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Home My WebLink AboutAppendix G-2_PHydrology 220 S. Pacific Coast Highway, Ste. 222, Redondo Beach, CA 90277 • 310-605-6657 Plotnik & Associates PRELIMINARY HYDROLOGY REPORT FOR FONTANA BUSINESS CENTER 3 JUNIPER AVENUE FONTANA, CA 92337 APN : 0255-101-24-0-000, 0255-101-30-0-000 DATED: 9/18/23 OWNER: Chase Partners 6444 San Fernando Rd. #3944 Glendale, CA 91221 (310) 689-7600 chasepartners@yahoo.com 220 S. Pacific Coast Highway, Ste. 222, Redondo Beach, CA 90277 • 310-605-6657 INTRODUCTION The purpose of this study is to determine the impact of the proposed development upon the existing storm drainage system. SITE CHARACTERISTICS The project proposes to construct a 33,855 s.f. industrial building and associated landscaping and parking on a 1.59 acre site. The site lies on the east side of Juniper Avenue, approximately 530 feet south of Santa Ana Avenue. The site is bounded on the north by the U.S. Post Office, on the east by Home Depot. The parcel to the south is currently being developed. The site is currently vacant with no improvements. The site sheet flows from the east towards the southwest to Juniper Avenue. There is approximately 6’ of vertical drop from the northeast corner to the southwest corner. The site lies within soil Hydrologic Soils Group (HSG) Type A as shown in the City of Fontana WQMP handbook. See Exhibit A for Hydrologic Soil Group Map. The site lies within flood zone X (not in a special flood zone) per community panel no. 06071C8665H dated August 28, 2008. See FIRMette map attached. The site does not lie within the 100 year, 200 year or 500 year flood plan as shown on the latest California Department of Water Resources Floodplain Mapping. See map attached. There are no offsite sources of run on to the site. The proposed development will direct all runoff from the site to Juniper Avenue. The site has been broken up into two proposed drainage areas. Drainage area DMA 1 consists primarily of landscaping and will be self-treating using natural infiltration. Drainage from area DMA 2 will be directed to an underground LID infiltration chamber system below the pavement in the east truck area. Once the LID chambers are full, the excess runoff will overtop a manhole weir and be directed to a pump system which discharges at the existing storm drain lateral in Juniper Avenue. Total site impervious percentage is 85%. There will be no off-site run-on impacts. Infiltration will be used for water quality purposes and detailed in the WQMP. Infiltration rates for the site are on the order of 0.7 to 12.5 inches per hour as shown on the soils report attached. ANALYSIS The San Bernardino County Rational method was used to determine the times of concentration for each analysis. The San Bernardino County Rational Method calculations were performed to determine the existing and proposed runoff from 10, 25 and 100 year rain events. The summary of results is as follows. 220 S. Pacific Coast Highway, Ste. 222, Redondo Beach, CA 90277 • 310-605-6657 RATIONAL METHOD ANALYSIS SUMMARY Q PEAK (CFS) Q10 EXISTING 2.23 Q10 PROPOSED DMA1 0.31 Q10 PROPOSED DMA2 4.91 Q10 PROPOSED TOTALS 5.22 Δ 2.99 Q25 EXISTING 3.57 Q25 PROPOSED DMA1 0.38 Q25 PROPOSED DMA2 6.17 Q25 PROPOSED TOTALS 6.55 Δ 2.98 Q100 EXISTING 4.60 Q100 PROPOSED DMA1 0.51 Q100 PROPOSED DMA2 8.20 Q100 PROPOSED TOTALS 8.71 Δ 4.11 According to the approved storm drain plan for the existing system in Juniper Avenue (Line F-3), the allowable discharge from the site is 5.40 cfs. Use the Unit Hydrograph program to generate the hydrograph from Area DMA 2 for the 100 year event. Assume DMA 1 flows directly offsite. The allowable maximum discharge from DMA 2 will be 5.40 cfs – 0.51 cfs or 4.89 cfs. From the unit hydrograph results, the outflow from DMA 2 exceeds 4.89 cfs between minutes 16+05 and 16+15. The corresponding volume difference between these times is approximately 0.06 Ac.