE A - 02/06/07 BY W.D.H., REVISED 10/04/07 BY W.D.H. [P:\DRHH0030\0600lNFO\EC\WSPGW\A.WSW] PAGE 1 Date:10- 5-2007 Time:11:39:58 ************************************************************************************************************************** ******** station L/Elem********* -880.000 invert Elev Ch Slope********* 328.200 Depth (FT) ******** 3.800 waterElev ********* 332.000 Q (CFS) ********* vel velCFPS) Head_ i _ SF Ave******* i ******* 171.79 .33 .00i i EnergyGrd.El. HF********* 332.00 SuperElev SE Dpth******* .00 Critical Depth Froude N******** .58 Flow Topwi dth Norm Dp******** 150.00 Height/Di a . - FT "N"******* Base wtor I.D. x-Fall******* 24 ZL ZR* * * * * No Wth Prs/Pip Type Ch******* 0 .0 TRANS STR .0040 .0000 .00 3.80 .03. .013 IR-OPEN 1 1 -855.000 328.300 3.701 332.001 171.79 .34 .00 332.00 .00 .58 150.00 24 0 .0 - -855.000 .120 -854.880 - 328.300 .2500 328.330 i 3.576 331.876 3.736 332.066 _i_ _|_ 171.79 14.49 3.26 _ - 1 - - 1 - - .0125 171.79 14.07 3.07_ i _ - 335.14 .00 335.14 - .00 3.58 .00 3.74 1.16 3.74 - 2.46 1.33 1.99 4.000 .000 .013 4.000 .00 .000 - .00 .00 .00 - 1 .0 PIPE 0 .0 WALL EXIT 1-854.880 328.330 3.736 332.066 171.79 14.07 3.07 335.14 .00 3.74 1.99 4.000 .000 .00 1 .0------1----i- ---- 24.339 .0092 .0130 .32 3.74 1.00 4.00 .013 .00 .00 PIPEi -830.541 54.951 328.554 .0092 4.000 332.554 171.79 13.67 2.90_ i _ .0140 335.46 .77 .00 3.74_ i _ 4.00 .00 .00 4.00 4.000 .013 .000 .00 .00 .00 1 .0 PIPE -775. 5901 329. 0601 4.28o' 333. 34o' 171.79' 13.67 2.9o' 336.24 ' .00 ' 3.74 ' .00 ' 4.000 ' .OOo' .00 ' 1 .0------1- -1--1------ JUNCT STR .0096 .0155 .06 .00 .00 .014 .00 .00 PIPE 1 1 1 1 -771.420 329.100 4.922 334.022 160.65 12.78 2.54 336.56 .00 3.67 .00 4.000 .000 .00 1 .0-----_ 1 _-1----1--- 71.040 .0091 .0125 .89 .00 .00 4.00 .013 .00 .00 PIPE 1 III -700.380 329.750 5.416 335.166 160.65 12.78 2.54 337.70 .00 3.67 .00 4.000 .000 .00 1 .0 -1--1--1- -1-----1--__ JUNCT STR .0144 .0139 .06 .00 .00 .014 .00 .00 PIPE 1 1 1 -696.210 329.810 5.796 335.606 154.01 12.26 2.33 337.94 .00 3.63 .00 4.000 .000 .00 1 .0--1- -1--1- -1--------- 34.700 .0086 .0115 .40 .00 .00 4.00 .013 .00 .00 PIPE FILE: a.WSW W S P G W - CIVILDESIGN Version 14.05 Program Package Serial Number: 1425 WATER SURFACE PROFILE LISTING JN DRHH0030 - LA COSTA RIDGE NEIGHBORHOOD 2.6 LINE A - 02/06/07 BY W.D.H., REVISED 10/04/07 BY W.D.H. [P:\DRHH0030\0600INFO\EC\WSPGW\A.WSW] PAGE 2 Date:10- 5-2007 Time:11:39:58 Sr * * ft * * * ft * * * * * * Station L/Elem * * * * -ti * * * * -661.510 154.660 -506.850 4.170 -502.680 130.094 -372.586 invert Elev Ch slope********* 330.110 .0092 331.540 .0096 331.580 .0092 332.778 HYDRAULIC JUMP1 -372.586 332.778_ i 6.359 -366.227 21.772 -344.455 .0092 332.836 .0092 333.037 20.7441 .0092 -323.712 333.228 - 1 - 19.772 .0092 -303.940 Depth (FT) ******** 6.130 6.478 6.603 6.899 2.031 2.015 1.941 1.871 333.410 1.804i waterElev ********* 336.240 338.018 338.183 339.677 334.809 334.852 334.978 335.099 Q (CFS) ********* 154.01 154.01 154.01 154.01 Vel Vel (FPS) Head_ i _ SF Ave******* i ******* 12.26 2.33_ _ 1 _ _ .0115 12.26 2.33 -1- .0115 12.26 2.33_ i _ _ .0115 12.26 2.33_ i _ Energy Grd.El. HF********* 338.57 1.78 340.35 .05 340.52 1.50 342.01__ _ ( _ __ 1 1 154.01 24.03 8.97 343.78 154.01 154.01 154.01 .0442 24.27 9.15_ i _ _ .0478 25.46 10.06 _ - 1 - .0543 26.70 11.07i .06181 i 335.214 154.01 28.00 12.18i i .28 344.00 1.04 345.04 1.13 346.17 1.22 347.39 SuperElev SE Dpth******* .00_ _ 6.13 .00 -6.48 .00_ 6.60 .00_ .00_ _ 2.03 .00_ _ 2.02 .00 1.94 .00 1.87 .00 4.170 .0096 ' .07751 .32 ' 1.80 criticalDepth Froude N******** 3.63_ _ .00. 3.63 - .00 3.63 - .00 3.63_ 3.63_ __ 3.35 3.63 _ 3.40 3.63 3.65 3.91 3.63 Flow Top Width Norm Dp******** Height/Di a . - FT "N"******* .00 4.000 _ - 1 — - Base wtor l.D. x-Fall******* .000 4.00 .013 .00i .00 4.00 .00 4.00 .00 4.00 4.00 4.00 4.00 4.00 4.00 3.99 4.00 3.98 4.000 .013 4.000 .013 4.000 .000 .00 .000 .00 .000 4.000 .000 _ _ ( .013 4.000 .013 4.000 .013 4.000 .00 .000 .00 .000 .00 .000 .013 ' .001 4.000 .000i ZL ZR***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00_ .00 .00 .00 .00 NO Wth Prs/Pip Type Ch * * is * * * * 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 4.20 4.00 .014 ' .OO1 .00 'PIPE FILE: a.WSW w S P G w - CIVILDESIGN Version 14.05 Program Package Serial Number: 1425 WATER SURFACE PROFILE LISTING 3N DRHH0030 - LA COSTA RIDGE NEIGHBORHOOD 2.6 LINE A - 02/06/07 BY W.D.H., REVISED 10/04/07 BY W.D.H. [P:\DRHH0030\0600INFO\EC\WSPGW\A.WSW] PAGE 3 Date:10- 5-2007 Time:11:39:58 * * it * * * * * Station L/Elem********* -299.770 27.701 -272.069 28.165 -243.904 20.591 -223.313 15.873 -207.440 1.021 -206.419 11.183 -195.236 9.308 -185.928 7.825 invertElev Ch slope********* 333.450 .1028 336.297 .1028 339.192 .1028 341.309_ _ .1028 342.940_ _ .1028 343.045 .1028 344.195 .1028 345.152 .1028 -178.103 345.956 Depth (FT) ******** 1.787_ 1.833 1.902 Water Elev ********* 335.237 338.130 341.094 1.974_ 2.050 2.056 2.136 2.220 2.308 343.283 - 344.990 345.101 346.331 347.372 (CFS) ********* 154.01 154.01 154.01 154.01 - 154.01 154.01 154.01 154.01 Vel vel CFPS) Head -1-SF Ave******* i ******* 28.35 12.48_ _ 1 __ _ .0754 27.40 11.66_ _ 1 _ _ EnergyGrd.El . HF********* 347.71 2.09 349.79 .0676 1.90 126.13 10.60 351.70_ - 1 _ _ .0595 24.91 9.64 -1-.0524 23.75 8.76 _ - 1 - - .0421 23.65 8.69_ i _ _ .0393 22.55 7.90_ i _ 1.22 Super Elev SE Dpth******* .92_ _ 2.71 .86 2.69 .78 2.69 352.92 .71 .83 2.69 1353.75 .00 .04 353.79 .44 354.23 .0347 .32 121.50 7.18 354.55i i .03061 .241 i 348.264 154.01 20.50 6.53 1 354.79 2.05 .00 2.06 .00 2.14 .00 Critical Depth Froude N******** 3.63 4.27- 3.63 4.07 3.63 3.79 3.63 3.53 3.63 3.29 3.63_ 3.27 3.63_ 3.04 3.63_ 2. 221 2.82 .00 3.63 Flow Topwidth Norm Dp******** 3.98 1.66 3.99 1.66 4.00 1.66 4.00_ _ 1.66 4.00 1.59 4.00 1.59 3.99 1.59 3.98 1.59 3.95 Height/ Di a . - FT "N"******* 4.000 .014 4.000 Base Wt or I.D. X-Fall******* .000 .00 .000_ .014 .00 14.000 .000 .014 4.000 -.014 4.000 .013 4.000 .013 4.000 .013 4.000 .013 4.000 .00 .000- .00 .000 .00 .000 ZL ZR* * * * * .00_ .00 .00_ .00 .00 .00 .00 .00 .00 .00 .00 .00' .00 .000 .00 .00 .000 .00 .000 .00 .00 .00 .00 6.607 .1028 ' ' .027l' .18 ' 2.3l' 2.62 ' 1.59 ' .013 ' .Oo' .00 NO wth Prs/Pip