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HomeMy WebLinkAboutTract No. 2183 Hydrology StudyHYDROLOGY STUDY FOR TRACT 2183 FRANKFORT AVENUE & LOCUST AVENUE FROM FOOTH I LL BLVD TO BARBEE ST. IN THE CITYOF FONTANA (COUNTY OF SAN BERNARDINO) PREPARED FOR: WI NDDANCER GENERAL PARTNERS, LLC 4244 E. MAI NE STREET BALDWI N PARK, CA 91706 (562) 439-6157 BY: MARSHALL ENGINEERING GROUP, INC. 2001 E. FINANCIAL WAY STE. 104 GLENDORA, CA 91741 (626)914-5788 February 24, 2005 1 APPROVED SIGNATURE '% MAR 1 "r 2005 THE. APP"OvAi_ OF THIS PLAN AND SRECIFICATIONS SHALL NOT fW HELD TO PERMIT VR TO BE AN APPROVAL OF THE VIOLATION OF ANY FEDERAL STATE, COUNTY OR CITY LAWS OR ORDINANCES, 04-065HYDRO REPORT.doc WILLDA.N Introduction The area mentioned in this report is in the city of Fontana, which is located in the county of San Bernardino. The west half -width of Locust Avenue, between Foothill Blvd and Barbee St., and the extension of Frankfort Avenue will be improved. The site is located north of Foothill Blvd and south of Barbee St. will be developed. (See attached hydrology map.) The site (Tract 2183) is currently undeveloped. It is proposed that Tract 2183 will be developed for single-family housing. The site is approximately 6.26 acres and naturally drains from north to south. The improved Locust Avenue will also continue to drain north to south. The area applicable to this hydrology study is approximately 6.26 acres plus 3.68 acres of offsite land to the north of the site. After development of Tract 2183, the offsite area to the north of the site will discharge runoff as overland flow to the proposed curb & gutter in Frankfort Avenue and Locust Avenue. The site has been divided into 21 lots with the extension of one interior street that ends in a cul-de-sac (Frankfort Avenue). This interior street will drain onto Foothill Blvd. The site runoff will then flow towards Locust Avenue. After street improvements, the west right of way along Locust Avenue will be high enough to handle off -site and on -site flows that will discharge into the curb & gutter. Lastly, the runoff. will empty onto Locust Avenue. It is assumed that the on -site flow from the 6.26 acres will empty onto Locust and Frankfort Avenues and the off -site area (3.68 acres) will also empty onto Locust and Frankfort Avenues. This report contains calculations for the street capacities of the interior tract street (Frankfort Avenue), and the section of Locust Avenue. to be improved. 04-065HYDRO REPORT.doc Hydrology San Bernardino County Flood Control Manual (Aug 1986). Civildesign Software (Rational Method, Unit Hydrograph Method, and Flood Routing Programs) and Haestad Flowmaster. The above design references and computer software were used to perform calculations for this project. Conclusions The total on -site runoff after development for a 100-year storm is 20.9 cfs. For the portion of Locust Avenue that will be improved, the total on -site flow for a 100-year storm, is 7.26 cfs with 3.21 cfs of offsite flow as shown in the attached rational method calculations. The interior street (Frankfort Avenue) will beable to handle all of the on -site runoff (13.6 cfs) plus the calculated off - site flow of approximately 6.75 cfs for a total of 20.4 cfs as shown in the attached street capacity calculations. The ultimate flow after development of the on -site and off -site areas on the east side of the site will be handled by the improvement of Locust Avenue. As shown in the attached street capacity calculations, Locust Avenue, will be able to handle more than the total on -site and off -site flow of 10.47 cfs within the street curb & gutter and half width of the street. It is our recommendation that the street improvements for this project will be adequate to handle the total 100-year storm runoff from the tributary areas. Also, for the proposed single family residences, onsite detention will be required. As indicated in the Water Quality Management Plan (WQMP) for the project infiltrators located beneath the driveways will reduce the amount of onsite flow entering the streets by capturing 80% of annual runoff for San Bernardino County. 