-ft. or 2,614 c.f. The storge volume of the proposed chambers is 6,444 c.f. (per LID requirements) which is larger than the anticipated volume due to the increase in flow due to the developed condition. CONCLUSION Since the proposed retention volume is larger than the anticipated volume resulting from the increase in flow due to the developed condition and downstream storm drain systems were sized for this site being fully developed, there is no significant impact to the downstream storm drainage system. VICINITY MAP SITE City of Fontana WQMP Handbook August 2021 - 6 - Figure 2-1 Hydrologic Soil Group City of Fontana WQMP Handbook August 2021 - 7 - Figure 2-2 HCOC Exempt Areas NOAA Atlas 14, Volume 6, Version 2 Location name: Fontana, California, USA* Latitude: 34.0616°, Longitude: -117.444° Elevation: 1077.42 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.107 (0.089-0.129) 0.139 (0.116-0.169) 0.184 (0.153-0.224) 0.221 (0.182-0.272) 0.275 (0.218-0.349) 0.318 (0.247-0.413) 0.363 (0.276-0.484) 0.412 (0.304-0.565) 0.482 (0.340-0.690) 0.539 (0.367-0.799) 10-min 0.153 (0.128-0.186) 0.200 (0.166-0.242) 0.263 (0.219-0.321) 0.317 (0.261-0.390) 0.394 (0.313-0.500) 0.456 (0.354-0.591) 0.521 (0.395-0.693) 0.591 (0.435-0.810) 0.691 (0.487-0.988) 0.773 (0.526-1.15) 15-min 0.185 (0.154-0.224) 0.242 (0.201-0.293) 0.319 (0.264-0.388) 0.384 (0.316-0.471) 0.476 (0.379-0.605) 0.551 (0.429-0.715) 0.630 (0.478-0.839) 0.714 (0.526-0.979) 0.835 (0.590-1.20) 0.934 (0.636-1.39) 30-min 0.277 (0.231-0.336) 0.362 (0.301-0.439) 0.477 (0.396-0.580) 0.574 (0.473-0.705) 0.713 (0.567-0.906) 0.824 (0.641-1.07) 0.942 (0.715-1.25) 1.07 (0.788-1.47) 1.25 (0.882-1.79) 1.40 (0.953-2.07) 60-min 0.406 (0.339-0.492) 0.530 (0.441-0.643) 0.699 (0.580-0.850) 0.842 (0.693-1.03) 1.05 (0.831-1.33) 1.21 (0.940-1.57) 1.38 (1.05-1.84) 1.57 (1.16-2.15) 1.83 (1.29-2.62) 2.05 (1.40-3.04) 2-hr 0.604 (0.504-0.732) 0.780 (0.649-0.946) 1.01 (0.842-1.23) 1.21 (0.994-1.48) 1.48 (1.17-1.88) 1.69 (1.31-2.19) 1.91 (1.45-2.54) 2.14 (1.58-2.93) 2.46 (1.74-3.52) 2.72 (1.85-4.03) 3-hr 0.765 (0.638-0.928) 0.984 (0.819-1.19) 1.27 (1.06-1.55) 1.51 (1.24-1.85) 1.83 (1.46-2.33) 2.09 (1.62-2.71) 2.34 (1.78-3.12) 2.61 (1.93-3.58) 2.98 (2.11-4.27) 3.28 (2.23-4.86) 6-hr 1.09 (0.908-1.32) 1.40 (1.17-1.70) 1.80 (1.50-2.19) 2.13 (1.75-2.61) 2.57 (2.04-3.26) 2.90 (2.26-3.77) 3.24 (2.46-4.32) 3.59 (2.64-4.92) 4.06 (2.86-5.81) 4.42 (3.01-6.56) 12-hr 1.44 (1.20-1.75) 1.87 (1.56-2.27) 2.41 (2.00-2.94) 2.85 (2.34-3.49) 3.42 (2.72-4.35) 3.85 (3.00-5.00) 4.28 (3.25-5.70) 4.72 (3.47-6.46) 5.29 (3.74-7.58) 5.73 (3.91-8.50) 24-hr 1.94 (1.72-2.23) 2.55 (2.25-2.94) 3.32 (2.93-3.84) 3.93 (3.44-4.58) 4.73 (4.00-5.70) 5.33 (4.42-6.55) 5.91 (4.79-7.45) 6.51 (5.13-8.43) 7.29 (5.51-9.83) 7.88 (5.76-11.0) 2-day 2.34 (2.07-2.70) 3.14 (2.78-3.63) 4.17 (3.67-4.82) 4.98 (4.36-5.81) 6.07 (5.14-7.31) 6.88 (5.71-8.46) 7.69 (6.23-9.69) 8.52 (6.71-11.0) 9.61 (7.27-13.0) 10.4 (7.64-14.6) 3-day 2.52 (2.23-2.91) 3.44 (3.04-3.97) 4.63 (4.08-5.36) 5.59 (4.89-6.52) 6.87 (5.82-8.28) 7.85 (6.51-9.65) 8.83 (7.15-11.1) 9.83 (7.75-12.7) 11.2 (8.46-15.1) 12.2 (8.94-17.0) 4-day 2.71 (2.40-3.13) 3.74 (3.31-4.32) 5.08 (4.48-5.88) 6.16 (5.39-7.19) 7.63 (6.46-9.19) 8.75 (7.26-10.8) 9.89 (8.01-12.5) 11.1 (8.71-14.3) 12.6 (9.55-17.0) 13.8 (10.1-19.3) 7-day 3.09 (2.74-3.56) 4.33 (3.83-5.00) 5.96 (5.25-6.89) 7.29 (6.37-8.50) 9.10 (7.71-11.0) 10.5 (8.71-12.9) 11.9 (9.67-15.0) 13.4 (10.6-17.4) 15.4 (11.7-20.8) 17.0 (12.4-23.7) 10-day 3.35 (2.96-3.86) 4.73 (4.18-5.46) 6.56 (5.79-7.59) 8.07 (7.06-9.41) 10.1 (8.58-12.2) 11.7 (9.74-14.4) 13.4 (10.8-16.9) 15.1 (11.9-19.6) 17.5 (13.2-23.6) 19.3 (14.1-27.0) 20-day 4.01 (3.55-4.63) 5.74 (5.07-6.62) 8.05 (7.10-9.32) 9.99 (8.74-11.6) 12.7 (10.7-15.3) 14.8 (12.3-18.2) 17.1 (13.8-21.5) 19.4 (15.3-25.1) 22.7 (17.2-30.6) 25.4 (18.6-35.4) 30-day 4.74 (4.19-5.46) 6.76 (5.98-7.81) 9.52 (8.40-11.0) 11.9 (10.4-13.8) 15.1 (12.8-18.2) 17.8 (14.8-21.9) 20.6 (16.7-25.9) 23.5 (18.5-30.5) 27.7 (21.0-37.4) 31.2 (22.8-43.5) 45-day 5.63 (4.98-6.49) 7.95 (7.03-9.18) 11.1 (9.83-12.9) 13.9 (12.1-16.2) 17.8 (15.1-21.4) 21.0 (17.4-25.8) 24.4 (19.7-30.7) 28.0 (22.1-36.3) 33.3 (25.2-44.9) 37.6 (27.5-52.4) 60-day 6.63 (5.87-7.64) 9.22 (8.15-10.6) 12.8 (11.3-14.8) 15.9 (13.9-18.6) 20.4 (17.3-24.6) 24.1 (20.0-29.7) 28.1 (22.7-35.4) 32.4 (25.5-42.0) 38.7 (29.3-52.2) 43.9 (32.1-61.3) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 07/08/23 ------------------------------------------------------------------------ Program License Serial Number 4093 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 0.842 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.000 to Point/Station 350.