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Final Facility Design Report
FINAL FACILITY DESIGN REPORT FOR HAWKER CRAWFORD CHANNEL / SUMMIT AVENUE STORM DRAIN CITY OF FONTANA SAN BERNARDINO COUNTY CALIFORNIA PREPARED FOR: } 0 111 * I CITY OF FONTANA 8353 SIERRA AVENUE FONTANA, CA 92335 (909) 350 -7600 PREPARED BY: AE1 . 4 .. cA sc ENGINEERING 937 SOUTH VIA LATA, SUITE 500 COLTON, CA 92324 (909) 783 -0101 • FAx (909) 783 -0108 REVISED NOVEMBER 22, 2005 OCTOBER 17, 2005 FINAL FACILITY DESIGN REPORT FOR HAWKER CRAWFORD CHANNEL /SUMMIT AVENUE STORM DRAIN CITY OF FONTANA, CALIFORNIA C This report has been prepared by or under the direction of the following registered civil engineer who attests to the technical information contained herein. The registered civil engineer has also judged the qualifications of any technical specialists providing engineering data upon which recommendations, conclusions, and decisions are based. ,/c) TORRF ( ; i• No. 66©68 • C \* EXP. -/A--:2/, - / ' Aric Torreyson ' ' 66068 Date Seal Registered Civ ngineer State of Califo is 0 0: \word processing \job related \1041 - City of Fontana \1041 -101 Hawker Crawford Channel PS &E\Final Facility Design Report.doc FINAL FACILITY DESIGN REPORT FOR HAWKER CRAWFORD CHANNEL /SUMMIT AVENUE STORM DRAIN CITY OF FONTANA, CALIFORNIA EXECUTIVE SUMMARY This supplemental report was prepared in support of the final design for the Hawker Crawford Channel/Summit Avenue Storm Drain project. The original scope for this project involved the preparation of PS & E for the construction of the Hawker Crawford Channel and the Summit Avenue culvert crossing. The Hawker Crawford channel was intended to run along the west side of the I -15 and it consists of approximately 5,000 feet of open channel extending from Beech Avenue to the existing San Sevaine Basin No. 5. This channel will cross Cherry Avenue through a box culvert. The project was a part of the San Bernardino County Flood Control District's (SBCFCD) San Sevaine Creek System. This channel was to be designed as outlet for the existing Summit Avenue reinforced concrete box (RCB) located in Summit Avenue, east of the I -15. This existing RCB in Summit Avenue was going to be extended westerly under the I -15 freeway for about 500 feet and tied into the proposed Hawker Crawford Channel. However, during the course of the preliminary alternative drainage study, it was realized that the construction costs associated with constructing the RCB culvert under the I -15 was found to be too excessive. The most desirable alternative that was accepted and approved by the City consisted of an underground system that will not only avoid constructing a drainage culvert under the I -15 but will also provide an outlet for the existing RCB in Summit Avenue. Additionally, this alterative will not require the construction of the Hawker Crawford Channel along the west side of the I -15 as originally proposed. The Hawker Crawford Channel/Summit Avenue Storm Drain project extends from the existing San Sevaine Basin No. 5 to the existing reinforced concrete box (RCB) in Summit Avenue located just east of the I -15 and north of Cherry Avenue (see vicinity map). The majority of the reach will be located in Cherry Avenue and the Freeway Frontage Road. San Sevaine Basin No. 5 is owned and operated by the San Bernardino County Flood Control District (SBCFCD). An encroachment permit will be required from SBCFCD for the construction of the outlet structure and the downstream reach of this facility. Additionally, an encroachment permit will be required from Caltrans District 8 for the reach of the proposed storm drain in Cherry Avenue under the I -15 Bridge. This facility will serve as outlet for the tributary drainage area within the fast developing area of the City of Fontana, east of the I -15. The alignment for the proposed RCB system in the Freeway Frontage Road was determined based upon the centerline of the ultimate street right of way (ROW) of 92 feet. Therefore, the centerline of the RCB alignment is located 17 feet north and west of the future street centerline, which is compatible with the current alignment of the existing Phase I Summit Avenue storm drain. The existing ROW for this road is only 66 feet. For reference purposes, this centerline RCB alignment is located 4 feet from the existing street centerline of the Freeway Frontage Road. Along Cherry Avenue, the RCB alignment was determined by placing the edge of the RCB structure outside of the lateral pressure influence line of the existing bridge footing. This influence line was determined by plotting a vertical line at a slope of 1 horizontal to 1 vertical from the C existing Caltrans Bridge footing to the edge of the proposed RCB structure. The RCB alignment was also set to avoid any conflict with the existing 18 -inch sewer located along the south side of O: \word processing \job related \1041 - City of Fontana \1041 -101 Hawker Crawford Channel PS &E\Final Facility Design Report.doc minimuminimmeigmmir FINAL FACILITY DESIGN REPORT FOR HAWKER CRAWFORD CHANNEL /SUMMIT AVENUE STORM DRAIN CITY OF FONTANA, CALIFORNIA Cherry Avenue. For the downstream reach, the alignment for the proposed drainage system was located within Caltrans' surplus property. The mainline 100 -year design flow rate of 2,374 ft /sec was obtained from the City of Fontana. Specifically, the design flow rate for the proposed storm drain was obtained from the report prepared by Madole & Associates, Inc. entitled, "Summit Avenue Storm Drain, MPSD Line B, Phase II (Segment 3), Drainage Study, City of Fontana, Revised August 22, 2003 ". The starting water surface elevation (WSE) used for the downstream HGL control within the San Sevaine Basin No. 5 is 1430.87. This WSE was obtained from SBCFCD. According to SBCFCD, the WSE corresponds to the 100 -year maximum WSE that could be expected to pond within the San Sevaine Basin No. 5. Due to the high WSE inside the basin, the proposed RCB is in a submerged condition from its outlet at Station 475 +17.87 to near the intersection of Cherry Avenue and the freeway frontage road at approximately Station 488 +00. The computed HGL is slightly above the existing ground for a limited reach of about 85 feet (from Station 487 +15 to Station 488 +00). However, since there are no manholes or junction structures designed within this reach, this hydraulic condition was deemed acceptable. A hydraulic jump is expected to occur between Station 488 +00 and Station 488 +25 when using a Manning's N -value of 0.014 (i.e. N -value of 0.014 was used for the hydraulic analysis). If an N -value of 0.013 is used, the hydraulic jump will occur near Station 487 +00 and the computed HGL from Station 487 +15 to Station 488 +00 is located below existing ground. As previously mentioned, the underground storm drain facility consists of a series of cast -in -place RCB culvert sections, varying in size from 12 feet wide by 8 feet high at the upstream connection to 16 feet wide by 16 high at the downstream outlet. The backfill cover over the RCB culvert sections varies from 2 feet to 17 feet. Each RCB section complies with Caltrans Standard Plans for single box sections except for the largest section, which requires a custom design due to its size. The design of this section is in conformance with Caltrans design requirements including Bridge Design Specifications, Section 6 — Culverts and Section 17 — Concrete Culverts, Memos to Designers 23 -1, Reinforced Concrete Box Culvert Design, and Bridge Design Practice, Chapter 6 — Underground Structures. The tie -in connection at the existing RCB in Summit Avenue and the outlet structure at the San Sevaine Basin No. 5 comply with Caltrans standard details for these components, and the transition structures between the various RCB section sizes conform to APWA Standard Plan details. The geotechnical parameters and design requirements for the RCB culvert sections was obtained from LOR's Geotechnical Group, Inc. entitled, "Supplemental Subsurface Soils Investigation, Summit Avenue Storm Drain, MPSD Line B — Phase III, Fontana and Rancho Cucamonga, San Bernardino County, California, October 11, 2005 ". Since this project will outlet into the San Sevaine Basin no. 5, it will fall under the regulatory jurisdiction of the U.S. Army Corps of Engineers (ACOE), California Department of Fish and Game (CDFG), and the Regional Water Quality Control Board (RWQCB). The following regulatory permits will be required and are currently being processed through the City of Fontana and those regulatory agencies: ACOE 404 permit, CDFG Streambed Alteration Agreement, and RWQCB 401 Certification. O: \word processing \job related \1041 - City of Fontana \1041 -101 Hawker Crawford Channel PS &E\Final Facility Design Report.doc FINAL FACILITY DESIGN REPORT FOR HAWKER CRAWFORD CHANNEL /SUMMIT AVENUE STORM DRAIN CITY OF FONTANA, CALIFORNIA c APPENDICES APPENDIX A: WSPG CALCULATIONS FOR THE MAINLINE APPENDIX B: STRUCTURAL CALCULATIONS FOR THE REINFORCED CONCRETE BOX SECTIONS c O: \word processing \job related \1041 - City of Fontana \1041 -101 Hawker Crawford Channel PS &E\Final Facility Design Report.doc 0 (r) 0 W 15 z z CHERRY j Lu AVENUE SUMMIT Q <c AVENUE Q BEECH _ _ cc ct cc AVENUE 1 Lu z BEECH v SIERRA (7) z AVENUE LAKE A z � PKWY L. AIN (I) ( I) . ■ ) ill 210 HIGHLAND AVENUE STATE ROUTE 210 FRWY SITE LOCATION VICINITY MA N.T.S. FINAL FACILITY DESIGN REPORT FOR HAWKER CRAWFORD CHANNEL /SUMMIT AVENUE STORM DRAIN CITY OF FONTANA, CALIFORNIA C c APPENDICES c O: \word processing \job related \1041 - City of Fontana \1041 -101 Hawker Crawford Channel PS &E\Final Facility Design Report.doc FINAL FACILITY DESIGN REPORT FOR HAWKER CRAWFORD CHANNEL /SUMMIT AVENUE STORM DRAIN CITY OF FONTANA, CALIFORNIA APPENDIX A: WSPG CALCULATIONS FOR THE MAINLINE c O: \word processing \job related \1041 - City of Fontana \1041 -101 Hawker Crawford Channel PS &E\Final Facility Design Report.doc - I T1 1041101 HAWKER CRAWFORD CHANNEL 0 T2 WSPG RUN FOR LINE B T3 FN:LINEB.WSW SO 47517.8701397.320 1 1430.870 R 47666.3001412.160 1 .014 .000 .000 0 R 47706.1701412.280 1 .014 .000 .000 0 R 47862.3501412.750 1 .014 - 35.794 .000 0 R 48210.3901413.800 1 .014 .000 .000 0 R 48389.4101414.330 1 .014 113.967 .000 0 TS 48414.4101414.400 2 .014 15.915 R 48600.0001414.960 2 .014 .000 .000 0 TS 48650.0001415.110 3 .014 .000 R 48779.8301415.510 3 .014 .000 .000 0 R 48800.0001415.560 3 .014 - 11.558 .000 0 TS 48825.0001415.640 4 .014 - 14.324 R 49012.3501416.200 4 .014 - 107.345 .000 0 TS 49037.3501417.450 5 .014 -4.529 R 49140.1801422.591 5 .014 -9.945 .000 0 R 49416.3101436.400 5 .014 .000 .000 0 R 49575.0001444.336 5 .014 6.045 .000 0 R 49845.6901447.770 5 .014 10.312 .000 0 R 50100.0001451.000 5 .014 -2.916 .000 0 R 50234.7601453.900 5 .014 -1.545 .000 0 R 51555.8201482.300 5 .014 .000 .000 0 R 52000.0001491.850 5 .014 29.800 .000 0 R 52118.6501493.310 5 .014 7.960 .000 0 (2 R 52173.4401493.980 5 .014 -6.279 .000 0 R 52228.2401494.660 5 .014 6.279 .000 0 R 52280.0001495.320 5 .014 .000 .000 0 TS 52300.0001495.530 6 .014 .000 SH 52300.0001495.530 6 1503.000 CD 1 3 0 .000 16.000 16.000 .000 .000 .00 CD 2 3 0 .000 14.000 14.000 .000 .000 .00 CD 3 3 0 .000 10.000 14.000 .000 .000 .00 CD 4 3 0 .000 7.000 14.000 .000 .000 .00 CD 5 3 0 .000 8.000 12.000 .000 .000 .00 CD 6 3 0 .000 9.000 11.000 .000 .000 .00 Q 2374.000 .0 c 1 7 1 IT) (74) FILE: linebsuml4.