3 04-065HYDR0 REPORT.doc GENERAL INFORMATION Site Plan Soils Map & 100-Year 1-Hour I soh yetal Rational Hydrology Calculations Street Capacity Calculations 4 04-065HYDR0 REPORT.doc VICINITY MAP N.T.S. BASELINE RD FONTANA LAUREL AV FOOTHILL BLVD LOCUST AV SITE` L BARBEE ST THE THOMAS GUIDE S.B. CO PG 605 7 4.- 141i. I ' • • , 1•11.1, T A I , 5 0 /. • T .... ••••• • • . - ; . = • *As e4.1- • aig 03A‘ k X /1141,..37 war- r. air? 2. . - inarargrtinir 'aurul'Amig _ '•"7 JPA.112:0212 „ . !J"-• 2 j • , ISAN BERNARDINO COUNTY I HYDROLOGY MANUAL ; Ti • . • =•••••••'. 1: 11 I! I. P I " • , • • i--•------•----,..N. \ \ \ C - I ) C-2 SAN BERNARD NO COUNTY II ''. I ‘,, N _./ C-7 C-B C-3 C- 4 INDEX MAP e,;;. 1.... ,= ...... . . • "c:.-• ..... :•• A p•- EGEn0 SOIL GROUP BOUNDARY SOIL GROUP DESIGNATION BOUNDARY OF INDICA.' ED SOURCE .4'0 • SCALE I 48000 7:7\ • - - ° '•f • E:. tz, p. p • - •• 1 6,, ...; ; • .... - - I A .; t' • • -- "fillr-r; ; --i_fil' I 'A:4 1.2A". -,L-__—;.-_-_—,--,7`.—; '''---': 1;;---: .:: • • . !-• , I -- • , - = • ;Ili • ; • 1 • ( j • 1111.1.1:472.3 14 12. :6,,. .e.; P. • I - • , • ; ; . 1.• ! - • L: 5bJ • 1 SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA I T4N 23 2.2 19 I 1.7 1.6 I RS UT SA plow'2 ,1.9 �16 TIN — r TIS R7W R5W R6W i PNEIAN - � � .�o .. i �1 :.�.:y CLAl.[YONT IYi/%iliimmu�m� i�d�irram�� .�IIIMP011410111 grallialli.a46. my 'la tillito 10 • I siormasimipBro 11s) Alr •o4oM La 1 SPAM T3S • • k 1.4 • ON TAN RIALTO... I t 4W , MESPEAIit CHEY;(-,k. L ♦NkOWN' is, am CO LT1O N� 1.IN0A GRANS TE1111kCE I ERSIDE R4W WASH REDLANDS .Av EH1.A R01N0 COUNYY v( 810E COUNT R3 SAN BERNARDINO COUNTY HYDROLOGY MANUAL R2W R2W - 1— -r RIW YUCAIPA RIW RAE LEY REDUCED DRAWING SCALE I" = 4 MILES LLGEND. RIE 1.3 1.4� _L I- - R2E 5 T4N fi - 41 _ f -+ T3N Are4ii„,. . .....,.,i. •,„ . .,,,,t,,,o. 0:iv...mini, . w,, , ..,, r:1 RT.I : .AN01h0 1 1.4 08 ISOLINES PRECIPITATION (INCHES) 1.7 .1.6 SU 6 L_ I i. A.' R2 • SAN BERNARDI NO TY F1..0 _CONTROL DISTRICT 04 VALLEY AREA ISOHYETALS Ya0-100 YEAR I HOUR BASED ON U.S.D..GNDA&KLAS Z. ors APPROVED BY DATE 1982 F LQQQ I M¢INEE11 rat wa owr• wrt0-1 s .4 )CAVE I MO r.t� I12 RATIONAL HYDROLOGY CALCULATI ONS 5 04-065HYDR0 REPORT.doc San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 02/24/05 WINDDANCER TRACT 2183 Q100 OFFSITE - EAST AREA Marshall Engineering Group, Glendora, CA - S/N 862 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.400 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Adjusted SCS curve number for AMC 3 = 84.60 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.290(In/Hr) Initial subarea data: Initial area flow distance = 143.000(Ft.) Top (of initial area) elevation = 1325.000(Ft.) Bottom (of initial area) elevation = 1323.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.01399 s(%)= 1.40 TC = k(0.525)*[(length"3)/(elevation change)]''0.2 Initial area time of concentration = 8.977 min. Rainfall intensity = 4.376(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.840 Subarea runoff = 0.772(CFS) Total initial stream area = 0.210(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.290(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 2.262(CFS) Depth of flow = 0.148(Ft.), Average velocity = 1.150(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.00 2 90.00 0.00 3 180.00 1.00 Manning's 'N' friction factor = 0.035 Sub -Channel flow = 2.262(CFS) flow top width = 26.606(Ft.) velocity= 1.150(Ft/s) area = 1.966(Sq.Ft) Froude number = 0.746 Upstream point elevation = 1323.000(Ft.) Downstream point elevation = 1319.000(Ft.) Flow length = 169.000(Ft.) Travel time = 2.45 min. Time of concentration = 11.43 min. Depth of flow = 0.148(Ft.) Average velocity = 1.150(Ft/s) Total irregular channel flow = 2.262(CFS) Irregular channel normal depth above invert elev. = 0.148(Ft.) Average velocity of channel(s) = 1.150(Ft/s) Sub -Channel No. 1 Critical depth = 0.132(Ft.) Critical flow top width = 23.730(Ft.) Critical flow velocity= 1.446(Ft/s) Critical flow area = 1.564(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Adjusted SCS curve number for AMC 3 = 84.60 