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subareaDecimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 1058.000(Ft.) Bottom (of initial area) elevation = 1052.800(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.01486 s(%)= 1.49 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.688 min. Rainfall intensity = 2.139(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.657 Subarea runoff = 2.233(CFS) Total initial stream area = 1.590(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) End of computations, Total Study Area = 1.59 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 EXISTING - Q10 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 07/08/23 ------------------------------------------------------------------------ Program License Serial Number 4093 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.210 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.000 to Point/Station 350.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subareaDecimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 1058.000(Ft.) Bottom (of initial area) elevation = 1052.800(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.01486 s(%)= 1.49 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.688 min. Rainfall intensity = 3.074(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.731 Subarea runoff = 3.571(CFS) Total initial stream area = 1.590(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) End of computations, Total Study Area = 1.59 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 EXISTING - Q25 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 07/08/23 ------------------------------------------------------------------------ Program License Serial Number 4093 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.380 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.000 to Point/Station 350.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subareaDecimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Adjusted SCS curve number for AMC 3 = 84.60 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.290(In/Hr) Initial subarea data: Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 1058.000(Ft.) Bottom (of initial area) elevation = 1052.800(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.01486 s(%)= 1.49 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.688 min. Rainfall intensity = 3.505(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.826 Subarea runoff = 4.601(CFS) Total initial stream area = 1.590(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.290(In/Hr) End of computations, Total Study Area = 1.59 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 EXISTING - Q100 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 07/08/23 ------------------------------------------------------------------------ Program License Serial Number 4093 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 0.842 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.000 to Point/Station 140.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea typeDecimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 140.000(Ft.) Top (of initial area) elevation = 1053.300(Ft.) Bottom (of initial area) elevation = 1052.000(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00929 s(%)= 0.93 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.595 min. Rainfall intensity = 3.496(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 0.306(CFS) Total initial stream area = 0.100(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) End of computations, Total Study Area = 0.10 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 DMA 1 - Q10 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 07/08/23 ------------------------------------------------------------------------ Program License Serial Number 4093 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.050 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.000 to Point/Station 140.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea typeDecimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 140.000(Ft.) Top (of initial area) elevation = 1053.300(Ft.) Bottom (of initial area) elevation = 1052.000(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00929 s(%)= 0.93 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.595 min. Rainfall intensity = 4.359(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 0.384(CFS) Total initial stream area = 0.100(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) End of computations, Total Study Area = 0.10 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 DMA 1 - Q25 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 07/08/23 ------------------------------------------------------------------------ Program License Serial Number 4093 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.380 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.000 to Point/Station 140.