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:10 -17 -2005 Time:12:36:43 1041101 HAWKER CRAWFORD CHANNEL WSPG RUN FOR LINE B • FN:LINEB.WSW Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZI, Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 47517.870 1397.320 33.550 1430.870 2374.00 9.27 1.34 1432.21 .00 8.81 16.00 16.000 16.000 .00 0 .0 148.430 .1000 .0012 .18 33.55 .41 2.75 .014 .00 .00 BOX 47666.300 1412.160 18.888 1431.048 2374.00 9.27 1.34 1432.38 .00 8.81 16.00 16.000 16.000 .00 0 .0 39.871 .0030 .0012 .05 18.89 .41 9.56 .014 .00 .00 BOX 47706.170 1412.280 18.816 1431.096 2374.00 9.27 1.34 1432.43 .00 8.81 16.00 16.000 16.000 .00 0 .0 156.180 .0030 .0012 .19 .00 .41 9.56 .014 .00 .00 BOX 47862.350 1412.750 18.703 1431.453 2374.00 9.27 1.34 1432.79 .00 8.81 16.00 16.000 16.000 .00 0 .0 348.039 .0030 .0012 .42 18.70 .41 9.55 .014 .00 .00 BOX 48210.390 1413.800 18.071 1431.871 2374.00 9.27 1.34 1433.21 .00 8.81 16.00 16.000 16.000 .00 0 .0 179.020 .0030 .0012 .22 .00 .41 9.62 .014 .00 .00 BOX 48389.410 1414.330 18.057 1432.387 2374.00 9.27 1.34 1433.72 .00 8.81 16.00 16.000 16.000 .00 0 .0 TRANS STR .0028 .0012 .03 .00 .41 .014 .00 .00 BOX 48414.410 1414.400 17.278 1431.678 2374.00 12.11 2.28 1433.96 .00 9.63 14.00 14.000 14.000 .00 0 .0 185.590 .0030 .0025 .45 17.28 .57 11.03 .014 .00 .00 BOX 48600.000 1414.960 17.173 1432.133 2374.00 12.11 2.28 1434.41 .00 9.63 14.00 14.000 14.000 .00 0 .0 TRANS STR .0030 .0025 .12 17.17 .57 .014 .00 .00 BOX 48650.000 1415.110 15.488 1430.598 2374.00 16.96 4.46 1435.06 .00 9.63 14.00 10.000 14.000 .00 0 .0 129.828 .0031 .0061 .80 15.49 .94 10.00 .014 .00 .00 BOX CI (e-) 474) FILE: linebsuml4.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:10 -17 -2005 Time:12:36:43 1041101 HAWKER CRAWFORD CHANNEL WSPG RUN FOR LINE B FN:LINEB.WSW Invert Depth Water Q Vel Vel Energy l Super ICriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1.l Elev 1 Depth I Width Dia. -FT or I.D. ZL Prs /Pip - - -- -- -- -- - 1 - -- - 1 - -1- - 1 - -- -- -- - L/Elem Ch Slope SF Ave HF ISE DpthlFroude NlNonn Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * *** * * * * * * * ** * * * * * * * ** * * * * * * *l * * * * * ** **** * * * * *l * * * * * * *l * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * *,* * * * * * ** I I l 48779.830 1415.510 15.883 1431.393 2374.00 16.96 4.46 1435.86 .00 9.63 14.00 10.000 14.000 .00 0 .0 - - -- -- -- -- - 1 - -- -1- - 1 - -l- -- -- -- - 20.172 .0025 .0061 .12 .00 .94 10.00 .014 .00 .00 BOX I I I 48800.000 1415.560 16.276 1431.837 2374.00 16.96 4.46 1436.30 .00 9.63 14.00 10.000 14.000 .00 0 .0 - - -- -- -- -- - 1 - -- - 1 - - 1 - -1- -- -- -- - TRANS STR .0032 .00 .94 .014 .00 .00 BOX I I 1 48825.000 1415.640 4.726 1420.366 2374.00 35.88 19.99 1440.36 7.00 7.00 14.00 7.000 14.000 .00 0 .0 - - -- -- -- -- - 1 - -- -1- - 1 - -1- -- - - -- - 1.793 .0030 .0287 .05 7.00 2.91 7.00 .014 .00 .00 BOX I I I 48826.790 1415.645 4.720 1420.365 2374.00 35.93 20.05 1440.41 7.00 7.00 14.00 7.000 14.000 .00 0 .0 - - -- -- -- -- - 1 - -- - 1 - -l- - 1 - -- -- -- - 64.109 .0030 .0308 1.98 7.00 2.91 7.00 .014 .00 .00 BOX I I I 48890.900 1415.837 4.500 1420.337 2374.00 37.68 22.05 1442.39 7.00 7.00 14.00 7.000 14.000 .00 0 .0 - - -- -- -- -- - 1 - -- - 1 - -l- -1- -- -- -- - 61.852 .0030 .0353 2.18 7.00 3.13 7.00 .014 .00 .00 BOX I I 1 48952.750 1416.022 4.291 1420.312 2374.00 39.52 24.25 1444.57 7.00 7.00 14.00 7.000 14.000 .00 0 .0 - - -- -- -- -- -1- -- - 1 - -l- -l- -- -- -- - 59.598 .0030 .0403 2.40 7.00 3.36 7.00 .014 .00 .00 BOX ( I I 49012.350 1416.200 4.091 1420.291 2374.00 41.45 26.68 1446.97 2.36 7.00 14.00 7.000 14.000 .00 0 .0 - - - - - - - - - - - 1 - - - -1- -l- - 1 - - - - TRANS STR .0500 .0413 1.03 6.45 3.61 .014 .00 .00 BOX I I l 49037.350 1417.450 4.853 1422.303 2374.00 40.76 25.80 1448.10 1.05 8.00 12.00 8.000 12.000 .00 0 .0 - - -- -- -- -- - 1 - -- -1- -1- -1- -- - - - 102.828 .0500 .0382 3.92 5.90 3.26 4.46 .014 .00 .00 BOX l l l 49140.180 1422.591 4.985 1427.576 2374.00 39.68 24.45 1452.03 .00 8.00 12.00 8.000 12.000 .00 0 .0 - - -- -- -- -- - 1 - -- -1- - 1 - -1- -- - 111.813 .0500 .0348 3.90 4.99 3.13 4.46 .014 .00 .00 BOX ID (7) 0 FILE: linebsum14.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:10 -17 -2005 Time:12:36:43 1041101 HAWKER CRAWFORD CHANNEL WSPG RUN FOR LINE B FN:LINEB.WSW * * ** ** * * * * *** * * * * * * * * * * *** * ** * * * *** ***** *************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super 1CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev I Depth I Width Dia. -FT or I.D. ZL Prs /Pip - -- -I- -- -- -I- -I- -- -- -- - L /Elem - Ch Slope SF Ave HF SE Dpth1Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1* * * * * ** * * * ** * * ** * * * * * * *1* * * * * * * *1* * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 49251.990 1428.183 5.191 1433.374 2374.00 38.11 22.55 1455.93 .00 8.00 12.00 8.000 12.000 .00 0 .0 - - -- -- -- -- -1- -- -- -I- -1- -- -- -- - 94.234 .0500 .0309 2.92 5.19 2.95 4.46 .014 .00 .00 BOX 49346.220 1432.895 5.444 1438.339 2374.00 36.34 20.50 1458.84 .00 8.00 12.00 8.000 12.000 .00 0 .0 - - -- -- -- -- -1- -- -- -I- -1- -- -- -- - 70.086 .0500 .0272 1.91 5.44 2.74 4.46 .014 .00 .00 BOX 49416.310 1436.400 5.710 1442.110 2374.00 34.65 18.64 1460.75 .30 8.00 12.00 8.000 12.000 .00 0 .0 50.762 .0500 .0240 1.22 6.01 2.56 4.46 .014 .00 .00 BOX 49467.070 1438.938 5.968 1444.906 2374.00 33.15 17.06 1461.97 .27 8.00 12.00 8.000 12.000 .00 0 .0 43.855 .0500 .0213 .93 6.24 2.39 4.46 .014 .00 .00 BOX 49510.930 1441.132 6.259 1447.391 2374.00 31.61 15.51 1462.90 .25 8.00 12.00 8.000 12.000 .00 0 .0 - - -- -- -- -- -I- -- -- -1- -1- -- -- -- - 35.344 .0500 .0188 .66 6.51 2.23 4.46 .014 .00 .00 BOX 49546.270 1442.899 6.565 1449.464 2374.00 30.14 14.10 1463.57 .23 8.00 12.00 8.000 12.000 .00 0 .0 28.730 .0500 .0165 .48 6.79 2.07 4.46 .014 .00 .00 BOX 49575.000 1444.336 6.885 1451.221 2374.00 28.73 12.82 1464.04 .20 8.00 12.00 8.000 12.000 .00 0 .0 30.359 .0127 .0156 .47 7.09 1.93 7.44 .014 .00 .00 BOX 49605.360 1444.721 6.852 1451.573 2374.00 28.87 12.94 1464.52 .21 8.00 12.00 8.000 12.000 .00 0 .0 240.332 .0127 .0167 4.02 7.06 1.94 7.44 .014 .00 .00 BOX 49845.690 1447.770 6.533 1454.303 2374.00 30.28 14.24 1468.54 .07 8.00 12.00 8.000 12.000 .00 0 .0 95.313 .0127 .0184 1.75 6.60 2.09 7.43 .014 .00 .00 BOX 11 1 In) FILE: linebsuml4.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:10 -17 -2005 Time:12:36:43 1041101 HAWKER CRAWFORD CHANNEL WSPG RUN FOR LINE B FN:LINEB.WSW Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 49941.000 1448.981 6.380 1455.360 2374.00 31.01 14.93 1470.29 .07 8.00 12.00 8.000 12.000 .00 0 .0 158.996 .0127 .0202 3.22 6.45 2.16 7.43 .014 .00 .00 BOX 50100.000 1451.000 6.083 1457.083 2374.00 32.52 16.42 1473.51 .08 8.00 12.00 8.000 12.000 .00 0 .0 134.762 .0215 .0215 2.90 6.16 2.32 6.08 .014 .00 .00 BOX 50234.760 1453.900 6.083 1459.983 2374.00 32.52 16.42 1476.41 .00 8.00 12.00 8.000 12.000 .00 0 .0 384.762 .0215 .0215 8.27 6.08 2.32 6.08 .014 .00 .00 BOX 50619.520 1462.172 6.083 1468.255 2374.00 32.52 16.42 1484.68 .00 8.00 12.00 8.000 12.000 .00 0 .0 936.297 .0215 .0202 18.93 6.08 2.32 6.08 .014 .00 .00 BOX 51555.820 1482.300 6.380 1488.680 2374.00 31.01 14.93 1503.61 .42 8.00 12.00 8.000 12.000 .00 0 .0 6.867 .0215 .0189 .13 6.80 2.16 6.08 .014 .00 .00 BOX 51562.690 1482.448 6.385 1488.833 2374.00 30.99 14.91 1503.74 .42 8.00 12.00 8.000 12.000 .00 0 .0 281.379 .0215 .0178 5.01 6.80 2.16 6.08 .014 .00 .00 BOX 51844.070 1488.497 6.696 1495.194 2374.00 29.54 13.55 1508.75 .38 8.00 12.00 8.000 12.000 .00 0 .0 155.934 .0215 .0157 2.45 7.08 2.01 6.08 .014 .00 .00 BOx 52000.000 1491.850 7.023 1498.873 2374.00 28.17 12.32 1511.19 .35 8.00 12.00 8.000 12.000 .00 0 .0 118.648 .0123 .0151 1.79 7.37 1.87 7.52 .014 .00 .00 BOX 52118.650 1493.310 6.897 1500.207 2374.00 28.68 12.78 1512.98 .61 8.00 12.00 8.000 12.000 .00 0 .0 54.793 .0122 .0156 .86 7.51 1.92 7.54 .014 .00 .00 BOX (7 (-) 17 FILE: linebsuml4.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 5 Program Package Serial Number: 1420 WATER SURFACE PROFILE LISTING Date:10 -17 -2005 Time:12:36:43 1041101 HAWKER CRAWFORD CHANNEL WSPG RUN FOR LINE B FN:LINEB.WSW • * * * * * * * * * * * * ** ** * *** ** ******************************************************************** * * ** * * * * * *• * ** * * * * *** * * * * * * ** ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super ICriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev 1 Depth 1 Width Dia. -FT or I.D. ZI, Prs /Pip L /Elem - Ch Slope SF Ave HF SE DpthlFroude N1Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1* * * * * ** * * * * * * * ** * * * * * * *1* * * * * * * *1* * * * * * ** * * * * * ** * * * * * ** * * *** * * * * * ** 1 52173.440 1493.980 6.829 1500.809 2374.00 28.97 13.03 1513.84 .63 8.00 12.00 8.000 12.000 .00 0 .0 - - -- -- -- -- -I- -- -- -I- -I- -- -- -- - 54.797 .0124 .0161 .88 7.45 1.95 7.50 .014 .00 .00 BOX 52228.240 1494.660 6.760 1501.420 2374.00 29.27 13.30 1514.72 .00 8.00 12.00 8.000 12.000 .00 0 .0 51.762 .0127 .0165 .85 6.76 1.98 7.42 .014 .00 .00 BOX I I 52280.000 1495.320 6.695 1502.015 2374.00 29.55 13.56 1515.57 .00 8.00 12.00 8.000 12.000 .00 0 .0 - - -- -- -- -- -1- -- -- -1- -1- -- -- -- - TRANS STR .0105 .0163 .33 6.70 2.01 .014 .00 .00 BOX 52300.000 1495.530 7.470 1503.000 2374.00 28.89 12.96 1515.96 .00 9.00 11.00 9.000 11.000 .00 0 .0 FINAL FACILITY DESIGN REPORT FOR HAWKER CRAWFORD CHANNEL /SUMMIT AVENUE STORM DRAIN CITY OF FONTANA, CALIFORNIA APPENDIX B: STRUCTURAL CALCULATIONS FOR THE REINFORCED CONCRETE BOX SECTIONS ( C O: \word processing \job related \1041 - City of Fontana \1041 -101 Hawker Crawford Channel PS &E\Final Facility Design Report.doc STRUCTURAL CALCULATIONS FOR 16'X16 REINFORCED CONCRETE BOX CULVERT HAWKER CRAWFORD CHANNEL CITY OF FONTANA PREPARED for AEI -CASC ENGINEERING OCTOBER 2005 C TYLIN INTERNATIONAL c STRUCTURAL CALCULATIONS FOR 16'x16' REINFORCED CONCRETE BOX CULVERT HAWKER CRAWFORD CHANNEL CITY OF FONTANA Q?,OF� 94 4 4 1 e ' CO No. C 60122 1 m v Aso O OCTOBER 2005 c TYLIN INTERNATIONAL Hawker Crawford Table of Contents General Information 1 - 2 Culvert Loading 3 - 7 Risa Frame Model 8 Risa Loading Definitions 9 Summary of Controlling Design Loads 10 Ultimate Moment Envelop Diagram 11 Ultimate Shear Envelop Diagram 12 Service Moment Envelop Diagram 13 Culvert Concrete Design and Stress Checks 14 - 21 Bar Cut off Calculations 22 - 29 Box Culvert Design Sketches and Notes 30 - 32 Risa Input and Output 33 - 41 C Selected Pages from Geotechnical Report 42 - 44 c Hawker Crawford Box Culvert Design General The box culvert is designed according to the Caltrans Bridge Design Specifications April 2000 Load factor design. The culvert is a single cell reinforced concrete box with intemal dimensions of 16' x 16'. The box culvert is modeled as a rigid frame with vertical and lateral forces applied as distributed Toads and moving HS20 wheel loads for fill height Tess than 2 feet. The program RISA 2 -D is used to determine the internal moments and shears and MathCAD is used to calculate the box strength capacity and bar stresses. One cross section is designed and is to be used for the full length of culvert. The box culvert is to be used for the Storm Drain Improvements Project, City of Fontana as shown on the design drawings produced by the engineering consultant AEI -CASC, dated September 2005. The geotechnical report, dated October 11, 2005 by Lor Geotechnical Group, indicated the soil is not corrosive. Material Properties Fc = 3600 psi Fy = 60,000 psi Lateral Wall Pressures BDS 6.2.1: A) 140 pcf vertical, 100 pcf lateral B) 140 pcf vertical, 35 pcf lateral Live Loading HS20 Truck Loading Fill Heights Minimum: 2 ft Maximum: 17 ft TYLININTERNATIONAL Pro Project: 1 ( qyy`` Ry 1 9 4. Z J Fin LRwwF�R�o LN J Job No. Au Sheet: of / Item: le 6' 7t 5•7C eot_vERT Designer: Pe $ Date: /0 /X4105 Checker: Date: Grid: 1 /10" pET / C.DE • CALI-moms B f LFG APRIL. 