Type Ch******* 1 .0_ PIPE 1 .0 - PIPE 1 .0 PIPE 1 .0- PIPE 1 .0_ PIPE 1 .0 - PIPE 1 .0_ PIPE 1 .0_ PIPE 1 .0_ PIPE FILE: a.wsw w s P G w - CIVILDESIGN Version 14.05 Program Package Serial Number: 1425 WATER SURFACE PROFILE LISTING DN DRHH0030 - LA COSTA RIDGE NEIGHBORHOOD 2.6 LINE A - 02/06/07 BY W.D.H., REVISED 10/04/07 BY W.D.H. [P:\DRHH0030\0600INFO\EC\WSPGW\A.WSW] PAGE 4 Date:10- 5-2007 Time:11:39:58 * * * * ft * it it station L/Elem********* -171.496 -5.586 invert Elev ch slope********* 346.636 .1028 -165.910 347.210 1.712 .1099 1-164.198 347.398_ 4.076 -160.122 3.432 -156.690 2.847 -153.843 2.319 Depth (FT) ******** 2.401 - 2.500 - 2.538 - 1 -.1099 1347.846 2.646_ - 1 - .1099 348.223 .1099 348.536 .1099 2.761 2.885_ _ -151. 5241 348. 79l' 3.019_ i i 1.796 -149.727 1.287 -148.440 -.1099 348.989 .1099 349.130 - 3.168 - 3.336 4.170 .0072 Water Elev ********* 349.037 - 349.710 - 349.936_ _ 350.492 - QCCFS) ********* 154.01 154.01 154.01 154.01 350.984 154.01i- 1 - 1351.421 154.01_ 351.810 - 352.157 - 352.466 154.01 154.01 154.01 vel Vel (FPS) Head SF Ave******* i ******* 19.55 5.93_ i _ .0240 Energy Grd.El. HF********* 354.97 .13 18.64 5.39 355.10 -1- -1-.0220 .04 118.31 5.21 355.14 - — 1 — -.0203 17.46 4.73_ i _ .0181 .08 355.22 .06 16.64 4.30 355.29i i- 1 -.0161 15.87 3.91_ i _ _ .0144 -.05 355.33 .03 15.13 3.56 355.37_ _ 1 _ 1 .0129 14.43 3.23 -1-.0117 13.76 2.94i -.02 355.39 -.02 355.40 Super Elev SE Dpth******* .00 2.40 .00 2.50 .00 2.54 .00 2.65 critical Depth Froude N******** 3.63 2.43 Flow Top width Norm Dp******** 3.92 1.59 3.63 3.87 -1-2.25 1.56 13.63 3.85 2.18 3.63 2.02 1.56 3.79 1.56 .00 3.63 ' 3.70 2.76 .00 Height/ Dia.-FT "N"******* 4.000 .013 4.000 .013 4.000 .013 4.000 .013 4.000 1.85 1.56 .013 1 13.63 3.59 4.000i i 2.891 1.70 ' 1.56 ' .013 I .00 3.63_ _ 3.02 .00 -3.17 .00 1.55 1.40 3.63 3.44_ _ 1.56 3.25 1.56 2.98 4.000_ _ .013 4.000 .013 4.000 Base wt or I.D. x-Fall****** * .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 ZL ZR***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch******* 1 .0 PIPE 1 .0 PIPE 1 .0 -PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0_ _ .0112 .05 3.34 1.25 4.00 .013 .00 .00 PIPE FILE: a.wsw W S P G W - CIVILDESIGN Version 14.05 Program Package Serial Number: 1425 WATER SURFACE PROFILE LISTING JN DRHH0030 - LA COSTA RIDGE NEIGHBORHOOD 2.6 LINE A - 02/06/07 BY W.D.H., REVISED 10/04/07 BY W.D.H. [P:\DRHH0030\0600lNFO\EC\WSPGW\A.WSW] PAGE 5 oate:10- 5-2007 Time:11:39:58 ***** ** * Station L/Elem* * * ***** * -144.270 Invert Elev Ch Slope********* 349.160 26.823 .0130 -117.447 349.509-- 16.177 .0130 -101.270 349.720_ 3UNCT STR .0791 -97.100 350.050--25.126 .0355 -71.974 350.943--21.378 .0355 -50.596 351.702 16.18l' .0355 -34.415 352.277- 12.328 .0355 -22.088 352.715--9.296 .0355 -12.792 353.045 -1-6.752 .0355 Depth (FT) * * * * * * * * 3.307 - 3.409 - 3.625 - 2.489 - 2.581 - 2.691 ~ 2.809_ 2.937 - 3.077 - water Elev * * ******* 352.467 QCCFS) ********* 154.01 vel vel (FPS) Head SF Ave******* i ******* 13.86 2.98i Energy Grd.El . HF********* 355.45 .Olio' .30 1 352.918 154.01 13.49 2.83 355.75 -1- -I- -1- -I-.0104 .17 1 353.345 154.01 12.86 2.57 355.91i i- i 352.539 154.00 18.73 5.45 357.99 --_ 1 _-.0217 .54 1 1 353.524 154.00 17.96 5.01 358.53 -1--1-_ _ .0194 .41i 354.393 154.00 17.13 4.55_i_ __ -1-358.95 .0172 .281355.086 154.00 16.33 4.14 359.23 --1- -1- _ .0154 .19 355.652 154.00 15.57 3.76 359.42 -1--1- -1-.0138 .13j 356.123 154.00 14.84 3.42 359.54 --_ i _-.0124 .08 super Elev SE Dpth* * * * * * * .00 3.31 .00- 3.41 4.00 4.00 .00 -2.49 .00 -2.58 .00_ 2.69 .00- 2.81 .00- 2.94 .00 -3.08 Critical Depth Froude N******** 3.63 1.28- 3.63- 1.19 3.63 1.00 3.63 -2.27 3.63 -2.11 3.63 1.95 3.63 1.79 3.63 -1.64 3.63 -1.49 Flow Top Width Norm Dp******** Height/Dia.-FT "N"******* Base wt or I.D. x-Fall******* 3.03 4.000 .000i i- 1 - - 1 -3.08 .013 .00 12.84 4.000 .000 -1--3.08 .013 .00 1 12.33 4.000 .000 .014 .00 3.88 4.000 .000-- 2.16 .013 .00 13.83 4.000 .000 -- 2.16 .013 .00i 3.75 4.000 .000 2.16 .013 ' .00 3.66 4.000 .000 --- 2.16 .013 .00 3.53 4.000 .000 -- 2.16 .013 .00 3.37 4.000 .000---2.16 .013 .00 ZL ZR***** .00 -.00 .00-.00 .00 -.00 .00-.00 .00-.00 .00_ .00 .00-.00 .00-.00 .00-.00 NO Wth Prs/Pip Type Ch******* 1 .0 - PIPE 1 .0 - PIPE 1 .0 - PIPE 1 .0 - PIPE 1 .0 -PIPE 1 .0_ PIPE 1 .0 - PIPE 1 .0 - PIPE 1 .0 - PIPE FILE: a.wsw w S P G W - CIVILDESIGN Version 14.05 program Package Serial Number: 1425 WATER SURFACE PROFILE LISTING DN DRHH0030 - LA COSTA RIDGE NEIGHBORHOOD 2.6 LINE A - 02/06/07 BY W.D.H., REVISED 10/04/07 BY W.D.H. [P:\DRHH0030\0600lNFO\EC\WSPGW\A.WSW] Date:10- 5-2007 PAGE 6 Time:ll:39:58 ************************************************************************************************************************** ******** station L/Elem********* invertElev ch slope********* -6.040 353.285 _ I _ Depth (FT) * * A * * * * * 3.232 Water Elev ********* 356.517 Q (CFS) ********* vel vel(FPS) Head_ 1 _ SF Ave*******!******* 154.00 14.15 3.11 1 1 Energy Grd.El . HF********* 359.63 Super Elev SE Dpth******* .00 criticalDepth Froude N******** 3.63 Flow Top Width Norm Dp******* * 3.15 Height/ oia. -FT "N"****** * 4.000 Base wt| or I.D. 1 ZL_ X-Fall | ZR******* 1 ***** 1.000 .00i No Wth Prs/Pip Type Ch******* 1 .0 4.362 .0355 .0113 .05 3.23 1.34. 2.16 .013 .00 .00 PIPE 1 1 1 1 1-1.678 353.440 3.409 356.849 154.00 13.49 2.83 359.68 .00 3.63 2.84 4.000 .000 .00 1 .0_|. -|- -|- -|- -|- -|---1---1- -1-- 1.678 .0355 .0104 .02 3.41 1.19 2.16 .013 .00 .00 PIPE 1 1 1 1 1.000 353.500 3.625 357.125 154.00 12.86 2.57 359.69 .00 3.63 2.33 4.000 .000 .00 1 .0-I--I- Al.WSW Tl UN DRHH0030 - LA COSTA RIDGE NEIGHBORHOOD 2.6 T2 LINE Al - 03/06/06 BY W.D.H., REVISED 10/04/07 BY W.D.H. T3 [P:\DRHH0030\0600lNFO\EC\WSPGW\Al.WSW]so 100. R 132. SH 132. CD 1 4 CD 2 4 CD 3 4 CD 4 4 CD 5 4 CD 6 4 CD 7 4 CD 8 4 CD 9 4 CD 11 4 CD 12 4 CD 13 4 CD 14 4 CD 15 4 CD 16 4 CD 17 4 CD 18 4 CD 19 4 CD 20 2 CD 21 2 CD 22 2 CD 23 2 CD 24 5 CD 25 5 CD 26 5 PTS 24 4 PTS 25 3 PTS 26 3 Q 00 330 83 335 83 335 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 .000 .000 .000 11.140 .08 2 .50 2 .50 2 .000 1.000 .000 2.000 .000 3.000 .000 4.000 .000 5.000 .000 6.000 .000 7.000 .000 8.000 .000 9.000 .000 1.500 .000 2.500 .000 3.500 .000 4.500 .000 5.500 .000 6.500 .000 7.500 .000 8.500 .000 9.500 .000 8.500 .000 6.000 .000 5 . 