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea typeDecimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 140.000(Ft.) Top (of initial area) elevation = 1053.300(Ft.) Bottom (of initial area) elevation = 1052.000(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00929 s(%)= 0.93 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.595 min. Rainfall intensity = 5.729(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.888 Subarea runoff = 0.509(CFS) Total initial stream area = 0.100(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) End of computations, Total Study Area = 0.10 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 DMA 1 - Q100 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 07/10/23 ------------------------------------------------------------------------ Program License Serial Number 4093 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 0.842 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea typeDecimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 130.000(Ft.) Top (of initial area) elevation = 1056.000(Ft.) Bottom (of initial area) elevation = 1053.400(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.02000 s(%)= 2.00 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 4.658 min. Rainfall intensity = 3.902(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.877 Subarea runoff = 1.301(CFS) Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1053.400(Ft.) Downstream point/station elevation = 1048.800(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 1.301(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 1.301(CFS) Normal flow depth in pipe = 1.73(In.) Flow top width inside pipe = 2.96(In.) Critical depth could not be calculated. DMA 2 - Q10 Pipe flow velocity = 44.27(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 4.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 4.66 min. Rainfall intensity = 3.902(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877 Subarea runoff = 0.411(CFS) for 0.120(Ac.) Total runoff = 1.712(CFS) Effective area this stream = 0.50(Ac.) Total Study Area (Main Stream No. 1) = 0.50(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1048.800(Ft.) Downstream point/station elevation = 1048.600(Ft.) Pipe length = 22.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 1.712(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.712(CFS) Normal flow depth in pipe = 5.75(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 6.68(In.) Pipe flow velocity = 4.60(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 4.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 4.74 min. Rainfall intensity = 3.862(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877 Subarea runoff = 1.405(CFS) for 0.420(Ac.) Total runoff = 3.117(CFS) Effective area this stream = 0.92(Ac.) Total Study Area (Main Stream No. 1) = 0.92(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1048.600(Ft.) Downstream point/station elevation = 1047.900(Ft.) Pipe length = 70.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 3.117(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.117(CFS) Normal flow depth in pipe = 8.18(In.) Flow top width inside pipe = 11.18(In.) Critical Depth = 9.08(In.) Pipe flow velocity = 5.47(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 4.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 4.95 min. Rainfall intensity = 3.761(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877 Subarea runoff = 1.796(CFS) for 0.570(Ac.) Total runoff = 4.913(CFS) Effective area this stream = 1.49(Ac.) Total Study Area (Main Stream No. 1) = 1.49(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1047.900(Ft.) Downstream point/station elevation = 1040.520(Ft.) Pipe length = 444.