2 o00 omeim 3: 4 ? o v e k Lortr 6h,,.,vnen/ 1 , 1 ( r ) . + 1 4 1 4 + 1 ) + E) DISTRtau eaP WkLct?.L, L0)90 S T Gr4c41 l'10 6,1411PTE 6 Culvr'R r LegO.,09 CN,c} 17: gk''H lcAb G Pic,RC1E Cut- vERT 6vipiameeS MVO"! L STR V.51 t ,l.n, SIY1N°/WI° ft,arMS f c 3 psi cy : 60, c• ( C 1. BDi 6, 2 , j 1 , Vi[Rs«R(... ORO PR4..ssvRE = 11O Qc4 L41%?trNt_ 0111T►l P13,zsS -•Re /O o P° tc 2) W1tikAL. b7ARiI pc,f Gralect At. e$ i H PR wSSJRs 3S Qc. Bps 6.3 LI vt Le/qti• NS 20 /DM 41 -rRvc,K) Bos 6 .S , v,ER1' 0`FS /ci4 fait a e'rNr L, q FORM Low N 4 0 t.►vI l,epd FeR Zr LC$$ Piro 2 hen 1•4,f p/N4L besicm &Nodri•N FA r► . Z •fk uSS wHe‘l. Lo vs Aim 6044 HTnii►?!dt7 C w H o!t S h.N, r.aAp ft D)JTR13vr6b cVWt sat.,mtr with S11xs ►> +;t Te 1 . - rs Ht:i5t/T Fl OCe ' D1 = frig t is f Roh 2 ► To 1 7 c PER G.N „eRSoT,a w►T14 O, C7 S 05 t,5,5 stvacc' p' ►' t -iti • 3. *1e ( 16'Fey 7W■ri 3 - 2' If tk.A. s 2.z Fxt. b 2 f ,:,« A.7f /, Hawker Crawford 16' x 16' Single Box Culvert Job# 994 3 Sinsle Box Culvert Desiun Fill Heights: H_Min := 2ft H Max := 17ft Soil Pressures: P := 140pcf Ph min 35pcf Ph max := 100pcf Box Dimensions: h := 16ft b := 16ft (internal dimensions) t rop := 16in tb 18in t wall := 17in (slab dimensions) bprime b + t wall b prime = 17.417 ft (center to center width) t bot := h + op + bot hprime = 17.417 ft (center to center height) 2 2 A a top + tbot).(b + 2 t + 2•(h•twall) A g = 98.69ft 2 Wt :_ (A 150pcf Wt = 14804 p1f (box weight) Box Properties: Top Slab 3 := 1 ft.- BIZ i ( = 4096 in A := t 12in A = 192 in Walls 3 t w Iw := 1 ft ?1 Iw = 4913 in A :_ twain 12in A = 204 in Bottom Slab 3 Ib := 1 ft t 12 I = 5832 in Ab := tb 12in A = 216 in Live Load: PHS20 16.kip HC_Culvert.mcd TYLin International By: PBS 10/25/2005 Hawker Crawford 16' x 16' Single Box Culvert Job# 994 4. Culvert Loading: 2' Fill Condition: Top Slab: Conc := 150pcf W := C W = 200 psf (top slab wt) W DL top P .H_Min + W W DL top = 0.48 ksf Live Load - 0' Fill: I: =30% E:= 4•ft +0.06.b E =4.96ft P1 := PHS20' (1 E n P1 = 4.194 ft (moving concentrated Toads) Live Load - 4' Fill: I := 0% L := 1.75.4 -ft L = 7 ft P2 PHS20 (one wheel) P2 = 0.327ksf L Distance between influence areas of two wheels: X := 6ft - L X = -1 ft Areas overlap Distance between influence areas of two axels: X := 14ft - L X= 7ft Areas don't overlap P2 .- 2' PHS20 (one truck) P2 = 0.352 ksf (L + 6ft) -(L) P3 :- 4'PHS20 (two trucks) P3 = 0.398 ksf (L + 16ft) -(L) (controls) 0 . 9.6 •PHS20 P4 :_ (three trucks) P4 = 0353ksf (L + 28ft).(L) Two trucks controls with Toad distributed over length of 7' HC Culvert.mcd TYLin International By: PBS - 10/25/2005 Hawker Crawford 16' x 16' Single Box Culvert Job# 994 C Walls: Minimum Soil Pressure: Pe top Ph _min' H Min + p 1 e top = 0.093 ksf f lop P e_bot Ph_min' (H_Min + 2 + hprime Pe_bot = 0.703 ksf ` Maximum Soil Pressure: r l 1 e top := P h_max'I H_Min + 42p I Pe top = 0 . p Pe bat = Ph_max"I H_Min ++h prime ) P e_bot = 2.008 ksf W := t waWh•Conc W wail = 3400 pif W DL wall twaw Cone W DL wall = 0.212 ksf (weight of one wall) Bottom Slab: 2 ' W wall W wall disc W wall_dist = 039 ksf h prime W DL_bot W DL top + Wwal1_dist W DL bot = 0.87 ksf Live Load - 0' Fill: WLLI 2 PHS20 W LL1 = 0.262ksf 7 • ft • b prime Live Load - 4' Fill: W LL2 P3 W LL2 = 0.398 ksf • Bearing Pressure: P LLI Wt + W DL top — W s + W LLI P LL 1 = 1329 psf b +2 •twall P LL2 := Wt +W DL top — W s +W LL2 P LL2 = 1464 psf b +2•t wail HC Culvert.mcd TYLin International By: PBS C 10/25/2005 Hawker Crawford 16' x 16' Single Box Culvert Job# 994 6 17' Fill Condition: Top Slab: Conc := 150pcf W := Conc •ttop Ws = 200 psf (top slab wt) DL top Pv'H_Max + Ws W DLtop = 2.58 ksf Live Load - 15' Fill: 1 := 0% L := 1.75.15.ft L = 26.25 ft (all areas overlap) P1 := 4 P HS20 (L + 6ft)•(L + 14ft) (one truck) PI = 0.049k0f 8 ' P HS20 (L + 16ft)•(L + 14ft) (two trucks) P2 = 0.075 ksf 0.9.12• PHS20 P3 :_ (three trucks) P3 = 0.079ksf (L + 28ft)•(L + 14ft) (controls) 0.75.16 P4 :_ (three trucks) P4 = 0.072ksf (L + 40ft)•(L + 14ft) Three trucks control with pressure distributed over full width Live Load - 19' FiII: Fill exceeds span length and can be neglected (BDS 6.5.3) HC_Culvert.mcd TYLin International By: PBS 10/25/2005 Hawker Crawford 16' x 16' Single Box Culvert Job# 994 7 Walls: Minimum Soil Pressure: C ttop P e top := P h min' H Max + 2 Pe top = 0.618 ksf t top Pe bot •= P hmin' 11 Max + 2 + hprime Pe bot = 1.228 ksf Maximum Soil Pressure: Pe top • ' H = Ph_max Max + — 2 l 1 e P to = 1.767 ksf Pe bot Ph_max (1 Max + —op +hprime Pe bot = 3.508 ksf Wwa11:= t wall - h - Conc Wwal1= 3400p1f W DL wall twall Conc W DL wall = 0.212 ksf (weight of one wall) Bottom Slab: 2- Wwall W wall_dist := b W wall_dist = 0.39 ksf prime W DL_bot := W DL_top + Wwall_dist W DL bot = 2.97 ksf Live Load - 15' Fill: WLL := P WLL = 0.079ksf Bearing Pressure: Wt b 2 -twall PLL := +' W DL top - Ws + W LL P LL = 3245 psf + HC_Culvert.mcd TYLin International By: PBS 10/25/2005 TYLININTERNATIONAL Project: Job No. %o 794 Sheet: of Item: Designer: 45 Date: Checker: Date: Grid: 1/10" SSA Mod E L I - rJaoe: noise( MEn6iR Nu h6C1'_ ttoP 19 s © e rt - - - - -- , r - � - - T 1 1 1 1 1 1 1 I 1 I 1 I® I 6 I I 1 I 0. I 1 ( s 1 I I — t b ay • lJ :— — — — — — — — -7 1 b prime >1 gait • NHS 2 ) 3 S ; / 4RE 19•7- FAc.1; AT ICAcd of s i eeiif (8 8,g, l) c 9 Hawker Crawford Job: 994 C Risa 2 -D Loading Definitions Basic Load Cases ' No. Name Description 1 Top Slab DL 2ft Soil & top slab DL with 2ft of fill applied to top slab 2 Top Slab DL 17ft Soil & top slab DL with 17ft of fill applied to top slab 3 Wall DL DL of walls applied along wall height 4 Bot Slab DL 2ft DL of top slab, 2ft of fill and walls applied to bottom slab 5 Bot Slab DL 17ft DL of top slab, 17ft of fill and walls applied to bottom slab 6 Wall Lat 2ft - Min Minimum lateral soil pressure from 2ft of fill applied to walls 7 Wall Lat 2ft - Max Maximum lateral soil pressure from 2ft of fill applied to walls 8 Wall Lat 17ft - Min Minimum lateral soil pressure from 17ft of fill applied to walls 9 Wall Lat 17ft - Max Maximum lateral soil pressure from 17ft of fill applied to walls 10 LL Oft Live load on top slab applied to bottom slab 11 LL 4ft Live load 4ft above top slab applied to top and bottom slabs 12 LL 15ft Live load 15ft above top slab applied to top and bottom slabs Moving Load Case No. Name Description M1 I LLOFT (Concentrated live load on top slab applied to top slab Ultimate Load Combinations No. FIJI Depth Lateral Pressure LL Depth Load Combination (w/ Case No.) U1 2' Min 1.3 *(1 +3 + + U2 2' Max � 1.3 *(1 + 3 + 4 + 7) U3 17' Min 1.3 *(2 + 3+5+8) U4 17' Max 1.3*(2 +3+5+ 9) U5 2' Min 0' 1.3 *(1 + 3 + 4 + 6 + 1.67 *(M1 + 10)) U6 2' Max 0' 1.3 *(1 + 3 + 4 + 7+ 1.67 *(M1 + 10)) U7 2' Min 4' 1.3 *(1 + 3 +4+ 6 + 1.67 *(11)) U8 2' Max 4' 1.3 *(1 + 3 + 4 + 7+ 1.67 *(11)) U9 17' Min 15' 1.3*(2 + 3 + 5 + 8 + 1.67*(12)) U10 17' Max 15' 1.3 *(2 + 3 + 5 + 9 + 1.67 *(12)) Service Load Combinations No. Fill Depth Lateral Pressure LL Depth Load Combination (w/ Case No.) S1 2' Min (1 +3+4+6) S2 2' Max (1 +3 +4 +7) S3 17' Min (2 +3 +5 +8) S4 17' Max (2 +3 +5 +9) S5 2' Min 0' (1 +3 +4 +6 +M1 +10) S6 2' Max 0' (1 +3 +4 +7 +M1 +10) S7 2' Min 4' (1 +3 +4 +6 +11) S8 2' Max 4' (1 +3 +4 +7 +11) S9 17' Min 15' (2 +3 +5 +8 +12) S10 17' Max 15' (2 +3 +5 +9 +12) c By: PBS Hawker Crawford.xls T.Y. Lin International 10/25/2005 /0 Hawker Crawford Job: 994 Summary of Controlling Design Loads (Note: positive moment refers to tension on the inside of box slab and negative moment refers to tension on the outside of slab) IS Lyt Mu": Ultimate Negative Moment Ns ": Associated Service Thrust with Ms Mu + : Ultimate Positive Moment Ns Associated Service Thrust with Ms Ms ": Service Negative Moment Vu: Ultimate Shear Ms + : Service Positive Moment Top Slab At Corner At Mid -Slab Component Force Component Force Mu (kip-ft) 64.6 Mu' (kip -ft) 71.7 Ms (kip -ft) 49.3 Ms` (kip -ft) 53.9 Ns (kip) 19.9 Ns` (kip) 7.1 Vu (kip) 28.2 Wall At Corner At Mid -Slab Component Force Component Force Mu (kip -ft) 72.6 Mu (kip -ft) 41.1 Ms (kip -ft) 55.3 Ms (kip -ft) 31.6 Ns (kip) 26.7 Ns (kip) 24.3 Vu (kip) 30.4 Bottom Slab At Corner At Mid -Slab Component Force Component Force Mu (kip -ft) 72.8 Mu+ (kip -ft) 88.9 Ms (kip -ft) 55.7 Ms+ (kip -ft) 67.0 Ns" (kip) 26.0 Ns (kip) 9.0 Vu (kip) 32.3 By: PBS Hawker Crawford.xls T.Y. Lin Intemational 10/26/2005 E if LX :5.4 1 4 i . - -71.9 1.2 1 • 89. ka1 4 - -_ 96. '`' „am 7 -96.7 Solution: Envelope 96.7 -96.7 Member Bending Moments (k -ft) T.Y. Lin International Hawker Crawford October 26, 2005 PBS 9:56 AM 994 Ultimate Cases U1 - U10 HC Culvert.r2d - Y O 0 o t•x it :. .. - —�—�.,,=ra1 I -25.9 __ _ -- NI -24.4 30.7 1 iii .1 9 = -- - - -33.8 II Solution: Envelope 35'132.3 Member Shear Forces (k) T.Y. Lin International Hawker Crawford October 25, 2005 PBS 4 :48 PM 994 Ultimate Cases U1 - U10 HC_Culvert r2d 0 (") Y X 5 1 6 31.7 ....— 7 -73.8 Solution: Envelope 73.8 -73.8 Member Bending Moments (k -ft) T.Y. Un International Hawker Crawford October 26, 2005 PBS 10:08 AM 994 Service Cases Si - S10 \/.) HC_CulveR.r2d Hawker Crawford 16' x 16' Single Box Culvert Job# 994 1 c Concrete Design: fy:= 60ksi fc := 3600psi Coverl := 2in Cover2 := 3in +b := 0.9 it) := 0.85 fc — 4000psi) 81 := 0.85 — 0.05• ) 81 = 0.87 ) 1000psi 0.85.13 87000psi Pb fy (87000psi + fy pb = 0.026 0.75•pb = 0.02 fr := 7.5./i fr = 450 psi Es = 29000ksi Ec := 57000- fc -psi Ec = 3420 ksi n := Es n = 8.48 Z := 170• kip f max = 0.6• fy (tor service) Ec in — c Top Slab: fr M u _min 1.2 Mu min = 23.0kip•ft (BDS 8.17.1) 0.5- i - Positive Moment Steel b := 12in trop = 16 in db := 0.875in' Abar := 0.6in s := 4•in d A := A ber' 1 Sm A = 1.8 in ( #7 @ 4") d := c — Coverl — 2 d= 13.563 in a:= �� a= 2.941in p:= As p =0.011 0.85•fc -b b -d +Mn := +b LA fy d 2 IJ +Mn = 97.9 kip- ft IA M := 71.7-kip-ft O.K. C HC Culvert.mcd TYLin International By: PBS 10/26/2005 Hawker Crawford 16' x 16' Single Box Culvert Job# 994 lj C Crack Control (BDS 17.6.4.7) M := 53.9-kip-ft N := 7.1.kip M s e := — + d - p e = 96.661 in e = 7.127 ed := 1.15 N 2 d j := 0.74 + 0.1•l a) j = 1.453 h = 0.9 j := jmax 1 `l JJ i := l i = 1.145 (1 -j d l eJ -_ Ms +NS k—op 2 fss' (As.j•i•d) fss= 27.3ksi db l d := Coverl + 2 I d = 2.438 in A := 2.d A = 19.5 in J 155• � d := 1 + 0.7 d R = 1.257 f := f = 34.0 ksi C 6 - Fl7A f max = 36 ksi (0.K) Negative Moment Steel L b := 12in 2 flop = 16 in db := 0.751n Aba ..= 0.44in s := 4•in 12in As 'bar• s A = 1.32 in (#6 © 4") d := t top - Coverl - ab 2 As' A s d = 13.625 in a :_ a = 2.157in p '= b•d p = 0.008 0.85•fc•b ¢Mn := . As•f'•(d A 4Mn = 74.5 kip•ft L ` M := 64.6kip•ft (O.K.) C HC_Culvert.mcd TYLin International By PBS 10/26/2005 Hawker Crawford 16' x 16' Single Box Culvert Job# 994 /4 c Crack Control (BDS 17.6.4.7) M := 49.3 -kip -ft N := 19.9-kip e := N s + d — 2 e = 35.354 in a = 2.595 edmin := 1.15 N j := 0.74 + 0.1•C j = 0.999 lmax 0 . 9 j := jmax d i :- 1 i = 1.531 C l —j e d ) _ Ms +NS ( d— p 2 fss f = 28.4 ksi (As- j-i.d) ss a d := (Cover! + 2 I d = 2.375in A:= 24 � s A = 19in 2 d J 155• kip c in a: =1 + 07d 6 =1.249 f f 34.9ksi R' d? f max = 3 6ksi (O.K.) Shear Chedc: := 28.2kip b prime — t wall I — d v u_max I := 2 1= B it r := I r= 0.858 (shear at wall face) V := r• Vu max V u = 24.2 kip (shear at d from wall face) v := 3- fc•psi v = 180 psi +Vc := +v v b•d +Vc = 25.0 kip (O.K) C HC_Culvert.mcd TYLin International By: PBS 10/26/2005 Hawker Crawford 16' x 16' Single Box Culvert Job# 994 / 7 c Walls: fr•1w M u min . 