000 .000 2.000 .000 .000 .000 4.500 1.000 10.000 1.000 10.000 1.000 2.000 .0 .013 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 10.000 .000 10.000 .000 10.000 .000 10 . 000 . 000 .000 .000 .000 .000 10 . 000 . 000 .000 20.000 .000 20.000 .000 4.000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 1.000 1.000 333.340 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 30.000 .000 .000 .000 .000 .000 . .000 . 1.000 .000 .000 .000 .000 000 000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 0 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Page 1 FILE: al.wsw W S P G W - CIVILDESIGN Version 14.05Program Package serial Number: 1425 WATER SURFACE PROFILE LISTING UN DRHH0030 - LA COSTA RIDGE NEIGHBORHOOD 2.6 LINE Al - 03/06/06 BY W.D.H., REVISED 10/04/07 BY W.D.H. [P:\DRHH0030\0600lNFO\EC\WSPGW\Al.WSW] Date:10- 4-2007 PAGE 1 Time: 5:40:49 ****************************************************************************************************** ******** Station L/Elem********* 100.000 4.885 104.885 InvertElev Ch Slope********* 330.080 .1651 330.887 Depth (FT) ******** 3.260 2.465 water Elev ********* 333.340 333.352 QCCFS) ********* 11.14 11.14 Vel VelCFPS) Head_ - 1 - - SF AV6******* i ******* 3.55 .20_ 1 _ _ .0024 3.55 .20 Energy Grd.EI . HF********* 333.54_ _ .01 333.55 Super Elev SE Dpth******* .00 3.26 .00 CriticalDepth Froude N******** 1.20 .00 1.20 Flow Top Wi dth Norm Dp******** .00 .47 .00 Height/ Dia.-FT "N"******* 2.000 .013 2.000 Base Wt or l.D. x-Fall******* .000 .00 .000 ZL ZR***** .00 .00 .00 No wth Prs/Pip Type Ch******* 1 .0 PIPE 1 .0 HYDRAULIC JUMP 1 1104.885 330.887 .536 331.422 11.14 16.45 4.20 335.63 .00 1.20 1.77 2.000 .000 .00 1 .0. ---1- -1--1- -1- -1--1---1-- 1.449 .1651 .0963 .14 .54 4.69 .47 .013 .00 .00 PIPE 1 1 1106.335 331.126 .541 331.667 11.14 16.21 4.08 335.75 .00 1.20 1.78 2.000 .000 .00 1 .0-----1- -1---1--1--1-- 4.590 .1651 .0884 .41 .54 4.60 .47 .013 .00 .00 PIPEi 110.925 331.884 - 1 - - .560 332.444 11.14 15.46 3.71i 336.15 .00 1.20 1.80 2 . 000 . 000 .00 1 .01 3.628 .1651 .0773 .28 .56 4.30 .47 .013 .00 .00 PIPE11114.553 332.483 .579 333.062 11.14 14.74 3.37 336.44 .00 1.20 1.81 2.000 .000 .00 1 .0__ __ __ __ __ -1- -1- -1- -- -1- -- -- -- 2.943 .1651 .0677 .20 .58 4.02 .47 .013 .00 .00 PIPE1117.496 332.968 .599 333.567 11.14 14.05 3.07 336.63 .00 1.20 1.83 2.000 .000 .00 1 .0---1--_ | _-1--1----- 2.435 .1651 .0592 .14 .60 3.77 .47 .013 .00 .00 PIPE 119.931 2.044 121.976 333.370 .1651 333.708 .620 .642 333.991 334.350 11.14 11.14 13.40 2.79_ - 1 - .0519 12.78 2.53_ i _ 336.78 .11 336.88 .00 .62 .00 1.20 3.52 1.20 1.85 .47 1.87 2.000 .013 2.000 .000 .00 .000 .00 .00 .00 1 .0 PIPE 1 .0 1.7341 .1651 ' .04551 .08 ' .64' 3.30 ' .47 ' .013 ' .Oo' .00 ' PIPE FILE: al.wsw w S P G w - CIVILDESIGN Version 14.05 Program Package serial Number: 1425 WATER SURFACE PROFILE LISTING 3N DRHH0030 - LA COSTA RIDGE NEIGHBORHOOD 2.6 LINE Al - 03/06/06 BY W.D.H., REVISED 10/04/07 BY W.D.H. [P:\DRHH0030\0600lNFO\EC\WSPGW\Al.WSW] PAGE 2 Date:10- 4-2007 Time: 5:40:49 V ***** * ***** ft * * Station L/Elem********* 123.709 1.481 invertElev ch slope********* 333.994 Depth (FT) ******** .665 .1651 1 waterElev ********* 334.659 CCFS) ********* 11.14 i vel velCFPS) Head SF AV6******* i ******* 12.18 2.30_ i _ _ Energy Grd.El . HF********* 336.96 .0398 .06 1 superElev SE Dpth******* .00 .67 CriticalDepth Froude N******** 1.20 Flow TopWidth Norm Dp******** 1.88 3.08 .47i 125.190 334. 