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 4.913(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.913(CFS) Normal flow depth in pipe = 9.70(In.) Flow top width inside pipe = 9.44(In.) Critical Depth = 10.94(In.) Pipe flow velocity = 7.22(Ft/s) Travel time through pipe = 1.02 min. Time of concentration (TC) = 5.98 min. End of computations, Total Study Area = 1.49 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 07/10/23 ------------------------------------------------------------------------ Program License Serial Number 4093 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.050 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea typeDecimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 130.000(Ft.) Top (of initial area) elevation = 1056.000(Ft.) Bottom (of initial area) elevation = 1053.400(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.02000 s(%)= 2.00 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 4.658 min. Rainfall intensity = 4.866(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.882 Subarea runoff = 1.631(CFS) Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1053.400(Ft.) Downstream point/station elevation = 1048.800(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 1.631(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 1.631(CFS) Normal flow depth in pipe = 2.02(In.) Flow top width inside pipe = 2.81(In.) Critical depth could not be calculated. Pipe flow velocity = 46.42(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 4.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ DMA 2 - Q25 Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 4.66 min. Rainfall intensity = 4.865(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.882 Subarea runoff = 0.515(CFS) for 0.120(Ac.) Total runoff = 2.145(CFS) Effective area this stream = 0.50(Ac.) Total Study Area (Main Stream No. 1) = 0.50(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1048.800(Ft.) Downstream point/station elevation = 1048.600(Ft.) Pipe length = 22.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 2.145(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.145(CFS) Normal flow depth in pipe = 6.58(In.) Flow top width inside pipe = 11.94(In.) Critical Depth = 7.51(In.) Pipe flow velocity = 4.86(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 4.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 4.73 min. Rainfall intensity = 4.819(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.882 Subarea runoff = 1.764(CFS) for 0.420(Ac.) Total runoff = 3.909(CFS) Effective area this stream = 0.92(Ac.) Total Study Area (Main Stream No. 1) = 0.92(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1048.600(Ft.) Downstream point/station elevation = 1047.900(Ft.) Pipe length = 70.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 3.909(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.909(CFS) Normal flow depth in pipe = 8.02(In.) Flow top width inside pipe = 14.96(In.) Critical Depth = 9.60(In.) Pipe flow velocity = 5.86(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 4.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 4.93 min. Rainfall intensity = 4.701(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.881 Subarea runoff = 2.264(CFS) for 0.570(Ac.) Total runoff = 6.173(CFS) Effective area this stream = 1.49(Ac.) Total Study Area (Main Stream No. 1) = 1.49(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1047.900(Ft.) Downstream point/station elevation = 1040.520(Ft.) Pipe length = 444.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 6.173(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.173(CFS) Normal flow depth in pipe = 9.11(In.) Flow top width inside pipe = 14.65(In.) Critical Depth = 12.04(In.) Pipe flow velocity = 7.92(Ft/s) Travel time through pipe = 0.93 min. Time of concentration (TC) = 5.87 min. End of computations, Total Study Area = 1.49 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 07/10/23 ------------------------------------------------------------------------ Program License Serial Number 4093 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.380 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea typeDecimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 130.000(Ft.) Top (of initial area) elevation = 1056.000(Ft.) Bottom (of initial area) elevation = 1053.400(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.02000 s(%)= 2.00 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 4.658 min. Rainfall intensity = 6.395(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.889 Subarea runoff = 2.160(CFS) Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1053.400(Ft.) Downstream point/station elevation = 1048.800(Ft.) Pipe length = 1.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 2.160(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 2.160(CFS) Normal flow depth in pipe = 1.65(In.) Flow top width inside pipe = 5.36(In.) Critical depth could not be calculated. Pipe flow velocity = 49.13(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 4.