1.2 M Ja = 26.0kip•ft 0.5 t (BDS 8.17.1) Negative Moment Steel b= 12in twill' = 17 in db := 0.75in Abar := 0.44in s := 4-in 12in A := Abar'• S A = 1.32 in (#6 @ 4 ") d := t 11 - Coverl - ab 2 d = 14.625 in a := As a = 2.157 in p := b p = 0.008 (O.K.) 0.85•fc•b +Mn := }b•[AS ` fyI d - +Mn = 80 kip- ft LL J M := '72.6-kip-ft O.K. Crack Control (BDS 17.6.4.7) M := 55.3-kip-ft N := 26.7-kip C M e := N s + d -2p e = 31.479 in e = 2.152 ed min := 1•15 Ns ( l j := 0.74 + 0.1•I e I j = 0.955 A max := 0.9 j := max 1 ` J i := d i =1.719 Cl - j e l • _ Ms +Ns fss :- �A j i d) f ss = 28.1 ksi d d :-- Coverl + 2 / do = 2.375 in A := 2-des A = 19 in d 155• p c in - p := 1 + 0.7•d p = 1.232 f •= c = 35.3 ksi P• dg A f s max = 36ksi (O.K.) C HC_Culvert.mcd TYLin International By: PBS 10/26/2005 Q i Hawker Crawford 16' x16' Single Box Culvert Job# 994 Shear Check: h 1 - d V •.= 30.4-kip 1:= — r := r = 0.848 V := r•V 2 1 (shear at face) V = 25.8 kip (shear at d from face) v := 3• fc psi v = 180 psi +Vn := Ov v b•d 4Vn = 26.9 kip (O.K.) Positive Moment Steel M u min = 26.0 kip- ft (BDS 8.17.1) b = 12 in t = 17 in db := 0.625in Ab := 0.31in 2 s := 4• in d A s A'bu 1 sin As = 0.93 in ( #5 ©4 ") d := t wall - Coverl - 2 d = 14.688 in a :_ a = 1.52 in p := As p = 0.005 0.85•fc•b b•d 4Mn := ¢b• [ A d - a ( 2 /J �Mn = 58.3 kip- ft M := 41.1•kip•ft (O.K.) Crack Control (BDS 17.6.4.7) M := 31.6-kip-ft N = 243•kip e := N s + d - 2 p e = 22.292 in a = 1.518 ed 1.15 N j := 0.74 + j = 0.892 jmax:= 0.9 1 i = 2.425 ( - , e / HC_Culvert.mcd TYLin International Br PBS 11/14/2005 19 Hawker Crawford 16' x 16' Single Box Culvert Job# 994 c t t Ms + Ns ` 2p) _ f = f — 18.3ksi ss (AO. i•d ss d := (Coverl + Zbl d = 2.313 in A := 2•d A = 18.5 in 155. ktp 13 := 1 + dc Q = 1.225 f := in f = 362 ksi 0.7.d 3r; °c " f s max = 36ksi (O.K.) Bottom Stab: fr.1b M u_min .1.2 M u_min = 29.2kip•ft (BDS 8.17.1) 0.5 • t bot Positive Moment Steel b := 12in tb = 18 in db := 0.875in Ab := 0.6in s := 4-in d A := Abaz 1 Sm A = 1.8in ( # @ 4 ") d := tbot — Coverl — 2 d = 15.563 in a := a = 2.941 in p := As p = 0.0096 (O.K.) 0.85•fc•b b•d 4Mn := .b CAs fy (d 2lJ •Mn = 114.1 kip-ft M := 88.9•kip•R O.K. C HC_Culvert.mcd TYLin International By: PBS 11/14/2005 Hawker Crawford 16' x 16' Single Box Culvert Job# 994 2 - C Crack Control rack t (BDS 17.6.4.7) M := 67.0•kip•ft N := 9.0•kip e := — M s + d – p e = 96.896 in a = 6.2 26 ed min := 1.15 s j := 0.74 + 0.1•(a I j = 1.363 jmax 0.9 j max i:= 1 JJ i =1.169 ( 1 –'d e J M + Ns ( _ t-1(31) I\ 2 f 29.6ksi fss._ (A j-i-d) d d := (Cover' + 2 I d = 2.438 in A := 2-des A = 19.5 in f 155• do in C 6 := 1 + 0.7•d (3 = 1.224 f := 3 f = 35.0 ksi d�A f s max = 3 6ksi (O.K.) Negative Moment Steel b := 12in toot at 18 in' d := 0.75in A := 0.44in s := 4-in 12in 2 d b A := A s = 1.32 in (#6 �� 4") d := tbot - Cover2 - — s 2 d = 14.625 in a :_ a = 2.157in p :_ ± p = 0.0075 (O.K.) 0.85•fc•b b•d 4Mn := +b [As fy (d – 2 JJ (1)Mn = 80.5 kip. ft L J M := 72.84kip.ft O.K. HC Culvert.mcd TYLin International By: PBS 10/26/2005 Hawker Crawford 16' x 16' Single Box Culvert Job# 994 2 1 C Crack Control (BDS 17.6.4.7) M := 55.7-kip-ft N = 26-kip e:= s +d — e= 32.333 in d =2.211 — 1.15 N s A min — j:= 0.74 +0.1• a j =0.961 —) d Jmax:= 0.9 j j inn 1 i := i =1.687 (1 — i . ) — M + N -- 2 f ss • f = 28.7 ksi (As j.i.d) d l d :-- Coverl + 2 d = 2.375 in A := 2-d A = 19 in d 155• kip c in C 13 := 1 + 0.7•d 13 = 1232 f := f = 35.3 ksi (3. d 7 A fs max = 3 6 ksi (0.K) Shear Check V a —max := 32.3-kip b prime — t wall I — d 1 = I = 8 ft r:= r =0.848 (shear at wall face) 2 1 V := r• V u max V u = 27 ki (shear at d from wall tape) v := 3 • f psi v = 180 psi +Vc := +v v b•d $Vc = 27 kip (O.K.) HC_Culvert.mcd TYLin International By: PBS 10/26/2005 TYLIN INTERNATIONAL 22 Project: Job No. gg Sheet: of Item: Dcsigner: f S Date: Jam/ 6 -c Checker: Date: //! Grid: 1/10" • •matC Pitt T wiK &C wT OF /iv 7 YC ;, j ,40 • fipST PA IAA Lc- !k cu 1 afr JA/ A I v 2. N ( A 'v wt L c ANL r.Z. 7P-C S .t.4....t..i r f C/C') 7.rRI A ,. 1?" ( rr t'S PEvoQroP et.).,. or h p rah vh I� /7e/a 1, e, gX fv44,0 �/" 0 oi ' ]Gjj pAGtr or S�r r �RT. (6vs 8.29.1.0 Z r i s T IT is C - ' )( , m1•19 '17 d l / I S d b oR Z fA3'T ENE hoh,E*4 7 COAT r/ of 7 Re i v 671R (fps 8.2 4.1, 2.1) 3. ? 7► SH��R �ws K br �x���b /3 0f 714 (4 8, 2`1,1, s ' Th( R4h41i ..$ $.*n_ wI LL BtE r'xrl cJ /IA ,g ze MT Ili( hi &c4et.1<.H p,dArr o Loa P SPt.)c.7 w1 7 A ,4 0740( ter. TYLININTERNATIONAL 2 3 Project: Job No. /If Sheet: of Item: Designer: PBS Date: /J fc Checker: Date: Grid: 1 /10" tR GuT OFFS ,qT CeRNERS -roe S LAB r 6 e w 7, � 9,5 Fr OAR , �f I. �#� a 8 � ~ �Z 37� B FA?" fo(-,w0Hs sotoaosmai— "c fal2 tXIEWa,S 87.5 ,A31 w1ALL r A i c .' J 7 2 # 87 .5 ' /02,5 ==7 tu, ) *NE h 4 PK 24.2' P.QSr P4c-E G/1QttK S 11 v l % 3 it/ 30:1 K 14. 7 / (23) = X6.7 3,91 ' 4 4 7/ � 7/ 30 ."7 x X? ( 4,7// O /ynr.,c� NST ce ° 3. - : 3 9 y •, SIInc s 601 Ste► e ex mhos 9 / PAST " 6 ` Peg .Pd [41- , BAS 8. aal. /. ? 2 /s S.9'fi5 POO � `1' Hawker Crawford Job: 994 To Slab Negative Moment Bar Cut Off & Development Risa Member 2 Length (ft): 16.709 Bar Properties: #6 Demand Capacity fy (psi): 60,000 Point x (ft) Mu_Neg #6 x phi -Mn db (in): 0.75 1 0.000 64.6 Bar "8" 0 74.5 Ab (inA2): 0.44 2 / P0.879 3 � X 41.2 © 4" 16.71 74.5 fc (psi): 3600 3 1.759 21.2 Bar "C" 0.00 37.3 Id (in): 17.6 4 2.638 8.1 © 8" 16.71 37.3 Id_min (in): 18 5 3.518 5.2 Factors: 1.40 1 6 4.397 3.0 Bar "B" Cut Off: Controlling Id (in): 25.2 7 5.2 1.2 x (in) © 37.3 k-ft: 12.6 (Lo$ , 8 6.156 I. 0.0 Extension (in): 13.6 Extension 9 7.035 0.0 Total: 26.2 d: 13.625 10 7.915 0.0 Id (in): 25.2 , 15db (in): 11.25 11 8.794 0.0 Controlling (in): 26.2 L/20 (in): 10.03 12 9.674 0.0 Controlling (in): 13.63 13 10.553 1.0 Bar "C" Cut Off: 14 11.432 26 Inflection Pnt (in): 73.9 15 12.312 4.7 Extension (in): 13.6 16 13.191 7.3 Total: 87.5 17 14.071 17.6 18 14.950 36.9 19 15.830 59.8 20 16.709 85.4 Top Slab Bar Cut Off k a ri 80.0 60.0 a 40.0 . 20.0 1 y'' ® 0.0 -, -20.0 0 2 4 6_ 8 10 1 14 16 -40.0 - Mu_Neg i -60.0 - #6 @ 4" a s #6@$" -80.0 Distance (ft) By: PBS Bar Cut Off 2.xls TYLin International 10/2612005 TYLIN INTERNATIONAL 25 Project: Job No. We/ Sheet: of Item: Designer: P65 Date: /9' 0 S Checker: Date: / Grid: 1/10" TO o r Y✓/) = . • if 6 e 9 719 • �'e - ,T� (icon r- w/Pif .f 11-h C Is rA0 J''fl CTI�N fo,YT pidt1/4.?‘.1Zz. l AP S l' 1.) c�, Q 4 Mg. • ) 90 K «IT /,y /a+ t„x LA- 6 1- S 1 AP"' lb A .r'1- fAss 13" c�7 r / 0,K, " bfix 4.1 of j%Roh rive - 31,1 c<i.t rc. S'/re0X . 1/3 3 24.1 - )1.1 25,1 n 1 601 -r 2.34 S,22_ 7S + 17,417 I I �I 2.349 + L // AEA. r4-- ‘,01 S, l; + » - z 5 /- USE 5/Mr CI 01 or Vi4" re4C uNi mg. • r,; ' `°'' 6 ' - 9 N 2 Hawker Crawford Job: 994 Wall Nettative Moment Bar Cut Off & Development Risa Member 6 Length (ft): 16 Bar Properties: #6 Demand Capacity fy (psi): 60,000 Point x (ft) Mu_Neg #6 x phi -Mn db (in): 0.75 1 0.000 72.6 Bar "B" 0 80 Ab (in "2): 0.44 2 i.0 5--1. .842 48.6 @ 4" 16.00 80 fc (psi): 3600 3 .684 X 39.9 Bar "C" 0.00 40.0 Id (in): 17.6 4 2.526 33.7 @ 8" 16.00 40.0 1d_min (in): 18 5 3.368 28.6 Factors: 1.00 6 4.211 24.4 Bar "C" Cut Off: Controlling Id (in): 18.0 7 5.053 21.2 x (in) @ 40 k -ft: 20.1 (A67S 8 5.895 19.0 Extension (in): 14.6 Extension 9 6.737 17.6 Total: 34.7 d: 14.625 10 7.579 17.2 Id (in): 18.0 15db (in): 11.25 11 8.421 17.6 Controlling (in): 34.7 L/20 (in): 9.60 12 9.263 18.9 Controlling (in): 14.63 13 10.105 21.0 Bar "B" Cut Off: 14 10.947 23.8 No Inflection Point, Lap Splice 15 11.789 27.4 16 12.632 31.8 17 1 3.474 36.8 18 14.316 42.5 19 15.158 49.0 20 16.000 68.7 • • Wall Bar Cut Off I ` ,.i tom,,+ k a It .4 To P 70 .0 - -- _- - - - - -- - -- -- - - - ... $ 45.0. ." == as - = We - - w - - M e IN ISII ▪ 20.0 - -5.0 I I 1 1 1 l 1 1 0 0 2 4 6 8 10 12 14 16 • -30.0 Mu_Neg -55.0 • - - #6 @ 4" -80.0 • - - #6 @8" Distance (ft) By: PBS Bar Cut Off _ 2.xls TYLin International 10/26/2005 I TYLININTERNATIONAL Z 7 Project: Job No. 994 Sheet: of Item: Designer: 96g • Date: . /a /o Checker: Date: Grid: 1/10" Scrn or WW}1.L.. - ALL %mock sic -L tiv.vcA.e?7 F-1( t ttc9't k.ep r+ nttwrer lk0- 1/41 1L1c C d' /(s; tA_ W t n 1v T DbT h CK r It ?5.9 tie '/.34 Jd ' 17,9 To? /I1A ae, ;9h 33, $ 986 1 ►7, Disoma /1sT F.ec1E = 4,64 (i2 2 - 64,E >> 3¢, �i �� � ' 7 ti ��S ' 6,N ��/cv = 611 9- 18 ' 2 = X0,7 6 • • • • • TYLININTERNATIONAL 2g Project: Job No. 9 Sheet: of Item: Designer: ri5 j Date: /c/c, j Checker: Date: Grid: 1/10" 6.)11 5 -ter Tr() € 4 �� = go .5 e 8 a /77 N ,�� h- Fr j �1.uh,�ivs Socklipso4rirvor r G 444,1 061 - 04D, 77.9 4 /Ayr Wit IA FAcz, ) Lt/,/5/ s 77.q 9 /7 - 2 = 92, y 0, . /o ?, 5 Tot • 1/Sr. S,9tic 7 rot &LPL of C./vSTjtvcl / F A6RItRT1 w • ' 6 6 IC /( tu g o9ST w* Lc ce cArtt1L S'-/C) ? / ) Z/(2,)= ,e `` 0 35.1 / �8 9,24' 4,17 3S. 8,1i -i, 4 ' 4 M 0/) ' lasr w,t« )src s ',z 4(12) > s 4 fX >' z8 I ~ 6 M Lod f t. 41.4 + >7" - 24 , c7,4 ,� t o c Hawker Crawford 2 Job: 994 Bottom Slab Neaative Moment Bar Cut Off & Development Risa Member 4 Length (ft): 16.709 Bar Properties: #6 Demand Capacity fy (psi): 60,000 Point x (ft) Mu_Neg #6 x phi-Mn db (in): 0.75 1 0.000 -72.8 Bar "B" 0 -80.5 Ab (i02): 0.44 2 0.879 -46.3 © 4" 16.71 -80.5 fc (psi): 3600 3 1.759 -23.6 Bar "C" 0.00 -40.3 Id (in): 17.6 4 2.638 -10.3 © 8" 16.71 -40.3 Id_min (in): 18 5 3.518 -5.4 Factors: 1.00 6 4.397 -1.4 Bar "B" Cut Off: Controlling Id (in): 18.0 7 5.277 0.0 x (in) © 40 k-ft: 13.4 8 6.156 0.0 Extension (in): 14.6 Extension 9 7.035 0.0 Total: 28.0 d: 14.625 10 7.915 0.0 Id (In): 18.0 15db (in): 11.25 11 8.794 0.0 Controlling (in): 28.0 L/20 (in): 10.03 12 9.674 0.0 Controlling (in): 14.63 13 10.553 0.0 Bar "C" Cut Off: 14 11.432 -0.7 Inflection Pnt (in): 63.3 15 12.312 -4.6 Extension (in): 14.6 16 13.191 -9.3 Total: 77.9 17 14.071 -19.6 18 14.950 -41.7 19 15.830 -67.4 20 16.709 -96.7 Bottom Slab Bar Cut Off FAc( of WALL 75.0 Mu_Neg 50.0 #6 ©4" _ - 25.0 - -#6 @8 "_ .o 0.0 w 0 -25.0 0 4 6 8 10 12 16 2 -50.0 -75.0 -100.0 Distance (ft) C By: PBS Bar Cut Off _ 2.xls TYLin International 10/26/2005 TYLININTERNATIONAL 3 0 Project: 4k4(0. 4qk/ ,t 2 Job No. q9'` Sheet: of C Item: Desi ner: ,65 Date: /1/05 /6 X /6 1. y 4e. f�tz}t"r Checker: Date: Grid: 1/10" 4P6 a 8 �� g ' _7 " ii * - - 1 k kw # 6 e 8 "I 1f bars . N C �' 14 i - �c /o d l � 1 ( 4S d i• 1 � P A I • 1 . Lz cfr • - -- • 3 /4 �nt 1, b. 7 G 9' 10 a ' 6.{rj °I f a 18 o ph•,N� t... St my 0 4g e4 "e" bars • _1_ .o Rd.?. 2� Glr • . p �� Z Glr "� II #4 18 My-,, • a 04 e 1g . Al+enur4rt Mhw . C°" 3t Gans- j+ 1 i 4. :: o- II t .. Awe y It �9 , ' ' O M t t 3" dr ,I jamie 14 14_ 4L _ I 0 .I :8 ^7 S ,' 1 - s a C '(` YP 1 GAL SEG -riot? TYLININTERNATIONAL 31 Project: iV/QI,t/if 66(11 71 Job No. 9 9g Sheet: of Item: Designer: PBS Date: /o /bs lb� K )6 4„ CtiwER'� Checker: Date: Grid: 1/10" 2 " 1 14r 0'1 4 1 p h b•rs I nC" bps • - •- • • a " b.vs E .4 4 . 