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.290(In/Hr) Rainfall intensity = 3.787(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.831 Subarea runoff = 2.438(CFS) for 0.810(Ac.) Total runoff = 3.210(CFS) Effective area this stream = 1.02(Ac.) Total Study Area (Main Stream No. 1) = 1.02(Ac.) Area averaged Fm value = 0.290(In/Hr) End of computations, Total Study Area = 1.02 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 02/24/05 WINDDANCER TRACT 2183 Q100 OFFSITE - WEST AREA Marshall Engineering Group, Glendora, CA - S/N 862 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.400 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Adjusted SCS curve number for AMC 3 = 84.60 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.290(In/Hr) Initial subarea data: Initial area flow distance = 198.000(Ft.) Top (of initial area) elevation = 1326.000(Ft.) Bottom (of initial area) elevation = 1325.000(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.00505 s(%)= 0.51 TC = k(0.525)*[(length"3)/(elevation changeW0.2 Initial area time of concentration = 12.536 min. Rainfall intensity = 3.582(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.827 Subarea runoff = 0.889(CFS) Total initial stream area = 0.300(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.290(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 4.385(CFS) Depth of flow = 0.138(Ft.), Average velocity = 1.153(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.00 2 200.00 0.00 3 400.00 1.00 Manning's 'N' friction factor = 0.035 Sub -Channel flow = 4.385(CFS) flow top width = 55.158(Ft.) velocity= 1.153(Ft/s) area = 3.803(Sq.Ft) Froude number = 0.774 Upstream point elevation = 1325.000(Ft.) Downstream point elevation = 1319.000(Ft.) Flow length = 230.000(Ft.) Travel time = 3.32 min. Time of concentration = 15.86 min. Depth of flow = 0.138(Ft.) Average velocity = 1.153(Ft/s) Total irregular channel flow = 4.385(CFS) Irregular channel normal depth above invert elev. = 0.138(Ft.) Average velocity of channel(s) = 1.153(Ft/s) Sub -Channel No. 1 Critical depth = 0.124(Ft.) Critical flow top width = 49.609(Ft.) Critical flow velocity= 1.425(Ft/s) Critical flow area = 3.076(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Adjusted SCS curve number for AMC 3 = 84.60 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.290(In/Hr) Rainfall intensity = 3.110(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area, (total area with modified rational method)(Q=KCIA) is C = 0.816 Subarea runoff = 5.863(CFS) for 2.360(Ac.) Total runoff = 6.752(CFS) Effective area this stream = 2.66(Ac.) Total Study Area (Main Stream No. 1) = 2.66(Ac.) Area averaged Fm value = 0.290(In/Hr) End of computations, Total Study Area = 2.66 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 11/02/04 WIND DANCER Q100 AFTER CONDITION FRANKFORT AVENUE - EAST Marshall Engineering Group, Glendora, CA - S/N 862 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.400 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr) Initial subarea data: Initial area flow distance = 206.000(Ft.) Top (of initial area) elevation = 1318.000(Ft.) Bottom (of initial area) elevation = 1315.770(Ft.) Difference in elevation = 2.230(Ft.) Slope = 0.01083 s(%)= 1.08 TC = k(0.412)*[(lengthA3)/(elevation change)]"0.2 Initial area time of concentration = 8.581 min. Rainfall intensity = 4.497(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.806 Subarea runoff = 0.956(CFS) Total initial stream area = 0.264(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.471(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1315.770(Ft.) End of street segment elevation = 1314.190(Ft.) Length of street segment = 129.000(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 = 12.000(Ft ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(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 = 2.360(CFS) Depth of flow = 0.325(Ft.), Average velocity = 2.385(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.419(Ft.) Flow velocity = 2.38(Ft/s) Travel time = 0.90 min. TC = 9.48 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm) 0.471(In/Hr) Rainfall intensity = 4.235(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.800 Subarea runoff = 2.563(CFS) for 0.775(Ac.) Total runoff = 3.520(CFS) Effective area this stream = 1.04(Ac.) Total Study Area (Main Stream No. 1) = 1.04(Ac.) Area averaged Fm value = 0.471(In/Hr) Street flow at end of street = 3.520(CFS) Half street flow at end of street = 3.520(CFS) Depth of flow = 0.360(Ft.), Average velocity = 2.619(Ft/s) Flow width (from curb towards crown)= 11.142(Ft.) Process from Point/Station 3.000 to Point/Station 4.