2391 .689' 334. 92s' 11. 14 ' 11.61 2.09' 337.02 ' .00 ' 1.20 ' 1.90 -1- -1---1- -1---1-1.278 .1651 .0349 .04 .69 2.88 .47 1 1126.469 334.450 .713 335.163 11.14 11.07 1.90 337.07 .00 1.20 1.92-----I i ---1.094 .1651 .0306 .03 .71 2.69 .47 1 1 1 1 .127.562 334.630 .739 335.369 11.14 10.56 1.73 337.10 .00 1.20 1.93---1--1- -1--1-- .950 .1651 .0268 .03 .74 2.52 .47 1 1 1 1128.513 334.787 .765 335.552 11.14 10.07 1.57 337.13 .00 1.20 1.94--1--1- -1--1-- .813 .1651 .0235 .02 .77 2.35 .47 1 1 1 1 129.326 334.921 .793 335.715 11.14 9.60 1.43 337.15 .00 1.20 1.96-----_ 1 _--1-- .700| .1651 ( .0207| .01 ( .79| 2.20 ( .47 130.025 335.037 .600' .16511 .822 335.859 11.14 9.15 1.30_ i _ _ .0181 337.16 .00 .01 ' .82i 1.20 2.05 1.97 .47 130.626 335.136 .852 335.988 11.14 8.73 1.18 337.17 .00 1.20 1.98---1--1- -1- -1- -1--1- .513 .1651 .0159 .01 .85 1.91 .47 1 1 1 131.139 335.221 .883 336.104 11.14 8.32 1.07 337.18 .00 1.20 1.99__ __ __ __ __ - 1 - -- -- -- -- - .428 .1651 .0140 .01 .88 1.79 .47 Height/Dia.-FT "N"******* 2.000 .013 Base Wt or I.D. x-Fall******* .000 .00 ZL ZR***** .00_ .00 2.000 .000 .00 -_- .013 .00 .00 2.000 .000 .00 --- .013 .00 .00 1 2.000 .000 .00_-1- .013 .00 .00 2.000 .000 .00 -1-- .013 .00 .00 2.000 .000 .00--- .013 .00| .00 2.000 .000_ 1 _ .013 .00 .00 .00 2.000 .000 .00 --1-.013 .00 .00 2.000 .000 .00 .013 .00 .00 No WthPrs/Pip Type Ch * A * * * ft * 1 .0_ PIPE 1 .0- PIPE 1 .0- PIPE 1 .0- PIPE 1 .0 - PIPE 1 .0 - PIPE 1 .0 - PIPE 1 .0 - PIPE 1 .0 - PIPE FILE: al.wsw w s P G w - CIVILDESIGN Version 14.05 program package Serial Number: 1425 WATER SURFACE PROFILE LISTING JN DRHH0030 - LA COSTA RIDGE NEIGHBORHOOD 2.6 LINE Al - 03/06/06 BY W.D.H., REVISED 10/04/07 BY W.D.H. [P:\DRHH0030\0600lNFO\EC\WSPGW\Al.WSW] PAGE 3 Date:10- 4-2007 Time: 5:40:49 ******** Station L/Elem********* invertElev ch Slope********* 131.567 335.291-- .359 .1651 131.926 335.3511 _ _ .290 .1651 132.216 335.399 -.228 .1651| 132.444 335.436-- .171 .1651 132.615 335.464-- .125 .1651| 132.739 335.485 .070 .1651 132.810 335.497-_ .020 .1651 132.830 335.500 Depth (FT) ******** .916 - .950 - .986 - 1.024 - 1.064- 1.105 1.149 - 1.197 waterElev ********* (CFS) ********* vel vel(FPS) Head_ - 1 - SF AV6******* i ******* Energy Grd.El. HF********* Super Elev SE Dpth******* Critical Depth Froude N******** Flow Top wi dth Norm Dp******** 336.208 11.14 7.93 .98 337.18 .00 1.20 1.99 -1-_ i _----.0123 .00 .92 1.67 .47 1336.301 11.14 7.56 .89 337.19 .00 1.20 2.00 III II 1-_!_ _!_ _!