4 + q 'I A oo F S EC17°N ( Sim/CAR, H p b h2 ts I • • r • P if • • % 11 p e bats • • f 1 - G bey, J WAIL 5 t C -r/ o,i 32- DESIGN NOTES: A. Design: 1. Caltrans Bridge Design Specifications April 2000 LFD Culvert designed in accordance with Sections 3, 6, & 17 2. Load Combination: Group X: 1.3(D + 1.67(L +I) + E) Where: D = Dead Load L = Live Load I = Impact E = Earth Load B. Loading: 1. Live Load: HS20 Truck 2. Earth Load: a. 140 pcf vertical, 100 pcf lateral b. 140 pcf vertical, 35 pcf lateral 3. Fill Height: a. 2 ft minimum b. 17 ft maximum C. Unit Stresses: fc = 3600 psi 0- 28 AAys fy = 60,000 psi CONSTRUCTION AND GENERAL NOTES: See the State of California Department of Transportation Standard Plans, for Construction of Local Streets and Roads, dated July 2002, sheet D82 for the following: 1. Expansion Joints 2. Construction Joints 3. Cutoff Walls 4. Backfill 5. Reinforcement Placement r , ro, PAM /mot Pe f JJ - USQ dihcnsien jnf S rt°rc; 4 1 4 f" c Y a.X c 0 �� *14 115 v x' 143 1 1 ( I ' O 112 4141 SNe N7 n ErecK r� C T.Y. Lin International Hawker Crawford October 26, 2005 PBS 8:58 AM 994 Risa Frame Model HC Culvert.r2d 3+ Company : T.Y. Lin International October 26, 2005 Designer : PBS 9:50 AM Job Number : 994 Hawker Crawford Checked By: Materials (General) — -- -- -- — - - - - - -- Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress (ksi) (ksi) Ratio (per 10"5 F) (k/ft"3) CONC 1 3420 I 1550 I_ .3 ! .65 I 0 1 ( 36 1 Sections Section Database Material Area SA SA I (90,270) I (0,180) TIC Label Shape Label (in)A2 (0,180) 590,270) 004) (in "4) Only TOP CONC 192 1.2 1.2 50000 4096 �_ ALL ... . ; '' . ON: ' : 204 1.2 • 12 50 a_ e0 . 491: BOT CONC 216 1.2 1.2 50000 5832 Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature (ft) (ft) (F) N1 0 0 0 N2 . : 0 .75. 0 N3 0 16.75 0 N4 . 0 17.417 .0 N5 .708 17.417 0 N6 17.417 17.417 0 N7 17.417 0 0 N8 .708 0 0 Member Data Shape / Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb 1 -End J -End 1 -End J-End Code Length (degrees) Set TOM AVM AVM M1 N4 N5 TOP CONC Y ! (in) i (in) 70 M2 N5 N6 TOP CONC Y 16 709 M3 N1 N8 BOT CONC Y Y. ! i .708 M4 N8 1 N7 BOT 1 CONC Y J 16.709 M5 N1 i N2 ! WALL CONC Y f 75 M6 N2 N3 WALL CONC Y I ! - 16 M8 I N7 1 N6 f ( WALL I CONC Y 1 I .667 17.41 Boundary Conditions Joint Label X Translation Y Translation Rotation (klin) Odin) (k- ft/rad) N1 Reaction Reaction :N7 .. - .:Re3 n Basic Load Case Data BLC No Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Joint Point Direct Dist 1 Top Slab DL 2ft None 2 2. Ti ibDL .1: arm. 2 Wall DL None 4 4 . 4L2ft .....::: to __ 2 • 2 5 Bot Slab DL 17ft None _ 7 Wall Lat 2ft - Max None _ 4 ':: ` [) ' 0th;...:. ;... _ : ::.. 4: 9 Wall Lat 17ft - Max None 4 C : 11 LL Oft None -12 ................ ::.:1 11;11... _ - , . _ : . _ RISA -2D Version 5.5 [P:19751994 - Hawker Crawford\Design\HC Culvert.r2d] Page 5 35 Company : T.Y. Lin International October 26, 2005 Designer : PBS 9:50 AM . Job Number : 994 Hawker Crawford Checked By: C Basic Load Case Data (continued) BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Joint Point Direct Dist. • Member Direct Distributed Loads. Category : None, BLC 1: Too Slab DL 2ft Member Label Direction Start Magnitude End Magnitude Start Location End Location M1 y (�8 -.48 -.48 F) (ft or %) (ft or %) - 0 Member Direct Distributed Loads. Category : None. BLC 2 : Top Slab DL 17ft Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft, F) ( F) (ft or %) (ft or %) M1 Y -2.58 -2.58 0 0 1/12 Y -2:58 • :4.58 0 0 Member Direct Distributed Loads. Category : None. BLC 3 : Wall DL Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft, F) (k/ft, F) (ft or %) (ft or %) M5 Y -.212 -.212 0 0 M6 Y - .212 .212 0 0 M7 Y -.212 -.212 0 0 :M8: Y -.212 -.212 0 0 Member Direct Distributed Loads. Category : None. BLC 4 : Bot Slab DL 2ft Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft. F) (k/ft. F) (ft or %) (ft or %) C M3 Y 1 .87 .87 0 0 M4• Y 1 .87 .87 0 0 Member Direct Distributed Loads. Category : None. BLC 5 : Bot Slab DL 17ft Member Label Direction Start Magnitude End Magnitude Start Location End Location r— — (k/ft, 2 .97 I (k/ft, F) _. (ft or %) — - -- - -.. (ft or %) ` M3 I Y ! 2.97 — 0 0 M4 Y 1 2.97 ! 2.97 I 0 l 0 Member Direct Distributed Loads. Category : None. BLC 6 : Wall Lat 2ft - Min Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft, F) Odft, F) (ft or %) (ft or %) M5 X .703 .677 0 0 118. X ~677 .117. .0 0 M7 X .117 .093 0 0 M8: . .K . : -.73 : ; , -0:83. : 0 ... . . : Member Direct Distributed Loads. Category : None. BLC 7 : Wall Lat 2ft - Max Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft. F) (k/ft, F) (ft or %) (ft or %) M5 X 2.008 1.933 0 0 =MS. : X .. 'I8 .383 0 M7 X .333 .267 0 0 08; :X: ' ,0 : - 6 0 Member Direct Distributed Loads. Category : None. BLC 8 : Wall Let 17ft - Min Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft, F) (k/ft, 9 (ft or %) (ft or %) M5 X 1.228 1.202 0 0 C ::1(,1,_. : 22. M7 � X .642 .618 -:r `.0.. -_ . . 'p : .. — – - -- — 0 RISA -2D Version 5.5 [P:19751994 - Hawker Crawford\Design \HC Culvert.r2d] Page 6 3G Company : T.Y. Lin International October 26, 2005 Designer : PBS 9:50 AM Job Number : 994 Hawker Crawford Checked By: Member Direct Distributed Loads. Cateaory • None. BLC 8 (continued) Member Label Direction Start Magnitude End Magnitude Start Location End Location _. .. ::R .- A ._.. 5:: . . . , . .: . _ _ .. - - Member Direct Distributed Loads. Cateaory : None. BLC 9 : Wall Lat 17ft - Max Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft, 9 (k/ft, 9 (ft or %) (ft or %1 M5 X 3.508 3.433 0 0 _ , ..MO: : :' .:1488i. ' X °.... °:: . 1:833 0 .. ..._ 0 M7 X 1.833 1.767 0 0 : '`M @':: � �. '.X � - "= 3:5'08.. _1:767: _ :. 0: _. .. Member Direct Distributed Loads. Cateaory • None. BLC 10 : LL Oft Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft, F) (kfft, F) (ft or %) (ft or %) M 3 Y .262 .262 0 0 M4 . ..:.Y .:262 - .262. 0 0 Member Direct Distributed Loads. Cateaory : None. BLC 11: LL Oft Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft. F) (k/ft, 9 (ft or %) (ft or %) M1 Y -.398 -.398 0 0 M2 . Y -.398 -.398 0 0 M3 Y .398 .398 0 0 M4 :- Y .398 .398 0 0 Member Direct Distributed Loads. Category : None. BLC 12 : LL 15ft Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft, 9 (klit 9 (ft or %) (ft or %) M1 1 Y 1 -.079 -.079 1 0 II 0 1 M2 1 Y -.079 I -.079 0 1 0 M3 1 Y .079 .079 0 ° 0 M4 1 Y 1 .079 1 .079 0 1 0 Moving Loads Tag Pattern Label Increment Both 1st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint ft Ways? 6th Joint 7th Joint tlth Joint 9th Joint 10th Joint I M1 1 LLOFT 1 .5 I Yes I N4 N6 Pattem Label Load Direction Distance k It I LLOFT -4.194 Y 0 -4.194 Y 14 , Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 I U1 1 I f 1 I 1 1 1 1.3 . 3 1.3 4 1.3 6 1.3 I . 2.:.1 . . ' . . . 1 1 2 ' , ... I.yl .l ..1 1 1 .. .14 . : _. .9 4: 1 3 ' 7. ''1, ':. 3 I U3 f l 1 I 1 1 2 1.3 3 1.3 5 1.3 8 1.3 .4: l 04 ... . I Y l 1 :.: :; 1:; -: _: 2 :. _..:9 J <: 9 :::'-, I: 5 : • If8:- :9.:.. .:.":"IS.:: 5 1 U5 I Y 1 1 1 1 1 _ 1 1.3 3 1.3 , 4 1.3 6 1.3 C M1 2.17 10 2.17 RISA-2D Version 5.5 [P :1975'994 - Hawker Crawford\DesignAHC Culvettr2d] Page 7 3 7 Company : T.Y. Lin International October 26, 2005 Designer : PBS 9:50 AM Job Number : 994 Hawker Crawford Checked By: Load Combinations (continued) Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC 6 . _ U6.:.. I .Y.:I- :.:.1 i ' . 1: . -;-1 ::: 3 : 3 ; : 3: _:_ :1 -`:: 4 : . 13°:'.:.:.:..: 7 - 1'3 . : M:1 .2:17 . 10 2,47;': 1 7 1 U7 1 Y 1 1 1 1 1 1.3 3 1.3 4 1.3 6 1.3 11 2.17 [ 8 1 U$ l v 1 1 t :I 1' ,: 1 . ... 1.3 . 3 .:1,3 4 :1.3 .. 7: ' 1:3 11 .:2:1:7 9 1 U9 1 Y f 1 1 1 2 1.3 3 1.3 5 1.3 8 1.3 12 2.17 1 10 1 U10 1 Y 1 1 1 1 2 1,3. 3 1.3 5 1.3 .9 1.3 ,12 2.17 11 1 S1 1 1 1 1 1 1 1 1 3 , 1 4 1 6 1 12 1 S2 1 1 1 1 1 1 3 1 4 1 7 1 1 13 S3 1 1 1 1 2 1 3 1 5 , 1 8 1 (141 S4 1 1 1 1 1 2 1 3 1 5 1 9 1_ 15 S5 I ( 1 1 1 1 1 3 1 4 1 6 1 M1 1 10 1 1 16 S6 1 1 1 1 1 1 3 1 4 1 7 1 M1 1 10 1 17 S7 I 1 1 1 1 1 1 1 3 1 4 1 6 1 11 1 181 S8 1 1 1 1 1 1 1 3 1 4 1 7 1 11 1 19 1 S9 t 1 1 1 1 2 1 3 1 5 1 8 1 12 1 L20 1 S10 1 1 1 1 2 1 1 3 1 5 1 9 1 12 1 1 RISA -2D Version 5.5 (P :1975 \994 - Hawker Crawford \Design \HC_Culvert.r2d1 Page 8 VLTIMA Lv>A,v C4s .zs 1.11 - IP Uto Fe5uuTS 3 g Company : T.Y. Lin international October 26, 2005 Designer : PBS 9:50 AM Job Number : 994 Hawker Crawford Checked By: Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc (k) (k) (k) M1 1 max 25.927 10 30.703 10 85.473 10 _ min 2.259 5 5.432 1 11.303 5 _ 2 max 25.927 _ 10 30.079 10 _ 80.094 10 , min 2.259 5 5.314 5 10.275 5 3 max 25.927 10 29.455 10 74.825 10 min 2.259 5 5.204 5 7.766 ' 5 4 max 25.927 10 28.831 10 69.667 10 min 2.259 5 4.868 5 5.866 5 5 _ max 25.927 10 28.207 10 64.619 10 min 2.259 5 7 7 5 A.i'i41_ 5 1P Sol g 1 M2 1 max 25.927 -I 1 . 28 :20 . 10 . - 4'619) 10 min 2:259 `5 5 fi 5 .1 Fr 2 max 25:927 ' 10 1348 10 - 3.493 -2 , rti- ' 69 , 6 min 2259. 5 .156 5 46:131 9 + z 7! 7 K -Fr 3 Max 25:927 10 3.934. 6 0 7 2 PI min 2 :259 5 -4.937 5 7'1;618 . , 9 _ 4 max 25:927 10 -.862 6 " - S:3 - 22 2 K min . 2:259 5 -15 :977. 9 - 35.6.88. 9 _ Vu -- 2$'2 5 max 25.927 10 -5A32 2 85A4 10 min .2 :259 5 - 30.703 9 1 1.339: 5 M3 1 max 33.825 4 -9.846 2 - 22.238 1 min 5.83 5 , -35.12 9 - 96.668 , 10 2 max 33.825 4 -9.646 _ 2 - 20.512 1 - min 5.83 5 - 34.406 9 - 90.516 10 3 max 33.825 4 -9.446 2 - 18.821 1 min 5.83 5 - 33.692 9 - 84.491 10 4 max' 33.825 4 -9.246 2 - 17.166 11 min 5.83 5 i - 32.979 19 - 78.592 ; 10 5 max 33.825 14 ! -9.045 2 - 15.546 ' 1 ', n o , fro n S t vq 8 min I 5.83 15 1 - 32.265 9 - 72.819 10 M4 1 max 33.825 4 2 Q4k 1; r t -- r r min 5.83 5 - 32.265. 9 9 10 i _ 72 9 t1 �, r r min .. 1_ 5 - 15.421 9 -2 2 3 max 33 :825 4 1.431 10 85: 9 �7� + = 88. min . 5.83. 5 :397. , 1 6 2 IC 4 max '33.825 4 18 :275 10 47 :726 9 `' 32. ?� 'min: : 5:83 5 5;12:1 1 - 5:69 2 V k 5 max 33 :825. 4 35.12 10 - 22;176 1 1`min= .5:83 5 ` -9.846 ._. 1 - 96.722:. `l 10 M5 1 max 35.503 _10 33.817 4 96.668 10 min 10.232 1 5.84 5 J 22.238 1 2 max 35.452 10 32.964 4 90.414 10 min 10.181 1 5.669 5 21.092 1 3 max 35.4 10 32.116 4 84.319 10 min 10.129 1 5.5 5 19.977 1 4 max 35.348 10 31.272 4 78.382 10 min 10.077 1 5.333 5 18.893 1 _ 5 max 35.297 10 30.433 4 72.603 10 - min 10.025 1 5 1 1 N/ LL IC- Fr M6 1 max - 35:297:. • 10 '' 3035 ] 4 I a :. 1 10 ri = 72. . min: 10.026: 1 `. .._ " :. :; :� . °5 : ;7fi _ :. - 1 t t 4 ! , 2 Max 34:'1:94 10: _ 13 :822 4 25'4347, : 9 tlu •_ - Min :: 8923::._ 1 201 : 5 .:_ 48118 1 4 ` K f : . ; V9, - 2 - I 3 m 33:U92 1 :D 5Q:5 5 . � .-, , 9 ::rain 7.821' - _1 :...=1:244:- . 5: , ..:41 :045: _4 RISA -2D Version 5.5 [P: \975 \994 - Hawker Crawford \Design\HC Culvert.r2d] Page 9 3? Company : T.Y. Lin International October 26, 2005 Designer : PBS 9:50 AM Job Number : 994 Hawker Crawford Checked By: Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear Lc Moment Lc (k) .. . (k) 4 max; .;31:,989 :1!0` = 1::'l`95` ;5 -. :28;4'3;1 9 min . 6:718 , . 1 13:794 .10 :.-12 :332 2: , :5 , . max 3.0 :=887 ... 1`0 . ' ` 216 5 68:697: 10 min 5:616 4 > . 24 :366 10:: 24:826 5:. M7 1 max 30.887 10 -2.168 5 68.697 10 _ min 5.616 1 - 24.366 10 9.826 5 2 max 30.841 10 -2.192 5 72.794 10 min 5.57 1 - 24.761 10 10.189 5 3 max 30.795 10 -2.216 _ 5 76.955 _10 _ min 5.524 1 - 25.153 10 _ 10.557 5 4 � max 30.749 10 -2.238 - 5 81.182 10 min 5.478 1 - 25.542 10 10.928 5 5 max 30.703 10 -2.259 _ 5 85.473 10 min 5.432 1 - 25.927 10 11.303 - 5 M8 1 Max 35 :503 9 -5:83 5 - 22.176 1 _ min 10.232 2 - 31825 4 - 96.722 10 2 max 34:303 9 -2282 1 5 14.042 - 2 min -9.032 2 - 15:199 4 - 27.274 1 9 3 Max 33.1:03 9 1:17 6. 41.098 4 min 7.832 2 -.521 5 - 17.289 9 4 max 31.903 9 14:693 10 10.51:9 2 min 6.632 2 1.301 5 - 30.054 9 5 max 30.703 .9 25.927 10 - 11.339 5 min 5.432 2 2.259 5 -85.44 10 RISA -2D Version 5.5 [P: \975 \994 - Hawker Crawford \Design\HC Culvert.r2d] Page 10 502vtc6 Zoiiv C> ftses 5/ ge.suu -s 40 Company : T.Y. Lin International October 26, 2005 Designer : PBS 9:58 AM .lob Number : 994 Hawker Crawford Checked By: Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc (k) (k) (k) M1 1 max 19.933 _20 23.157 20 ' 64.993 20 min 1.911 15 4.179 11 9.167 15 2 max 19.933 20 22.687 20 60.936 20 min 1.911 15 4.09 15 8.399 15 3 max 19.933 _20 22.216 20 56.962 20 min 1.911 15 4.005 15 6.956 15 4 max 19.933 20 21.745 20 53.072 20 min 1.911 15 3.816 15 5.798 15 5 max 19.933 20 21.275 20 49.264 20 _ min 1 15 3.731 15 5 15 SLAB 1 M2 1 max 19 :93 20 . 