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1314.190(Ft.) End of street segment elevation = 1311.420(Ft.) Length of street segment = 232.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(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 = 5.552(CFS) Depth of flow = 0.406(Ft.), Average velocity = 2.892(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.480(Ft.) Flow velocity = 2.89(Ft/s) Travel time = 1.34 min. TC = 10.82 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr) Rainfall intensity = 3.913(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.792 Subarea runoff = 3.416(CFS) for 1.200(Ac.) Total runoff = 6.935(CFS) Effective area this stream = 2.24(Ac.) Total Study Area (Main Stream No. 1) = 2.24(Ac.) Area averaged Fm value = 0.471(In/Hr) Street flow at end of street = 6.935(CFS) Half street flow at end of street = 6.935(CFS) Depth of flow = 0.431(Ft.), Average velocity = 3.053(Ft/s) Flow width (from curb towards crown)= 14.729(Ft.) End of computations, Total Study Area = 2.24 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.600 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date — August 1986). CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 11/02/04 WIND DANCER Q100 AFTER CONDITION FRANKFORT AVENUE - WEST Marshall Engineering Group, Glendora, CA - S/N 862 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.400 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr) Initial subarea data: Initial area flow distance = 186.000(Ft.) Top (of initial area) elevation = 1318.000(Ft.) Bottom (of initial area) elevation = 1315.760(Ft.) Difference in elevation = 2.240(Ft.) Slope = 0.01204 s(%)= 1.20 TC = k(0.412)*[(lengthA3)/(elevation change)1A0.2 Initial area time of concentration = 8.064 min. Rainfall intensity = 4.668(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.809 Subarea runoff = 0.967(CFS) Total initial stream area = 0.256(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.471(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1315.760(Ft.) End of street segment elevation = 1314.190(Ft.) Length of street segment = 130.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(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 = 2.315(CFS) Depth of flow = 0.324(Ft.), Average velocity = 2.361(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.370(Ft.) Flow velocity = 2.36(Ft/s) Travel time = 0.92 min. TC = 8.98 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm) 0.471(In/Hr) Rainfall intensity = 4.375(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.803 Subarea runoff = 2.442(CFS) for 0.714(Ac.) Total runoff = 3.408(CFS) Effective area this stream = 0.97(Ac.) Total Study Area (Main Stream No. 1) = 0.97(Ac.) Area averaged Fm value = 0.471(In/Hr) Street flow at end of street = 3.408(CFS) Half street flow at end of street = 3.408(CFS) Depth of flow = 0.357(Ft.), Average velocity = 2.585(Ft/s) Flow width (from curb towards crown)= 11.027(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1314.190(Ft.) End of street segment elevation = 1311.420(Ft.) Length of street segment = 232.