_ -J- _|- -|- .0108 .00 .95 1.55 .47 336.385 11.14 7.21 .81 337.19 .00 1.20 2.00 --1- -1- -1- -1- -1- -1-.0095 .00 .99 1.45 .47I 336.460 11.14 6.88 .73 337.19 .00 1.20 2.00 --_ i _-i-- .0084 .00 1.02 1.35 .47 1 1 336.529 11.14 6.56 .67 337.20 .00 1.20 2.00--1- -1- -1-i - .0074 .00 1.06 1.25 .47 336.590 11.14 6.25 .61i 337.20 .00 1.20 1.99 .00651 .00 ' l.ll' 1.16 ' .47 1 1 1336.646 11.14 5.96 .55 337.20 .00 1.20 1.98-_|_ -1- -I- -1- -1-- .0058 .00 1.15 1.08 .47 336.697 - I 1 111.14 5.68 .50_|- _i_337.20 .00i_ 1 1.20 1.96 Height/ Dia.-FT "N"******* Base wt or I.D. x-Fall******* ZL ZR***** NO Wth Prs/Pip Type Ch******* 2.000 .000 .00 1 .0 ---- .013 .00 .00 PIPE 1 1 2.000 .000 .00 1 .0I i- 1 1.013 .00 .00 PIPE 2.000 .000 .00 1 .0---- .013 .00 .00 PIPE 2.000 .000 .00 1 .0 --1-- .013 .00 .00 PIPE 12.000 .000 .00 1 .0---- .013 .00 .00 PIPEi 2.000 .000 .00 1 .0_ .013 .00 .00 PIPE12.000 .000 .00 1 .0 --1-- .013 .00 .00 PIPE 2.000 - .000 .00 1 .0 A2.WSW Tl UN DRHH0030 - LA COSTA RIDGE NEIGHBORHOOD 2.6 T2 LINE Al - 03/06/06 BY W.D.H., REVISED 10/04/07 BY W.D.H. T3 [P:\DRHH0030\0600INFO\EC\WSPGW\A2.WSW]so 100. R 166. SH 166. CD 1 4 CD 2 4 CD 3 4 CD 4 4 CD 5 4 CD 6 4 CD 7 4 CD 8 4 CD 9 4 CD 11 4 CD 12 4 CD 13 4 CD 14 4 CD 15 4 CD 16 4 CD 17 4 CD 18 4 CD 19 4 CD 20 2 CD 21 2 CD 22 2 CD 23 2 CD 24 5 CD 25 5 CD 26 5 PTS 24 4 PTS 25 3 PTS 26 3 Q 00 330.99 1145 334.72 1145 334.72 11 1 .000 1.000 1 .000 2.000 1 .000 3.0001 .000 4.000 1 .000 5.0001 .000 6.000 1 .000 7.000 1 .000 8.000 1 .000 9.000 1 .000 1.500 1 .000 2.500 1 .000 3.500 1 .000 4.5001 .000 5.5001 .000 6.500 1 .000 7.500 1 .000 8.500 1 .000 9.500 0 .000 8.500 0 .000 6.000 0 .000 5.0000 .000 2.000 0 .000 0 .0000 .000 4.500 .000 1.000 10.000 .000 1.000 10.000 .000 1.000 2.000 6.640 .0 .013 .000 .000 .000 .000.000 .000 .000 .000 .000 .000 .000 .000.000.000 .000 .000 .000 .000 10.000 10.000 10.00010.000 .000 .000 10.000 .000 20 .000 20 .000 4 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000.000 .000 .000 .000 .000 .000 .000 .000.000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000.000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 1.000 1.000 335.606 .000 .000 .000 .000.000 .000 .000 .000 .000 .000 .000 .000 .000 .000.000 .000 .000 .000 .000 .000 .000 .000.000 .000 .000 .000 30.000 .000 .000 .000.000.000.000 .000 .000 .000.000 .000 .000 ,000 .000 .000 .000 .000 .000 .000 .000 .000.000 .000 .000 .000 .000 0 .000 .000 .000 .000 .000 .000 .000.000 .000 .000 .000 .000 1.000 Page 1 FILE: A2.WSW w s P G w - CIVILDESIGN Version 14.05 Program Package serial Number: 1425 WATER SURFACE PROFILE LISTING JN DRHH0030 - LA COSTA RIDGE NEIGHBORHOOD 2.6 LINE Al - 03/06/06 BY W.D.H., REVISED 10/04/07 BY W.D.H. [P:\DRHH0030\0600INFO\EC\WSPGW\A2.WSW] PAGE 1 Date:10- 4-2007 Time: 5:41:10 ft***************** *********** Station L/Elem********* 100 . 000 59.766 159.766 2.231 161.997 1.064 invert Elev Ch Slope********* Depth (FT) ******** 330.990 4.616 -1-.0561 1 334.345 .0561 334.470 .0561 163. 06l' 334.530_ 1 .133 163.193 HYDRAULIC .0561 334.537 1.500 1.360 1.280 1.280 JUMP 1 163. 1931 334.5371 .755 .409 163.602 .0561 334.560 .784 .9271 .0561 i 164.529 .729 165.258 .537 334.612 .815 .0561 334.653 .847 .0561 ************************************* Water Elev ********* QCCFS) **** ***** 335.606 6.64 -1- I 335.845 6.64 -1- i Vel Vel (FPS) Head_ i _ _ SF AV6*******!