21275 20 4 49 2 0 A + Min e 1� 15 3 :15 `v9 15 M _ 2 . max 19:933 X20 10.167 _ 20 2.687 12 l s S 3 • K - min _ 1.911 15 .807 15 - 341622 19 - y 3 3 max 19:933 20 1746 16 798 12 f IS 9 Fah L C,gst min 1.911 15 -2.344 15 53.8$3") 19 K ,r t , S r E ro r 4 max 19.933 20 -1269 16 T" tri 12 7) l q min 1.911 15 -12.05 19 -26.745 19 5 max 19.933 20 -4.179 12 64.968 20 , ) z 9� 9 min 1.911 15 - 23.157 19 9.194 1 NS (_ M3 1 ' max • 26.019 14 -7.574 12 - 17.106 11 min 4.596 15 - 26.555 19 -73.78 20 2 max 26.019 14 -7.42 12 - 15.778 11 min 4.596 15 - 26.015 19 - 69.129 20 _ 3 max 26.019 14 -7.266 12 - 14.478 11' min 4.596 15 - 25.476 19 - 64.573 20 4 max 26.019 14 -7.112 12 - 13.204 111 min 4.596 15 - 24.936 19 - 60.112 I20 5 max I 26.019 14 -6.958 (12 I - 11.958 111 go71- h SLAB min I 4.596 15 - 24.396 1 19 I - 55.747 20 I M4 1 max 26.019 14 -6.958 12 L1.954, 11 - Fz min 4.596 15 - 24.396 19 55147') 20 t PI; ‘7.° 2 'max 26.019 14 -3.324 12 -"W825 19 1 K -F7 min 4.596 15 - 11.66 19 -1,7.8i 12 I SS �7 3 max 26.019 14 1.082 20 66:929 19 ! r-oh Lc. Iq min 4.596 15 . .305 . - 11 _12 t ) 5 ,� - 9 /� 4 max 26 :019 .14 1381.8 . 35 :83 19 /v min 4.596 15 :3:939 11 -4.377 12 J K `kah Lc. 2� 5 max 26.'019 _ 14 26:555 20 - 17.059 11 0.c7 min 4:596 :15., 3::574 1.1:.. 73 :822 20 M5 1 max 26.85 20 26.013 14 73.78 20 min 7.871 11 4.603 15 17.106 11 2 max 26.81 20 25.357 14 68.967 20 min 7.831 11 4.472 15 16.224 11 _ 3 max 26.77 - 20 - 24.705 _14 _ 64.277 20 min 7.791 11 4.342 15 15.367 11 4 max 26.731 _20' 24.056 14 59.709 20 F,„n LC 14 min 7.752 11 4.213 15 14.533 11 5 max 26.691 20 23.41 14 55.262 20 \A/fyt.l.. min 7.12 11 4.086 15 13.7 4 11 - M6 1 max '26.69:1_� 20'. 23A1 ..14:: 55'i26 20 t. 31 Ice" /d, f 29 3 1:1 4:D8.6 :` :1�5:;.. ;_ ., 11 1 I5 2 Max .:.26843 _ 20 10:V0 14: : • 18 :81: 19 min . 6.864 11 1 858 16 12 86 14 fT • I 2 6'7 3 max 24:895 20 2' 5 15 12:6 1:9 Hs ` 55• 3 f`► min ,- ::6.016:. i 1 _. - 8 ::: ' 2(1 ` 3:7:.5:5 x. RISA -2D Version 5.5 [P:1975\994 - Hawker Crawford \Design\HC_Culvert.r2d1 Page 11 41 Company : T.Y. Lin international October 26, 2005 Designer : PBS 9:58 AM Job Number : 994 Hawker Crawford Checked By: Envelope Member Section Forces. (continued) Member Label Section Axial Lc Shear Lc Moment Lc (k) (k) (k) 4 :rriaX. 24i147 20. - 1;093; ` 15' : 21: 19- `Miin:.._. `.:5:"1'68: ;11:;:: -10601 20 . :-9:486: '.:12 5 ` :max 2 20 1:84;1::.: :1 ° 5 52:09 20` min.. 4 :32: 11:. 18:733` 20 7.91:5:: -15 M7 - 1 max 23.299 20 -1.841 15 52.096 20 min 4.32 11 - 18.733 20 7.915 15 2 max 23.263 20 -1.86 15 55.245 20_ min 4.285 11 - 19.037 20 8.223 15 3 max 23.228 20 -1.878 15 58.445 20 min 4.249 11 - 19.339 20 8.535 15 4 max 23.193 20 -1.895 15 61.694 20 min 4.214 11 - 19.637 20 8.849 15 5 max 23.157 20 -1.911 15 64.993 20 min 4.179 11 - 19.933 20 9.167 1 15 I M8 1 max 26:85 19 -4.596 15 - 17.059 11 min 7.871 12- - 26:019 14 - 73:822 20 2 max 25927 19 -1.867 15 10:801 12 min 6 :948 12 - 11.692 14 -20.356 19_ 3 max 25.004 19 .794 16 3t614 14 min 6.025 12 -.227 15 - 12.632 19 4 max 24.081 19 11.292 20 8.091 12 min 5.102 12 1.174 15 - 22.407 19 5 max 23.157 19 19.933 20 - 9.194 15 min 4.179 12 1.911 15 - 64.968 20 RISA -2D Version 5.5 [P: \975 \994 - Hawker Crawford \Design\HC_Culvertr2d] Page 12 OR GEOTECHNICAL GROUP, INC. 42- L Soil Engineering • Geology • Environmental SUPPLEMENTAL SUBSURFACE SOILS INVESTIGATION SUMMIT AVENUE STORM DRAIN MPSD LINE B - PHASE III • FONTANA AND RANCHO CUCAMONGA SAN BERNARDINO COUNTY, CALIFORNIA • • PROJECT NO.: 62047.13 OCTOBER 11, 2005 Prepared for: AEI -CASC Engineering 937 South Via Lata, Suite 500 Colton, California 92324 Attention: Mr. Ceazar Aguilar c 6121 Quail Valley Court • Riverside, CA 92507 • (951) 653 -1760 • Fax (951) 653 -1741 43 AEI -CASC Engineering Project No. 62047.13 October 11, 2005 RCB Design 110( [t,tvdRT QRess : 311S fs Provided that the RCB areas are prepared as recommended, the proposed cast -in- place concrete box may be designed using a maximum soil bearing pressure of 3,000 pounds per square foot. 6k NAT ft,rss"f(E --ir o L 5 4,zass PRkds.rr • /2• (n'+ 149% 396 p's`F The vertical walls of the RCB, retaining compacted native soil backfill, should be designed to resist a lateral earth pressure between active and at -rest conditions. For this condition, we recommend an equiv. -nt fluid density of 45 •cf be used. oo d, lc, 9' ,$$x Pes' f� 3S P '4 L P --_- Su rcharge toad on the RCB drain • u • • - . = - e ue • n • ge foundations can be estimated using the Geotechnical Sketch, Enclosure D -1, Appendix D. Engineered Compacted Fill The majority of the soils along the project alignment are clean, free- draining, granular soils (welt graded sands with gravel) with lesser units of slightly finer to finer grained, less draining materials (silty sands and sandy silts). The site soils are generally suitable for use as trench backfills and fills. However, all rocks or similar irreducible materials with a maximum dimension greater than 6 inches should not be buried or placed in fills without prior approval by the geotechnical engineer. In addition, prior to the mechanical compaction of the fills, the materials will need to be moisture conditioned in order to achieve the desired optimum moisture content. The site soils are also considered adequate for jetted backfill due to their relatively good drainage characteristics (well graded sands with gravel and silty sands). Suitable backfill materials to be jetted should have a sand equivalent of 15 or greater. In addition, the materials of the trench walls should have a minimum sand equivalent of 15. Import fill, if required, should be inorganic, non - expansive, granular soils free from • rocks or lumps greater than 6 inches in maximum dimension. Sources for import fill should be approved by the geotechnical engineer prior to their use. 8 LCD •GEOTECHNICAL GROUP, INC.. SOLUBLE SULFATE CONTENT TESTS fir+ Boring Sample Depth Sulfate Content Number (feet) Soil Description (% by weight) B -1 3 -4 (SW) Well Graded Sand with Gravel < 0.005 B -3 10 (SW) Well Graded Sand with Gravel _ < 0.005 Scat iT R1eS1'► �.� L' c yTA/+041C19 N�RtE'na �y�s� c e► . w r + E N G I N E E R I N G AE IscAsc November 30, 2005 Willdan Ken Taylor, PE 2401 East Katella Avenue, Suite 450 Anaheim, CA 92806 -6073 RE: CITY OF FONTANA — CAPITAL IMP. PROGRAM PLAN CHECK SUMMIT AVE STORM DRAIN PHASE III — 1 CHECK 14418/1049/01 -310 & 14418/1050/01 -130 Dear Mr. Taylor: Pursuant to your requests, AEI -CASC Engineering, Inc is providing you with our responses to the comments dated October 28, 2005. Hydrology/Hydraulics Report 1. Please provide a hydrology map that shows the overall drainage boundary. The map should also include all existing and proposed storm drains, subarea boundaries, legend, etc. Response: The design flow rate for the proposed MPSD Line "B" is based upon the City of Fontana approved "Summit Avenue Storm Drain MPSD Line "B" Phase I Drainage Study" by Madole & Associates ,inc. A copy of this report has been provided for your use and reference. 2. Please include hydraulic calculations and inlet sizing calculations for all proposed storm drain, including connector pipes. Response: The connector pipes and inlets are to replace the existing drainage systems. The sizes were determined by matching the existing structure sizes based upon as -built plans and field data. The flows intercepted are insignificant and should not affect the hydraulics of the mainline due to the difference in tributary drainage areas and flow rates. CIVIL ENGINEERING PLANNING SURVEYING ENVIRONMENTAL ENGINEERING 937 S. VIA LATA, SUITE 500 • COLTON CA 92324 • 909.783.0101 • 909.783.0108 FAX www.aei - casc.com 3. Please include any reference materials (As -built storm drain plans, H/H Report excerpts, calculations, hydrology maps, etc.) used in the report for reference. Response: Additional information has been provided with this submittal. 4. Please include in the report the appropriate calculations or tables used that show that the 1/2 ton rip -rap and the length of rip -rap provide on the plans is adequate to minimize erosive velocities. Response: The 2 Ton Concrete Rip Rap was utilized based upon past experience with the SBCFCD. Since Line `B" discharges into the San Sevaine Basin No. 5, which is a district facility this rip rap size was utilized. It should be noted that the outlet velocities will be less than 12 fps, which based on LACFCD design manual will require 1 /4 ton rip rap. Due to possible uncertainties the size was increase to % rip rap and is proposed to be grouted. 5. Please include a portion of the existing storm drain system in the hydraulic modeling to verify the affects of the proposed storm drain on the existing storm drain system. Response: The starting water surface for the proposed facility is based on the approved hydraulic analysis for the Phase I MPSD Line "B". If a back water condition existed the wspgn analysis would have calculated the water surface elevation at the upstream end above the provided value. A copy of the approved drainage report has been provided. 6. Address all comments as shown on the marked -up report. Response: Plans have been revised Storm Drain Improvement Plans 1. Please incorporate all non -city Standard Plans within the plan set. Include all details necessary to construction of the project. See marked -up plans and attached sample. Response: Plans have been revised 2. Please update the construction notes on all sheets as necessary. See marked -up plans. Response: Plans have been revised 3. Please label all significant storm drain locations on the plans (i.e. begin and end transitions, etc). Incorporate all utility crossings within the profile for all sheets. Response: Plans have been revised 4. Please provide all information as required per all standards used (i.e. A, B, C, etc.). See marked -up plans. Response: Plans have been revised 5. Please show all utilities, including "dry" utilities on all sheets (i.e. gas, telephone, electrical, cable, etc.). Incorporate all utility crossings within the profile for all sheets. Response: All utilities have been provided on the plans. Currently, the utility crossings are being potholed for possible conflicts. Upon receipt of the pothole information the plans will be revised accordingly. 6. Please revise the hydraulic data to account for flow entering the connector pipes. See marked -up plans. Response: The flows intercepted are insignificant and should not affect the hydraulics of the mainline due to the difference in tributary drainage areas and flow rates. The sizes were determined by matching the existing structure sizes based upon as -built plans and field data. It should be noted that the connection of the laterals to the mainline will not cause a back water condition within the lateral pipe, since the lateral pipe slopes are steep and the mainline water surface at the connection is below the lateral pipe. 7. Please provide manhole rim elevations on the plans as necessary. See marked - up plans Response: Plans have been revised 8. Please check the street section used. The City Standard Plans indicates AC pavement over 95% compacted native and no aggregate base. Please revise the plans as necessary. Response: Plans have been revised 9. Please check the screening of all existing improvements to clarify what exists and what is proposed. Response: Plans have been revised 10. Please provide a copy of the existing storm drain (Dwg No. 3210) with the next submittal for our reference. Response: The plans have been provided. 