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(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 = 5.376(CFS) Depth of flow = 0.403(Ft.), Average velocity = 2.870(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.307(Ft.) Flow velocity = 2.87(Ft/s) Travel time = 1.35 min. TC = 10.33 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr) Rainfall intensity = 4.023(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.795 Subarea runoff = 3.273(CFS) for 1.120(Ac.) Total runoff = 6.682(CFS) Effective area this stream = 2.09(Ac.) Total Study Area (Main Stream No. 1) = 2.09(Ac.) Area averaged Fm value = 0.471(In/Hr) Street flow at end of street = 6.682(CFS) Half street flow at end of street = 6.682(CFS) Depth of flow = 0.427(Ft.), Average velocity = 3.025(Ft/s) Flow width (from curb towards crown)= 14.513(Ft.) End of computations, Total Study Area = 2.09 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.600 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 11/02/04 WIND DANCER Q100 AFTER CONDITION LOCUST AVENUE Marshall Engineering Group, Glendora, CA - S/N 862 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.400 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr) Initial subarea data: Initial area flow distance = 196.000(Ft.) Top (of initial area) elevation = 1318.000(Ft.) Bottom (of initial area) elevation = 1315.530(Ft.) Difference in elevation = 2.470(Ft.) Slope = 0.01260 s(%)= 1.26 TC = k(0.412)*[(lengthA3)/(elevation change)]"0.2 Initial area time of concentration = 8.160 min. Rainfall intensity = 4.634(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.809 Subarea runoff = 1.165(CFS) Total initial stream area = 0.311(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.471(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1315.530(Ft.) End of street segment elevation = 1313.130(Ft.) Length of street segment = 141.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 30.500(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(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 = 2.533(CFS) Depth of flow = 0.318(Ft.), Average velocity = 2.751(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.045(Ft.) Flow velocity = 2.75(Ft/s) Travel time = 0.85 min. TC = 9.01 min. Adding area flow to street RESIDENTIAL(3'- 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr) Rainfall intensity = 4.366(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.803 Subarea runoff= 2.484(CFS) for 0.730(Ac.) Total runoff = 3.649(CFS) Effective area this stream = 1.04(Ac.) Total Study Area (Main Stream No. 1) = 1.04(Ac.) Area averaged Fm value = 0.471(In/Hr) Street flow at end of street = 3.649(CFS) Half street flow at end of street = 3.649(CFS) Depth of flow = 0.348(Ft.), Average velocity = 2.995(Ft/s) Flow width (from curb towards crown)= 10.563(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1313.130(Ft.) End of street segment elevation = 1308.800(Ft.) Length of street segment = 232.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 30.500(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(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 = 5.752(CFS) Depth of flow = 0.387(Ft.), Average velocity = 3.456(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.497(Ft.) Flow velocity= 3.46(Ft/s) Travel time = 1.12 min. TC = 10.13 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr) Rainfall intensity = 4.070(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.796 Subarea runoff = 3.609(CFS) for 1.200(Ac.) Total runoff = 7.258(CFS) Effective area this stream = 2.24(Ac.) Total Study Area (Main Stream No. 1) = 2.24(Ac.) Area averaged Fm value = 0.471(In/Hr) Street flow at end of street = 7.258(CFS) Half street flow at end of street = 7.258(CFS) Depth of flow = 0.411(Ft.), Average velocity = 3.655(Ft/s) Flow width (from curb towards crown)= 13.722(Ft.) End of computations, Total Study Area = 2.24 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.600 Area averaged SCS curve number = 32.0 STREET CAPACI TY CALCULATI ONS 6 04-065HYDR0 REPORT.doc Interior Street Worksheet for Irregular Channel 1 Project Description ' Worksheet Flow Element Typical Street Section -Frankfort Avenue Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Channel Slope 0.012000 ft/ft Discharge 27.20 cfs Options 1 Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method 1 Results Mannings Coefficient 0.013 Water Surface Elevation 0.50 ft 1 Elevation Range Flow Area 0.00 to 0.74 6.9 ft2 Wetted Perimeter 36.99 ft 1 Top Width 36.00 ft Actual Depth 0.50 ft Critical Elevation 0.57 ft Critical Slope 0.004366 ft/ft 1 Velocity 3.97 ft/s Velocity Head 0.24 ft Specific Energy 0.74 ft Froude Number 1.60 1 Flow Type Supercritical Roughness Segments 1 Start End Mannings Station Station Coefficient 0+00 - 0+12 0.040 0+12 0+14 0.013 1 0+14 0+47 0.014 0+47 0+48 0.013 0+48 0+60 0.040 Natural Channel Points Station Elevation 1 (ft) (ft) 0+00 0.74 0+12 0.50 0+12 0.00 I 0+14 0.16 0+30 0.49 0+47 0.16 0+48 0.00 I 0+48 0.50 0+60 0.74 1 g:\...