* ****** 3.76 .22 -1-.0040 3.76 .22 .0037 335.830 6.64 3.94 .24 -1- -1- -1-.0036 335.810 - 335.817_ 6.64 6.64 335.292 6.64i_ 335.344 - 335.427 - 335.500 - ~ - 6.64 4.13 .27_ - 1 - .0037 4.13 .27_ 1 _1 7.45 .86_ - 1 - - .0147 7.10 .78i .0129 6.64 6.64 6.77 .71 .0114 6.45 .65 .0101 ******************* Energy Grd.EI . HF********* Super Elev SE Dpth******* 335.83 .00 -1-.24 4.62 336.06 .01 336.07 .00 336.08_ .00 336.08 .00 -1.50 .00 1.36 .00_ _ 1.28 .00_ _ I 336.15 .00_ _ .01 336.13_ _ .01 .76 .00 .78 336.14 .00 -1-.01 .82 336.15 .01 .00 -.85 t********************** ************* **** ******** Critical Depth Froude N ***** ft * * 1.00 -.00 Flow Top Width Norm Dp******** .00 .53 1.00 .00-1-.00 .53 1.00 .87 -1-.50 .53 1.00_ .59 1.00_ Height/ Di a . - FT "N"* * * * * * * 1.500 .013 1.500 .013 1.500 .013 Base Wt or I.D. x-Fall******* .000 .00 .000 .00 ,000-.00 1.06 1.500 .000i- .53 1.06 1.00 1.50_ i 1.70 1.00 _ 1.58 1.00 -1.47 1.00 1.37 .53 1.50 .013 1.500 1.500 .013 1.500 .53 ' .013i 1.49 1.500 -1-.53 .013 1.49 1.500 -1-.53 .013 .00 .000 .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR * * * * it .00 .00 .00 .00 .00 .00 .00 .00 .00 NO wth Prs/Pip Type Ch******* 1 .0-PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 1 .00 t i .0 .00 .00 .00 .00 .00 .00 .00 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE FILE: AZ.WSW w s P G w - CIVILDESIGN version 14.05Program Package Serial Number: 1425 WATER SURFACE PROFILE LISTING DN DRHH0030 - LA COSTA RIDGE NEIGHBORHOOD 2.6 LINE Al - 03/06/06 BY W.D.H., REVISED 10/04/07 BY W.D.H. [P:\DRHH0030\0600INFO\EC\WSPGW\A2.WSW] Date:10- 4-2007 PAGE 2 Time: 5:41:10 ************************************************************************************************************************** ******** Station L/Elem********* 165.794 .368 166.163 .218 166.381 .069 invertElev Ch Slope********* 334.683 .0561 334.704 Depth (FT) ft******* .881 .917 water Elev ********* 335.564 335.621 (CFS) ********* 6.64 6.64 .0561 1 1 1 334.716 .955 335.671 6.64 -1- -1- -1- .0561 166.450 334.720 -1- .997 335.717 vel vel(FPS) Head SF Ave******* | ******* 6.15 .59 _ - 1 - .0089 5.86 .53_ _ 1 _ _ .0079 5.59 .49 .0070 6.64 5.32 .44 -1- -1- Energy Grd.El . HF********* 336.15 .00 336.15 Super Elev SE Dpth******* .00 .88 .00 .00 .92 1 336.16 .00 -1- .00 .96• 336.16 critical Depth Froude N******** 1.00 1.27 . 1.00 - 1.17 1.00 1.09 .00 1.00 -1- Flow Top Width Norm Dp******** 1.48 .53 1.46 - .53 1.44 .53 1.42 Height/Di a . - FT "N"A A ft * * * * 1.500 Base wtor I.D. x-Fall* * * * * * * .000 .013 ' .00 1 1.500 .000 - - 1 .013 1.500 .013 1.500 .00 .000 .00 .000 ZL ZR***** .00_ .00 .00_ .00 .00 .00 .00- NO WthPrs/Pip Type Ch******* 1 .0 - PIPE 1 .0 PIPE 1 .0 - PIPE 1 .0 - RIP RAP CALCULATIONS DAVID EVANS JN BY JOB DESCRIPTION ...... CALCULATION FOR ^_ DATE |p -PS -- OF HEETS CHECKED BY ....... ......... ______ DATE . 5^ W<S- "Mr I \ C \f",~: T~> us CJ 8/14/06, Calculations DAVID EVANS ANDASSOCIATES i JOB DESCRIPTION . CALCULATION FOR . JN BY..,., DATE SHEET OF CHECKhO BY _ DATE . SHEETS * - o 484<?1 ..=, S/l 4/06, Calculations t i It t i i I f, t