11. Address all comments as shown on the marked -up plans. Response: Plans have been revised Structural Review Comments The structural calculations and plans were forwarded to Eric Johnson of our office for his review and comments. The following is a summary of comments as shown on the marked -up plans and report. 1. The detail for the 16' x 16' box is not shown on sheet 9 as indicated on construction note 6. Please include in the next submittal. Response: Plans have been revised 2. Please check the height of the box in construction note 1. The height does not match the proposed height shown in the profile. Response: Plans have been revised 3. Please check note 5 on sheet 9. The splice length shall be per the latest ACI code. Response: Plans have been revised 4. The table shown on sheet 9 is not for a 16' x 16' box. Please revise as necessary. Response: Plans have been revised 5. Please include the name and year of the box program used (i.e. LABOX 1987, etc.). Response: Plans have been revised 6. The development lengths and the splice lengths shown on sheet 9 shall be per the latest ACI Code. Response: Plans have been revised 7. There is an inconsistency between construction note 13 and the detail included on sheet 11. Please include Caltrans Standard Plan B3 -1 and B3 -8 within the plan set. Response: Plans have been revised 8. The structural calculations were not included in the report. Please submit the input and output calculations in the report. Response: Plans have been revised 9. Address all comments as shown on the marked -up plans. Response: Plans have been revised Sincerely, AEI -CASC Engineering, Inc. Aric Torreyson, P . Project Manage ! .. ' -- - - -- . ,2 I GENERAL NOTES 1;;: -?- I 1 ALL WORK SHALL BE IN ACCORDANCE WiTH THESE PLANS, THE CITY OF FONTANA STA PLANS THE ( G � �a ' �y� /o CONTRACT PROVISIONS AND THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION ( "GREEN S UMM/T VENUE DRAl I 800K`). ALL REFERENCE SPECIFICATIONS AND STANDARDS SHALL BE THE LATEST EDITION UNLESS • OTHEERW SE NOTED. F DUN CAW w 2 V1HEN A TECHNICAL CONFLICT IS FOUND TO EXIST IN THE CONTRACT DOCUMENTS THAT CAN NOT BE "� i CYN. RD. ��4 .• l i . : ! 1 - RESOLVED BY REFERENCE TO PRECEDENCE PROVISIONS iN THE "GREEN HOOK ", THE CONTRACTOR SHALL �1 PSD L.. l N� -- PHA SE I `� �� Q a w f . ••.• IMMEDIATELY REPORT SAID CONFLICT TO THE CITY ENGINEER FOR RESOLUTION. / 1 L 3 ALL MATERIALS AND METHODS ARE' SUBJECT TO THE APPROVAL OF THE CiTY ENGINEER. • FROM SAN SEVAINE ROAD TO � x ;71 d ADVANCE CONSTRUCTION SIGNING INDICATING DURATION OF PROJECT SHALL BE IN PLACE ONE WEEK .PRIOR / 0 BEECH AVENUE f i I TO IMPLEMENTING DETOURS. i .) SUMMT AVENUE • • ffi ! 5 CONSTRUCTION PERMITS SHALL B£ OBTAINED FROM THE CITY OF FOYTANA COMMUNITY DEVELOPMENT 0 r ro N ""� N 4 �� DEPARTMENT, ENGINEERING DIVISION PRIOR TO NE START OF ANY WORK. INSPECTION COORDINATION SHALL - BE. REQUESTED AT LEAST TWO WORKING DAYS PRIOR TO THE START OF. ANY WORK IN PUBUC C / T Y l"' l + ‘11. �, f G i RIGHT -OF -WAY WITHIN THE CITY OMITS. CALL (909) 350 -7610. ; i--�, LAKES PARKWAY • 6 THE CONTRACTOR • SHALL CONFORM TO ALL TRAFFIC CONTROL POUCtES, METHODS AND PROCEDURES • . _ �� n �" HIGHLAND AVENUE • DESCRIBED IN THE STATE OF CALIFORNIA MANUAL OF TRAFFIC CONTROLS, LATEST NON- METRIC EDITION a UNLESS OTHERWISE DIRECTED BY THE CITY TRAFFIC ENGINEER. 1. T , t• 7 IT SHALL BE THE RESPONSIBILITY OF NE CONTRACTOR' TO MAINTAIN BARRICADES, DELINEATORS OR OTHER �\ ~- t" TH T ..< RAFFIC CONTROL DEVICES AT ALL TIMES. - Q - � �'� BASELINE AVENUE 8 THE CONTRACTOR SHALL OBTAIN A PERMIT TO PERFORM EXCAVATION OR TRENCH WORK FOR TRENCHES 5 ' ` \ '� sr C - ` ` • • FEET OR GREATER IN DEPTH FROM THE CALIFORNIA STATE DMSION OF INDUSTRIAL SAFETY. - _ rl' J _� �� /':\ , ' "`� VICINITY MAP • 9 THE WALLS AND FACES OF ALL EXCAVATIONS GREATER THAN FIVE (5) FEET IN DEPTH SHALL BE GUARDED J BY SHORING, SLOPING OF THE GROUND OR OTHER APPROVED MEANS PURSUANT TO THE REQUIREMENTS OF • \l \ J� C , � � ' EATER NTS 3 `�: 1` tnt r.A.41 .n�, THE DIVISION OF INDUSTRIAL SAFETY OF THE STATE OF CALIFORNIA TRENCHES LESS THAN FiVE (5) FEET r �` f. • // 7 SHALL ALSO BE GUARDED WHEN THE POTENTIAL EXISTS FOR GROUND MOVEMENT. SH '�� Sc ` ` sox COMPACTED SHEET 2 ® ' g .` �� �� I ���` �� y IVE BSIZE U. NOTES: 10 NO MATERIAL OR EQUIPMENT SHALL BE STORED IN THE PUBUC, RIG OF WAY WITHOUT OBTAINING A � l`' NO ,- GRANULAR BEDDING FROM ,•.,:-", � RENCH Y BE CONTROLLED SEPARATE PERMIT FOR THAT PURPOSE. / % T / SELECTED TRENCH SIDE /\ , 4r TD TOP F DT PIPE SHALL 20NE. t !j- 7�^E'� �w •./.C' �`/ ' i'. LATERALS AND DETAILS MATERIAL (1' AWL SIZE). ` 2. TRENCH DEPTHS OF GREATER THAN 5' 11 THE LOCATIONS OF UTILITIES SHOWN HAVE BEEN DETERMINED FROM AVAILABLE INFORMATION, H0IYEVER, IT . • � 1 ��� ! �` � ' ON SHEETS N0. 5 AND 6. SHALL HAVE ADEQUATE SHORING. TaP1i • 111 • SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 70 DETERMINE. IN THE FIELD, THE TRUE LOCATION AND N I ' 1 r % = 6' u:N. W.: 3. CLASS II AGG.BASE ALL TRENCHES LESS THAN 100' IN LENGTH. ELEVATION OF ANY EXISTING URUTIES, AND TO EXERCISE PROPER PRECAUTION TO AVOID DAMAGE THERETO. T } } } } �'., - �) f i N is I I I THE CONTRACTOR SHALL CONTACT UNDERGROUND. SERVICE ALERT AT 1- 800 -227 -2600 TWO WORKING DAYS I� } } } 1 - +) �� ; \� - /� w • BEFORE EXCAVATION. ! )! I , *, i • 1 J • • _. - o _ NTS f�' ? T - ( }} f�' ,t '. 1 ; • /: fl Ill NOTE • 12 THE CONTRACTOR SHALL COORDINATE CONSTRUCTION WITH .ALL 'UTILITY COMPANIES INCLUDING, BUT NOT w z•• I LIMITED TO, GAS, TELEPHONE, ELECTRIC, CABLE TELEVISION, LANDSCAPING, LANDSCAPE IRRIGATION, DOMESTIC (` , r 1 ' __.I i , 1 :\,,...... j %: 1 ' ` T - a ' � � ' ,�, " �1 II I COMP^CTION SHALL BE 90� IN ALL 2 •� • a. 1-- ( ®�� -' ZONES UNLESS OTHERYIISE SPECIFIED. WATER, RECLAIMED WATER, SEWER. STORM DRAIN, FLOOD CONTROL AND. CALTRANS. ALL U 1U1Y COMPANIES ' III_ �G TRENCH STABILITY SHALL CONFORM I I SHALL BE GIVEN PAO WORKING DAYS NOTICE PRIOR TO WORK AROUND THEIR FACILMES. � �� TO CAL REODUtOAENTS. CONTRACTOR SHALL PROTECT INDEX MAP • " ���� _ , 13 THE CONTRACTOR SHALL NOT OPERATE ANY FIRE HYDRANT OR WATER MAIN VALVES WITHOUT APPROPRIATE ( AGENCY AUTHORIZATION. CONTRACTOR SHALL COORDINATE WITH THE APPROPRIATE WATER COMPANY FOR AND SUPPORT ALL EXISTING UTILITIES NTS �'��'�' AND PROVIDE SHOP DRAWINGS APPROVED VALVE OPERATION AND WATER REQUIREMENTS. STO DRAIN PIPE ® III - i(I_ • BY A CIVIL ENGINEER FOR SUPPORT OF, © GRANULAR BEDDING FROM SELECTED • EXISTING PIPE CROSSINGS SUSPENDED ABOVE 14 STATIONING REFERS TO THE CENTERUNE OF STORM DRAIN EXCEPT WHERE OTHERWISE NOTED. PROPOSED RCB TO THE SATISFACTION TRENCH SIDE MATERIAL FOR PIPE • OF THE AFFECTED AGENCY 1/2 OR STONE BED DNGG. 15 ADEQUATE CONSTRUCTION CONTROL STAKES SHALL BE SET BY THE ENGINEER TO ENABLE THE CONTRACTOR ' • • TO CONSTRUCT THE WORK TO THE PLAN GRADES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROP.R/W r t R/W I PROP.RI 1 R/Y RCP TRENCH DETA PRESERVATION OF • BENCHAARKS AND CONSTRUCTION CONTROL STAKING DURING CONSTRUCTION. E705T R/W EXIST.R/�J NOT TO SCALE 16 THE CONTRACTOR SHALL NOT DISTURB EXISTING SURVEY MONUMENTS, MONUMENT TIES OR BENCH MARKS 13' 94' X 10' 13' VARIER 10' WJiTF{OUT PRIOR NOTIFICATION TO THE CITY ENGINEE - a 12' _ 36' ' 34' 12 ta 12' VARIES -- 3 4' 12' EA6a, r, `"'°�" CONSTRUCTION NOTES AND QUAt4 TTY ESTIMATES ls if rr SEWER I 17 REMOVAL AND REPLACEMENT OF EXISTING SURVEY CONTROL, INCLUDING SURVEY MONUMENTS, MONUMENT 5' 7 t7 7 5' I 15' 7' 3D 7' S' I TIES AND BENCH MARKS, SHALL BE DONE BY A REGISTERED CIVIL y D G L ENGINEER OR LICENSED LAND SURVEYOR. nov 20 I 20 �""� - 23,5' I i 147.13 r } DESCRIPTION QUANTITIES I s A11G1J M 1 Ex15T. PAvEmEITT 7 t IGTON SURVEY MONUMENTS THAT WILL BE DESTROYED AS A RESULT OF THIS CONSTRUCTION SHALL 8E REPLACED• I .* >rtx O 5 ' I R THE CONTRACTOR SHALL NOTIFY THE ENGINEER ONE WEEK PRIOR TO CONSTRUCTION SO THAT TIES TO MONUMENTS CAN BE ESTABLISHED FOR LATER REPLACEMENT OF THE MONUMENT. I I ° " s FROM STAGING AREA I COST. COI. V I AGING AREA 1 MST. 4 • TO mix Ace MST. CO? w 8' 6' PROP. AC EwALX P. AC ,35 • I PROP• AI PRO col'• AC CONST. 11' X 9' (3m X 2.74m) CAST -tN -PLACE REINFORCED 2736 LF 1 4' PAV ( r�>t� Vpr E11P r 4 / PAVES _ I E wrux MIN 0 CONCRETE SINGLE BOX PER CALTRANS STD. 080 • 18 THE CONTRACTOR SHALL MAINTAIN ACCESS FOR LOCAL RESIDENTS AND BUSINESSES AT ALL TIMES. A - "r•' yl: ; "" �x ( 2a a `� ' ' '" " "` ? _ µ >= y °'" O2 CONST. MANHOLE - CONCRETE BOX STORM 3 EA • . . ,�I L � -.. - ?-- ,�• -,_ - - mop- WNC r 'L � l w -- ! 4. DRAIN PER • MINIMUM 12 FOOT LANE SHALL BE MAINTAINED AT ALL TIMES IN THE CONSTRUCTION AREA FOR RESIDENTS P R OP. CONC. '-• SIDEWALK - -- ^' COST CONC. SIDEWALK • - COST CONC. / 'fit-EA'''. I AND EMERGENCY VEHICLES. aaoPCONC VI.•,,, -_!!!! "• -- CURB & CUTTER T 4k -cuxO k cuTmi O3 CONST. JUNCTION CTION STD. PLAN 323 -1 STRUCTURE-PIPE TO RCB, • ( 5 - ( cuTTtTt ( EDa ae A ne tu c SUPER !T� /�� G A PER A.P.W.A. STD. 334 -1 ' 19 THE CONTRACTOR SHALL PROVIDE AND MAINTAIN AN EFFECTIVE MEANS OF DUST CONTROL. INCLUDING : I PR P, L ` 4 CO NST. 30` (914mm) R.C.P.,1350 -D LOAD, STORM DRAIN • ADEQUATE WATERING, AT ALL TIMES. .1 4 El NCO (G Et(ST. 1r WATER IS. 11� I 2 • COST. 1r vuTER 95 LF ! 4 E u �� Q CONST. 24' (610mm) R.C.P..1350-D LOAD, STORM DRAIN 340 29S LF I • 20 THE CONTRACTOR SHALL NOT CAUSE ANY EXCAVATED MATERIAL. MUD, SILT OR DEBRIS TO BE DEPOSITED oc SEWER J 5.5' +' 28' 14' 28' Ex v �i R. Q PROTECT EXISTING IMPROVEMENT IN PLACE 1 EA ' ONTO PUBUC OR PRIVATE PROPERTY ADJACENT TO THE RIGHT OF WAY DURING CONSTRUCTION WITHOUT I raw' • PRIOR WRITTEN APPROVAL " 0 CONST. CURB OPENING CATCH BASIN 4 EA • RC B TRENCH DETAIL RCB TRENCH DETAIL PER A.P.WA. STD. 300 -2, W=PER PLAN • 21 NO TRENCH BACKFlLL SHALL TAKE PLACE WITHOUT PRIOR APPROVAL OF THE City INSPECTOR. EAST FRONTAGE ROAD SUMMIT AVENUE 8 CONST. PLUG (BRICK &MORTAR) W/ 1" ± CONCRETE 'MORTAR 13 4 P EA I Q 22 A GEOTECHNICAL ENGINEER SHALL 'CERTIFY ALL BACKFILL COMPACTION. FAILURE TO OBTAIN THE REQUIRED TYP SECTION TYPICAL SECTION AT THE END OF RCB / PIPE �,,._ • �,�r --� _. �\ \\ II DENSITY SHALL REQUIRE RE- WORKING OF THAT PORTION OF THE WORK UNTIL THE SPECIFIED DENSITY IS 9O Ct346T. CO.L.O COLLAR PER APWA STD. 380 -3. i EAt I • OBTAINED. N.T.S. N.T.S. -/- J J 23 CARE SHOULD BE TAKEN TO PREVENT GRADES, DITCHES, AND SWALES FROM UNDERMINING STREET . • ' CITY OF FONTANA U NOTIFICATION UST • • IMPROVEMENTS. UPON INSPECTION OF THE SITE, THE CITY ENGINEER MAY REQUIRE TEMPORARY • • ' NON- ERODEABLE SWALES ENTERING OR LEAVING IMPROVEMENTS. C ITY O F FONTANA PACIFIC BELL CO. W i • 24 ALL EXPOSED CONCRETE SURFACES SHALL CONFORM IN GRADE, COLOR AND FINISH TO MATCH EXISTING ATTN: CARLOS VENUE N O ATTN: VIRGINIA BECKEft ! CONCRETE. 8353 SIERRA AVENUE 3939 E.COROADO STREET • • • FONTANA, CA 92335 ANAHEIM, CA 92807 pr LEGEND • 25 NO OPEN TRENCH SHALL BE ALLOWED AT THE END OF THE DAY YJTTHOUT PRIOR APPROVAL OF THE CITY PRIVATE ENGINEER'S NOTICE TO CONTRACTORS: (909) 350 -6632 (714) 666 -5467 I ENGINEER, TC TOP OF CURB SO. CALIFORNIA .GAS COMPANY COMCAST (CABLE TV) I THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES OR STRUCTURES ATTN. ALAN KESELOFF ATTN: JACK HAVES FL FLOW UNE (GUTTER) i 26 PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL EXPOSE EXISTING FACILITIES, AND VERIFY ELEVATION AND SHOYJN ON THESE PLANS ARE OBTAINED BY A SEARCH OF AVAILABLE RECORDS; TO AVENUE , FONTANA INV INVERT ELEVATION • LOCATION OF CONNECTIONS. CiT`f APPROVAL OF CONNECTIONS TO EXISTING FACILITIES DOES NOT IMPLY THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILTRFS EXCEPT THOSE 16231 VALLEY BLVD. 1205 DUPONT STA STATION • CORRECTNESS OF ELEVATIONS OR LOCATIONS SHOWN ON THE PLANS. SHOWN ON THESE PLANS. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY FONTANA, CA 92335 ONTARIO, CA. 91761 • MH MANHOLE I - MEASURES TO PROTECT THE UTILITY UNES SHOWN ON THESE DRAWINGS. THE (909) 335 -7781 (909) 390 -4736 EXT. 3055 - C8 CATCH BASIN A I 27 IF EXISTING UTILITIES OR ANY OTHER FACILITIES CONFLICT WITH THE PROPOSED IMPROVEMENTS, THE CONTRACTOR FURTHER ASSUMES ALL LIABILITY AND RFSPONSIBIUTY FOR THE EMERGENCIES: (800) 427 -2200 R/W RIGHT -OF -WAY 1 CONTRACTOR SHALL NOTIFY THE ENGINEER AND ALL AFFECTED AGENCIES IMMEDIATELY. UTILITY PIPES, CONDUITS OR STRUCTURES SHOWN OR NOT SHOWN ON THESE • CL CEMERUNE ni I DRAWINGS. SO. CALIFORNIA EDISON COMPANY FONTANA WATER COMPANY SD STORM DRAIN 0 ` 28 NO CONCRETE SHALL BE PLACED UNTIL THE FORMS AND REINFORCING STEEL HAVE BEEN PLACED, ATTN: JAIME AMESZCUA ATTN: AL KROHN - WAT WATER E - , 1 INSPECTED AND APPROVED. THE CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILII (gpg} 357 -6581 8440 NUEVO AVENUE REC DRAW SEW SEWER t/] FOR THE JOB SITE CONDITIONS DURING THE COURSE. OF CONSTRUCTION OF THIS 7951 REDWOOD AVENUE FONTANA CA 92335 7 A V �� RCP REINFORCED CONCRETE PIPE ' PROJECT; INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS SHALL VCP VITRIFIED CLAY PIPE W 29 ALL UNDERGROUND W1L1TE5 SHALL BE INSTALLED, TESTED AND APPROVED PRIOR TO PAVING OF STREETS. APPLY CONTINUOUSLY AND NOT BE UNITED TO NORMAL WORKING HOURS AND THAT THE FONTANA, CA. 92335 (909) 822 -2201 EXT. 323 7HESERECO :SOD RAWIN GSHAV EBE EN PREP AR EDW CENTERUNE D CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER AND THE ENGINEER (909) 820 -5598 UNDERGROUND FAX. (909) 823 -5046 PART, ON THE OF WFDR ;Lt1RX J GOA ED A Np --- ' ---- -- z 30 APPROVED SOIL STERILANT IS REQUIRED UNDER ALL NEW ASPHALT PAVEMENT PRIOR TO PLACEMENT. HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED IN CONNECTION WITH (909) 820 -5137 TRANSMISSIONS FuRNLSxES •THEatO - ---- -- j RIGHT -OF -WAY ' ,RESPONSIBLE FOR ERRORS OR OLLlseIONS ypDCH SEWS 1 THE PERFORMANCE OF \ ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING (213) 637 -1233 PIPELINES CRAWFORD CANYON MUTUAL WATER CO. HAYED D7DtCORPOR, DfiOTHE - - --s - WATE 31 ALL MANHOLES, T O FRAMES, COVERS AND VALVE BOXES SHALL BE RAISED TO FINISHED GRADE BY FROM THE SOLE NEGLIGENCE ENCE OF THE OWNER OR THE ENGINEER. (909) 357 -6589 DISTRIBUTION ATTN: BILL VANDERKIEFT, JR. APE8ULTTHENGOf ELECTRIC -' I NTRACT • THE PAVING CONTRACTOR UPON COMPLETION OF PAVING. - tt6 CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AND SHALL REPORT • (800) 227 -2600 (619) 868 -6040 - .. -- GA - .A - GAS B - 1T CALTRAt+S BASS - , TELEPHONE I 1 32 UPON COMPLETION OF CONSTRUCTION, CONTRACTOR SHALL RESTORE ALL SIGNING, STRIPING, BARRICADES, ALL DISCREPANCIES TO THE ENGINEER PRIOR TO THE COMMENCEMENT OF WORK. M P.M or . (IX nn 1. M fanr WC AND OTHER TRAFFIC CONTROL DEVICES TO THE SATISFACTION OF THE CITY TRAFFIC ENGINEER. UNDERGROUND SERVICE ALERT SY Y � J�A�S� $! ,. �r s cr 11€ Cr .. 0.1.101 a 5:11.01 1 . rw mr , Wt EASEMENT = • I s 4 . %%.113 11 .4,4 a.If.L / ear l "1 111/1W0.0 Y (lIOaM "CTI AS (800} 227 -2600 a o.m x s .rlr rm.. }(j T r. i A T Ayt, • HI /3 * 01 a Wi IktO M 1,Wt is .03 x 1 33 AS -BUILT DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR TO THE ENGINEER OF -RECORD. WHO SHALL • fAOU SERAA AvL 1.0.01 .L qYM Cr .'ut =GCS Cr - 1 & • PROVIDE RECORD DRAWINGS TO THE CITY ENGINEER. OEVAR°8 1428.6080 • srwrso *• • 34 MINIMUM D -LOAD FOR STORM DRAIN PIPE IS 1350. REV. REUSE+ DES°1PD011 I DATE I MDR. °TY DATE I D O /�• SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT Prepaed Under The Supervision Of : ' CITY OF FONTANA, CALIFORNIA ! �I 1 ( �Y JSE�L3I� /rs �Qf s1Sr{f�J IF� /6fOi • ( pj.L20'E� p5>> F PREPARED IN THE OFFICE OF OZ r� , = Tcr v.s�ilentFLflAaer ^Syr re P e2t reP ;o J� �j r • i! COMMEN WITHIN TWO YEARS OF THE DATE OF APPROVAL ' tt 9' PREPARED ASSOCIATES, INC. STORM DRAIN IMP ROVEMENT PLANS • • Diu ��J lll��� wccHEi m[Ptr , � E- -` n llt�fl • • . M^'^,,, T ^^•^•^ „^M Pe� •D "" ORA SHOWN HERE AND CA FOR IN A DILIGENT MANNER, 1C+ 87` � + �r,t7r�s �t SCALE 1w. No- 62183 v 10501 C STRE E T ,STE107 DJ �7IJI YIli AVE YL t� 1 I . 0.�0 GaTERaG " RANCHO CUCA i L TONGA, CA 91730 DIAL + tvo uoRKING m AC 'Pk"? �✓ I ( L L` THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO E"P 5 -7a a5 ¢ PHONE 909 EOIM 5 A SP LIN B - P� I DATE BEFORE \ "� 1 DAYOUBD In aw e L ) 948 -1311 D LP /ITS SA2�. • AD TO E/0 BEECH AVENUE APR 2002 YOU DIG \ v� BRING THEM INTO CONFORMANCE WITH CONDITIONS AND .1 . tvt� �-• Date : 4 °FORM Br ,: ..ED Br n ORATING HO_ T OLL FREE 1 -800- 227 -2600 ( ( CAt t ACE 6 21 83 EXP. 9-30.05 7 'e.L �v f 2JoJ 32 I O ! 1 8 I A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT • I ( STANDARDS IN EFFECT. ATS / I l CLAY 5 GINEER R.C.E. 51152 DATE I . 1 - ■ e . • J, 552 - 1452` st orm1sd•phl /G, 08!13/20020938: • . 5-1 • , . t ; ' P = , - - 3"-.- -,--,-,--r--,,,, 1- -- ------ " M E-: E -7-= ' : =/"-' ' E'. ' 11= =' ' ----2--7 " -' "' - T= 5- ='.2 E. .7. F-77 - .. 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"tlia6,...WrAll 6 1 iimiimm............mallININE 53. 0+12 pc al - i ---- "i ..4 Pc il■NoMNIMMIIMMEINBeAliiiii Z + C/3 III16; 6- .T P /z s 529 531 1 532 g r4 r4 ,, 3- *T2 NE 5 f . u ' iii PER DWG . # V9 • 1 r -6 EX • 1 - • •• • . - • - • IMIIIIINII E - '') . . __ • .__ __ __• ,::--,_=:-4.--l__._-_-=___,_=.. 'V A,. • d .. ; - 4 ,,, VA4VAL L3F A A: I p C R O E I , s lt s iNT E ION EX. CURB & GUTTER • - - - - - - - - - - - I ■ • 4,9.?' 14 ‹,, I i d I • REUEF LINES PER DWG. 322cf 4. _ . ),/,. I SEE DWG. NO. 314-4 I .4P . t --) I I i ' EAST FRONTAGE • R OA D , ssi , • fs i , FOR STREET IMPROVEMENTS i 4 4.' ' ' ,, e 1 i I ' t EXIST. S.D. PER DWG #2783 SEE PM 15719 PRIVATE DRAIN 0 . f , • .. ,,,,, ,/ i i l i 0 ON-SITE STORM 5 LINAJMIT 1--JF_A 0- J--PTS - "FIR N C), - R - 3E3- - 3 0 PLANS FOR FUTURE EXTENSION OF LATERALS coPc''' >;\ • o . i 1 , ,_ b^ 4q- 1 I 4\ I P I 4, i , t 1 n / i , , . 1 I i . ' CURVE LINE DATA TABLE • . 0 SAN SEVA1NE RD MU NO. DELTA/BEARING MMUS LENGTH TANGENT ANTELOPE LANE Fi ra CONSTRUCTION NOTES • MIKOZIMEECIMMIIMIONIEMENIMEIMEI • • • . . 1110:5111133IMINGZEIMMIXEMIIII•1=111 . 0 CONST. 11' X 9 (3.35m X 2.74m) CAST REINFORCED e N orsoir w - 1. v El • • • •' ----- CONCRETE SINGLE BOX PER CALTRANS STD. D80 - 1 ® CONST. MANHOLE-CONCRETE BOX STORM . , . Q. 44 9 ' 0 250 ' 7.67' 0 N 3709'46 E - W ' O' ' -, - • • . DRAIN PER A.P.WA. SM. PLAN 323-1 • . . p or 0 2" -- 6.2.5. • • - . 0 CONST. JUNCTION STRUCTURE-PIPE TO RCB, • RECORD DRAWING • PER A.P.W.A. STD. 334-1 mcomEstaxamemuummumEim M WAk 8-17 CAVRANS t'S Ef ® CONST. 30" (914mm) R.C.P.,1350 LOAD, STORM ORAN . • =MN N 3.7.0,.48- E INIMIMIIMEECIEN=1.1 a , ,,,, . c...lit . er sz,m, 11.17.4. , PART, °NINE BAS/S Of 11144211011 COLT AAED " . 0 CONST. 24" (610mm) R.C.P.,1350-D LOAD, STORM DRAIN L.T.5,3.13ergy, .. , ..t. :l ....,... , a .,. FURNISHEO BY OTHEAS. THE ENOINEEN1i911.Ncrr aE - Illti I N 0 37 ;: 4 2 8 . :; INEIMMINE 7 . It 47 IMNIO AM " . ir. . ..... N .. . RESPONSIBLE FOR ANY ERRORS Ofi 011182:BDNO WHICH 1 . i . 1,..., 0..-- cr v.. HAVE BEEN INCORPORATED MINE 00a.DIENTS AS r/3 0 CONST. CURB OPENING CATCH BASIN • ELEVADOtt 1 6 I41 W.A. Carat A FICSULTINERWR Bati ,Z.V.E SWitr:H , .3 . FLP TO PER A.P.W.A. SM. 300-2, V/=PER PLAN CITY OF FONTANA, CALIFORNIA. AT THE END OF RCB / PIPE. 1 i ® CONST. PLUG (BRICK &MORTAR) W/ 1" :I... CONCRETE MORTAR 4 - .,;..4, .R.C.P YL MAT r.,,, ....,!. --',.,....n. MarglaSMI DME I M. a I DmE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT Prepared Under ille Superizion Of : . 110..,,,,RT - • . ,,,„,.. .. COMMENCE WITHIN TVVOYEARS OF THE DATE OF APPROVAL _99EFEISZs, .''' VDMAS ,s PREPARED IN THE OFFICE OF MADOLE AND ASSOCIATES, INC. STORM DRAIN IMPROVEMENT.PLANS , ,, G2 i ll! , at......iLe„... . : tf: • Pa ; • DIAL ( .,,,,, 1 110)VO VOWING MPSD LAM B - PHASE I BEFORE ' ',,-, I.- .. DAYS BEFORE ,••. V*. 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IMMENIIP E . .111111115101.1 NIUMINIUMNES Maiiik- . :41§11111111•1111111E MIUMMUNIIIIIIIMMIIIKEE•••••••11111111111111M: .A.- ' %LI . 111gall1111111111011111 : . i ;::..-L Limmilememigemmmunatinutemitionsmommum EliEll•MINIMMEEKEINIIIIIEIMINIME IffiERIL.:::ii- ::: IIIMENIIIHREE11•11111111111111111111EINEJNIMMIIIIEMEMEME. . .. r .1. -. .:. : . - - ... . - .63i ...-,-, . . . . ; 1 534+00 535+00 536+00 537+00 538+00 • '' 539+00 PLAN 1 40' 540+00 541 +00 542+00 543+00 0+00 CONSTRUCTION NOTES , 1 +oo i SCALE IN FEET • • . .5 9 , s • 0 • 40 eo 120 160 ' , lljAV-s-. - \ " •V 7 C) CONST. 11' X 9' (3.35m X 2.74m) CAST-IN-PLACE • REINFORCED . iieni4t n!innt ' lib, .." ;0,1 ,••••.' ,' c? , . , z c , - 000 . CONCRETE SINGLE BOX PER CALTRANS STD. 080 , 700 \ -''' 40 dr: („V , ./ 0 CONST. JUNCTION STRUCTURE-PIPE TO L RCB. STORM DR • • ; • SEE PM 15719 PRIVATE • ' ‘ .,11 r \ ' PER A.P.W.A. STD. 334-1 ;. i.'11 • . - ON-SITE STORM. DRAIN . • h.:0 V ..,.1 . AP, 0 4._ PLANS FOR FUTURE • ? . / e , .),. , P S .' ‘P', CD - CONST. 30 (914mm) R.C.P.,1350 OAD, DRAIN .. EXTENSION OF LATERALS • • • \ ? r - 0./. .i...„ .. ... . ,f , er, .,;:,?,??,, , , s. 0 . <B 4 ., - • t * 0 0 SEE DWG. NO. 3144 FOR STREET INIPROVEMENTS 1 . \ .„ A \ \ - \\ ,---- N,,,- -,--: ---XISV 0_,&40., • , • - ..2, . 0,, . • ,-, s" _ - 'mal" .",, • 4. v ® CONST. 24" (610mm) R.C.P..1350-D LOAD, STORM DRAIN • , CONST. CURB OPENING CATCH BASIN a • ' * 0 • \ \ \ c'' ,,,,D \ 0 , ' 6!" PER A.P.W.A. ,STD. 300-2, W=PER PLAN • , r''' '•" -- O. ., • ..-- r Z,,, . - • 1 A SVII 0 .'. - - ' V.- ' 1) .1 ' 0 0• V ,5%;jo ° ir ' ' 4 - , ' f' AT THE ENO OF RCB / PIPE. i l . ® CONST. PLUG (BRICK &MORTAR) W/ 1" ± CONCRETE MORTAR • . • / . 1 1 ' I - - __ I,- -I II I A ;1 11 i, it , PAD E i I 1 1 . . t 1; (')s u‘' .------ %,3 -('' ':,''•' 4 , „,,' • , - ". „,:. . ,,,,, , .-.::-.:‘.• ,- .., - ,, ; : i ..!:.,,...;,?, .. . ,,,,-s-,q „<.7.• ; ' • „I. „...,,,,, • 4 I ,... 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DAWN REWSINI DESMPTION DATE Ma 01Y ME 61/419-efV/a.ga.eaWEENLOTA-- etakt ' - _iv SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT CITY OF FONTANA, CALIFORNIA :F= 9 . • ' " * • ' • ----:RL/e9nc1211112111=, COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL ' ',:' v,1 1: ‘r c t 1111111111111111 SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, gf ,,. 62183 Prepared Under The Supervision Of : PREPARED IN THE OFFICE OF MAOOLE AND ASSOCIATES, INC. STORM DRAN MPROVEMENT PLANS. . 10601 CHURCH STREET . STE. 107 OMNI BY: DJ I I SUMMIT AVENUE 1 . RI r4 seml: 1 n DIAL .1,. crviv 0,,y RANCHO CUCAMONGA, CA R1730 BEFO THE CIT - RE I)rnwAgsvcrEIM Y ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO . E'P' 9 7 PHONE (E-L 948-1311 DMONED Ire MPSD LINE B - PHASE I DAe YOU BRING THEM INTO CONFORMANCE WITH CONDITIONS AND TOLL FREE ' I-BOO-227-2600 1 1 ‘,.'• LP/ATS saL,sEvAntE pAD TO WO BEECH AMITE MAR. 2002 • R. C.E. 51152 DATE • • ORA1194 Ku y @ e°r CAT-V gek.ret-e- Dale : k.13.01- CHEMED sr 41'P I El, i a t z I i e . c. e RCE WI P. A PUBLIC suzvia BY UNDERGROUND SERVICE ALERT • STANDARDS IN EFFECT. EX'■ 0 las ms Aio 4 3210 8 - • • • - , • . JA552-14521stornklsd.ph1-3.dva 06/13/2002 09:4909 t '---- - --