\street capacities\interior street.fm2 MARSHALL ENGINEERING GROUP FlowMaster v7.0 [7.0005] 11/02/04 01:55:10 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet Typical Street Section - Frankfort Avenue Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.012000 ft/ft Water Surface Elevation 0.50 ft Elevation Range 0.00 to 0.74 Discharge 27.20 cfs 0.80( ,1.) 0.40 0.00 0+00 0+05 0+10 0+15 0+20 0+25 0+30 0+35 0+40 0+45 0+50 0+55 0+60 V:5.0\ H:1 N TS g:\...\street capacities\interior street.fm2 MARSHALL ENGINEERING GROUP FlowMaster v7.0 [7.0005] 11/02/04 01:55:38 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Locust Avenue - Half Street Section Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Channel Slope 0.018500 ft/ft Discharge 67.00 cfs Options I Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method I Results Mannings Coefficient 0.014 Water Surface Elevation 0.67 ft I Elevation Range 0.00 to 0.91 Flow Area 10.1. ft2 Wetted Perimeter 32.76 ft Top Width 32.00 ft I Actual Depth 0.67 ft Critical Elevation 0.88 ft Critical Slope 0.003819 ft/ft I Velocity 6.65 Ws Head 0.69 ft Specific Energy 1.35 ft Froude Number 2.09 I Flow Type Supercritical Calculation Messages: Water elevation exceeds lowest end station by 0.96420899e-1 ft. ' Roughness Segments Start End Mannings I Station Station Coefficient 0+00 0+12 0.040 0+12 0+14 0.013 I 0+14 0+44 0.014 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.91 0+12 0.67 I 0+12 0.00 0+14 0.16 0+44 0.57 1 g:\...\street capacities\interior street.fm2 MARSHALL ENGINEERING GROUP FlowMaster v7.0 [7.0005] 11/02/04 01:53:28 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet Locust Avenue - Half Street Section Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.014 Channel Slope 0.018500 ft/ft Water Surface Elevation 0.67 ft Elevation Range 0.00 to 0.91 Discharge 67.00 cfs a:Be 0.60 0.30 0.00 0+00 0+04 0+08 0+12 0+16 0+20 0+24 0+28 0+32 0+36 0+40 0+44 V:5.0 N H:1 N TS g:\...\street capacities\interior_street.fm2 MARSHALL ENGINEERING GROUP FlowMaster v7.0 [7.0005] 11/02/04 01:54:22 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 �73n;2i� u u av [MP) IN l� n ' . v HYDROLOGY SUMMARY TABLES: FRANKFORT AVENUE - WEST NODE SUBAREA (AC) AREA (AC) PEAK Qt (C.F.S.) TIME OF CONCEN- TRATION 1 0.256 0.256 2 0.97 8.06 0.714 0.97 3 3.41 8.98 1.12 2.09 4 6.68 10.r33 ) LOCUST AVENUE NODE SUBAREA (AC.) AREA (AC.) PEAK (CC.00 F S.) TIME OF CONCEN- TRATION 1 0.31 0.31 2 1.17 8.16 0.73 1.04 3 3.65 9.01 1.20 2.24 7 4 7.26 10.13 FRANKFORT AVENUE - EAST NODE SUBAREA (AC.) AREA (AC.) PEAK (C.00 F.S.) TIME OF CONCEN- TRATION 1 0.264 0.264 2 0.96 8.58 0.775 1.04 3 3.52 9.48 1.20 2.24 4 6.94 10.82 NOTE: ALL SOILS GROUP ARE GROUP A 0.00 -E-E-EMa1-.-1-1-1- A=71 MOO P�)KiTaHta 40 0 40 60 120 Scale 1" = 40' OFFSITE - WEST NODE SUBAREA (AC.) AREA (AC.) PEAK Q100 (C.F.S.) TIME OF CONCEN- TRATION 1 0.30 0.30 2 0.89 12.54 2.36 2.66 3 6.75 15.86 OFFSITE - EAST NODE SUBAREA AC) (AC.) Q100 (C.F.S.) CONCEN- TRATION 1 0.21 0.21 2 0.77 0.81 1.02 3 3.21 11.43 LEGEND INDICATES AREA AT LOCATION (ACRES) INDICATES NODE INDICATES SUBAREA BOUNDARY STREAM PATH VICINITY MAP N.T.S. BASELINE RD FONTANA > a El re FOOTHILL BLVD y3 8 > a N SITE` _, N Kik! BAR9EE ST THE THOMAS GUIDE S.B. CO PG 805 PRIVATE ENGINEER'S NOTICE TO CONTRACTOR CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY AND ALL LABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER. Underground Service Alert SECTION 4216/4217 OF THE GOVERNMENT CODE REQUIRES A DIG ALERT IDENTIFICATION NUMBER BE ISSUED BEFORE A PERMIT TO EXCAVATE WILL BE VALID FOR YOUR DIG ALERT I.D. NUMBER CALL UNDERGROUND SERVICE ALERT TOLL FREE 1-800-277-2600 TWO WORKING DAYS I�1�I� I��►IIIUI 1311 IBC REV REVISION BISCRIPTIOH IN 111111111ME le- EM,„ GROUP • LANK, ,LAI,(NINO • CIVIL CNOINrNC . prd(ATJC INCFOINICRINO •O/l i RO/OTIC 3 INL7 28 •CYNAX 3.0 LA000 CANNlNO 2001 E. FINANCIAL WAY STE. 104. GLENDORA, CA 9174t PHONE (626) 914-578B FAX: (8261 914-5757 WEB: www.magI.bL WILLIAM H. IIAYRON➢ Jl LC T. 57510 JEP. 11718005 SHOULD THE CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APROVAL SHOWN HEREON AND CARRIED FORTH IN A DIUGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. BASIS OF BEARING: GRID NORTH BENCHMARK: STAMPED "S.B. CO. SERVEYOR, 7-9 1970" ELEVATION = 1307.15 BRASS CAP AT E.C.R. OF NORTHEAST CORNER OF FOOTHILL BLVD. AND LOCUST AVE. CITY OF FONTANA, CALIFORNIA FRANKFORT AVENUE AND LOCUST AVENUE DRAVM BY: MIS DESIGN BY TMS CHECKED BY: VAARJ "THE FOOTHILLS", TRACT 2183 HYDROLOGY MAP FRANKFORT AVENUE & LOCUST AVENUE AFTER CONDITION APPROVED BY: CITY ENGINEER RCE 51102 SCALE: 1.: 40' BATE: 16 MAR OS DWG. N0. o,-oeu,m 1 1 1111 iIIlfillfrG iH it ®I� illlILIHMIINIIIII[I1IRIIIAI31III113WHIFFNIIIIILEIEF11111111IIDsB ilitiAmumiLdu m namwul I iuTTETUI ;»vrMSESRMITtrac .BINTE0mr ,„_:-NtN,N se/ 2- •=arpe Imo; J kecorner L,f 424 _3LT 20 /94G7 19485 CT ffl7.7;4 q7ii1r rc-'4 8E1 /6 14 it/EDW./510/Y OF LOT 2-4 SLfrfo-7120P/C ZAItID efe wAireR CO. D/i 9 /o/ /Is REcoR.O LP //V / 7?/' 8eo1C its , / q 1Z, 5/9/y R Ne4IRDi110 COUNTY C•i9 L /fORf//A .T R_ i rERL I Y6 8e/EVYSg l7/r''/O, 0.9L/F. 60 J'I%PiRVI OR5 G R77 ROITE �et.or�d b�/ Ors motion oJ`' i-:�i,sor .e...� Supervisor. ' _ , and carried- ii is. orthred 7e/zff ih i-77a,t, of , /v4. -,� 3be and the S ire i8. hereeby _ c lie .. • f �ice-of /h ' r and . /r.� boractt//ed /rT the � f approved of Super isor s' Grs security for the,tayrnen/ of faxes i»: lla- stir'; of il--C>05A/!ar fr hich. fs hereby fixed as f% r uirr_d amount of ,d'bona 2) unsure /iayrr>eraf , of an. hi res "eh irh a ;no/ said are o/>hc firnc of fill .�a►i� map_ a lien1? /lkaot sf/ ir/sior' orpari,: Thereof: huf i ,, /3 herby. approved and-11)cCleric .:of- rti at a rrrsoi-s /s. hereby-direcfes' fo endorse this cert ffea1'`' on /his moo o shown-, j: /hat s' "d bond. has each fi a'.s Orel u c+ / far,.- and ram/ ibc.1re9o;ng o,. ed�- was eSa ''.bit/ the rl of .Fu rri5ons f a ire 4 1 /c/` C �. Coun (J 'J 7� ar'--' . - fiCro C. `1C of the Braakol of 5iltenvisons QSrxn . er7Zvrdirb Coup* C-Th ro3PC - rG�1.11d 1 aJs!rvecjor P\' 1/;:de:- A// .0iao--.'K }ncrr-iC--kvi fr-irfh 4i tte ,W/ 1_07: .6". er-J mesr r� i/h 2.x4. ,Tikes, air f 0122f.rx 5eo/d /- = iQ� ' \cb Sal' 2" Pipe 1 'if:a:mar Lo/ 424 tit. ordod vi.i?'r7rrc.e3 .�� k 20 SURV R5 cf 55E R GE, --/ 101Te ,1he u crowned County .iurveyor- and Coan/y fis e.s.1or, its and for the Cour /y of 5dn .5e,r7 rdina . . stoa, o f Ca/hco.rnia , do hereby cart:icy /127f we hen'? e g ariv teach and e v4y /of delineated on /his map as fc► i /J >co:- rasidentiv/ or• Corn rn rcrai uses and a/o hereby. recorrtrnana/ aGce- lance_ and approval4 -/m� 5oa►nl of9ed eryisor,3 p ' 0.0441 't OW tam, to7-0.2r 47:4£PYco. -SA . • awNL7?$ GE ?T/F/G, iTT We the urder=s • .ne / hereby certify ihaf we are the owners of 'he ,grad incic.Sed within /he _yuhd/Yi.ion' 5rvn on The annexed map and tialwe are the only ors' whose carisan/ - i s necest ry k convey a of r /file }o said . land atxl h& %rob y Consent fo /f miRirgg of said nip and salad i.rigivi and ,6ereby. dedic e fo pat& use ul/ a/n f, 91aa ri art said my i/hi s id subd risiorr . PO 4TION a/e-of Ca/arnud::-.. curly of On Ibis day_ of : _. /sue irr /he year of our Lora' Oi7e Thousea-S, i/ine Hw/ad/d carx/ Twer /y Six, before rrac� ;ar Nokr y bloc n' and_fo, saidCoanly of - Sfaie afLCa'%ifo, raAct, resrd i therein, du/ Cornrrm: saoned and ssworr personally'. appeeMed Anor,en /o me - to be ioL Ptes dent, . and ,Known fa . trio to be the 5ecreiry of the ,the Ga r aorcrfior: /hat executed the t/hnn and foregoing ms/rumer,/ , Known to ,-, . fo he /he persons who executed fha i/hi,, ins/rurrsen/ on behalf of the Corporation therein named, and acXno v/ee Io. me /hid such Corportation.. executed the same. .1r4Viinem Whereof, I ham hereunto set rimy ha d aril ciff/xed my of cia/ seal ;the. day . arxf : qr..ia this certificate-f rsfcrbor cur Gpur7/y 54irr&yor g CG „r„,r/t Coernt e4S9essor ,TCJD/TOE? cERT/P/cv ° certify Aerie all zzrcet err the pnopenty de/inealeact cEy7 annexed rrzp aft, p ring 01-1 re ord its the. hoe., , of 1he.. Lourfy: fiieadr 7tor are p' j Caun/Y ' i' /or; 5:1r i r-rxardino Count y f /,i '. E ' CHAT/f7C T. ' 4 -17,e,Veriin , fleraby ter// 7/ ..ea Licensed !.aid Jur•s yor of aE1ie;Vale of- /iforPiis .ar. # -',liaf' , this" -nap, c.017 .sheaf, e. or-re+cf/y ,pup -a ee— o i17 .,e, tcmher /9224 and Ma/ ail . c rxt exijt Q17a' 'b J - positions 4grP"e sting of One u en- ,sy SuJ rs-/Jlot, shown err feau//c/i _e_-. - 4,- (---:---e: --:1„ Pig Comrrr-e7 ssfor3 expires: . GERT/F/09 T. 5eFe of Ca l O''717 Coura/y o f Zo,s rg 57eVet.5` `: Ori /,///.. 5 day of / iX e re me/�� a Ma k f ray a, A/07ry. P.iblfc rn earn for The Coon y1� af0.3,9,79,0.4-,5,S'7crfe of raiding daly Cornrr,issior' and s"won, rsorxa//y appearr'4''r4r�ofr) .5'o%74 arr� . sf1'rci�-:. ca/o74 Known fo rr5e fo he /fie per or, s rvhoie name s ore . 'u.bserrbed in drinejtCod irasfrumt it, ai- J act r7o w/ 76 me //xit • her executed the scram , Jr7 i'itne s s ,er f, ?haw berunh,r th7g rr?y 1-Aand and affixed met official sea/ the day. and year ' /Y7 iJ cer-t/iccate f r.�f . der bYril e/-r . ,i/o/e Ty/9.461/C in and 1 c r' said Caro crrS tczf�. • yConw-n.issio/- e>sb;s�v 5 r..1.1-1-1a.1.1.1.1.1 1.......1.1.1.1.1.1.1.1.1.1.1.1 7..„ _, io n . INFO.TRATOR UNITS{ .:. (TYP,) 0.30 0 I ,LJ • ,401" INFILTRATOR UNITS (TYR) oni rOWRlr pr l fssf I NE41I1Rf[109Ri IIBH NMI 66111I RIME yu miaow [0.81 r II.1rr811 NIB NISI '_„t;y�• rat INFILTRA1OOR UNI IS 4ST YP.) 11 N L J FDA `JJ I] L J CZ / HYDROLOGY SUMMARY TABLES: FRANKFORT AVENUE -- WEST NODE SUBAREA (AC.) AREA (AC.) PEAK Q100 (C.F.S.) TIME OF CON(EN- TRA ]ON 1 0.256 0.256 2 0,97 8,06 0.714 0.97 3 3.41 8.98 1.12 2.09 4 6.68 10.33 LOCUST AVENUE NODE SUBAREA (AC.) AREA (AC.) PEAK Q100 (C.F.S.) TIME OF CONCEN- TRATION 1 0,31 0.31 2 1.17 8.16 0.73 1.04 3 3.65 9.01 1.20 2,24 4 7.26 10.13 FRANKFORT AVENUE - EAST NODE SUBAREA (AC.) AREA (AC.) PEAK Q100 (C.F.S.) TIME OF COII ;EN- TR ,'ION 1 0,264 0,264 2 0.96 8.58 0.775 1.04 3 3.52 9.48 1.20 2.24 4 6.94 10,82 NOTE: ALL SOILS GROUP ARE GROUP A 0.00 LEGEND 40 0 40 Scale 1" OFFSITE - WEST 80 = 40' 120 NODE SUBAREA (AC.) AREA (AC.) PEAK Q100 (C.F.S.) TIME OF CONCEN- TRATION 1 0.30 0.30 2 0.89 12.54 2.36 2.66 3 6.75 15.86 OFFSITE - EAST NODE SUBAREA (AC.) AREA (AC.) PEAK Q100 (C.F.S.) TIME OF CONCEN- TRATION 1 0.21 0.21 2 0.77 8.98 0.81 1.02 3 3.21 11.43 INDICATES AREA AT LOCATION (ACRES) INDICATES NODE e 1rn1m1mi1mnse INDICATES SUBAREA BOUKDARY STREAM PATH VICINITY MAP N.T.S. BASELINE RD FONTANA > a J W w D a J FOOTHILL BLVD a 0 I BARBEE ST rit.4. mYoplppr. �y THE THOMAS GUIDE S.B. CO PG 605 PRIVATE ENGINEER'S NOTICE TO CONTRACTOR CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY C )NTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER AND THE ENGINEE2' HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER. BASIS OF BEARING: GRID NORTH BENCHMARK: STAMPED "S.B. CO. SERVEYOR, 7-9 1970" ELEVATION = 1307.15 BRASS CAP AT E.C.R. OF NORTHEAST CORNER OF FOOTHILL BLVD. AND LOCUST AVE. UnasTground S©PMOc© art SECTION 4216/4217 OF THE GOVERNMENT CODE REQUIRES A DIG ALERT IDENTIFICATION NUMBER BE ISSUED BEFORE A PERMIT TO EXCAVATE WILL BE VALID FOR YOUR DIG ALERT I.D. NUMBER CALL UNDERGROUND SERVICE ALERT TOLL FREE 1-800-277-2600 TWO WORKING DAYS BEFOR YOU DIG REV. REVISION DISCRIPTION DATE ENGR. CITY DATE MaNeaa� EKOKEE o�c GRoOW u., • LAND PLANNING • C/V/L ENGINEERING • GEOMAT/C ENGINEERING • GPS B ROBOTIC SURVEYING • CYRAX 3-0 LASER SCANNING 2001 E. FINANCIAL WAY STE. 104, GLENDORA, CA 91741 PHONE: (626) 914-5788 FAX: (626) 914-5757 WEB: www. megi.bz W1LLIAM M. RAYMOND JR R.C.E. 57580 EXP. 12/3/2005 SHOULD THE CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. CITY OF FONTANA, CALIFORNIA FRANKFORT AVENUE AND LOCUST AVENUE DRAWN BY: TMS DESIGN BY: TM S CHECKED BY: WMRJ "THE FOOTHILLS", TRACT 2183 HYDROLOGY MAP FRANKFORT AVENUE & LOCUST AVENUE AFTER CONDITION APPROVED BY: CITY ENGINEER RCE NO. 51152 SCALE: 1": 40' DATE: 02/24/2005 DWG. NO. 04-065HYD MMMMMMMMMMMIIIMmomommommammsmmnammmmo Erg =1M•11MIIIIMIMMEIMIIIMI•latt