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ DMA 2 - Q100 Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 4.66 min. Rainfall intensity = 6.394(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.889 Subarea runoff = 0.682(CFS) for 0.120(Ac.) Total runoff = 2.842(CFS) Effective area this stream = 0.50(Ac.) Total Study Area (Main Stream No. 1) = 0.50(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1048.800(Ft.) Downstream point/station elevation = 1048.600(Ft.) Pipe length = 22.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 2.842(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.842(CFS) Normal flow depth in pipe = 7.91(In.) Flow top width inside pipe = 11.38(In.) Critical Depth = 8.67(In.) Pipe flow velocity = 5.17(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 4.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 4.73 min. Rainfall intensity = 6.337(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.889 Subarea runoff = 2.340(CFS) for 0.420(Ac.) Total runoff = 5.182(CFS) Effective area this stream = 0.92(Ac.) Total Study Area (Main Stream No. 1) = 0.92(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1048.600(Ft.) Downstream point/station elevation = 1047.900(Ft.) Pipe length = 70.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 5.182(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.182(CFS) Normal flow depth in pipe = 9.61(In.) Flow top width inside pipe = 14.39(In.) Critical Depth = 11.07(In.) Pipe flow velocity = 6.24(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 4.92 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 4.92 min. Rainfall intensity = 6.191(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.889 Subarea runoff = 3.015(CFS) for 0.570(Ac.) Total runoff = 8.197(CFS) Effective area this stream = 1.49(Ac.) Total Study Area (Main Stream No. 1) = 1.49(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1047.900(Ft.) Downstream point/station elevation = 1040.520(Ft.) Pipe length = 444.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 8.197(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 8.197(CFS) Normal flow depth in pipe = 11.21(In.) Flow top width inside pipe = 13.03(In.) Critical Depth = 13.49(In.) Pipe flow velocity = 8.33(Ft/s) Travel time through pipe = 0.89 min. Time of concentration (TC) = 5.80 min. End of computations, Total Study Area = 1.49 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 12/03/22 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 4093 --------------------------------------------------------------------- -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub-Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 100 1.49 1 1.38 -------------------------------------------------------------------- Rainfall data for year 100 1.49 6 3.24 -------------------------------------------------------------------- Rainfall data for year 100 1.49 24 5.91 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 52.0 1.49 1.000 0.785 0.100 0.079 Area-averaged adjusted loss rate Fm (In/Hr) = 0.079 ********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 0.15 0.100 32.0 52.0 9.23 0.210 1.34 0.900 98.0 98.0 0.20 0.960 Area-averaged catchment yield fraction, Y = 0.885 Area-averaged low loss fraction, Yb = 0.115 User entry of time of concentration = 0.080 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 1.49(Ac.) Catchment Lag time = 0.064 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 130.2083 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.079(In/Hr) Average low loss rate fraction (Yb) = 0.115 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.511(In) Computed peak 30-minute rainfall = 1.046(In) Specified peak 1-hour rainfall = 1.380(In) Computed peak 3-hour rainfall = 2.329(In) Specified peak 6-hour rainfall = 3.240(In) Specified peak 24-hour rainfall = 5.910(In) Rainfall depth area reduction factors: Using a total area of 1.49(Ac.) (Ref: fig. E-4) 5-minute factor = 1.000 Adjusted rainfall = 0.511(In) 30-minute factor = 1.000 Adjusted rainfall = 1.046(In) 1-hour factor = 1.000 Adjusted rainfall = 1.380(In) 3-hour factor = 1.000 Adjusted rainfall = 2.329(In) 6-hour factor = 1.000 Adjusted rainfall = 3.240(In) 24-hour factor = 1.000 Adjusted rainfall = 5.910(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 18.02 (CFS)) 1 27.757 5.002 2 91.522 11.490 3 100.000 1.528 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.5107 0.5107 2 0.6739 0.1632 3 0.7925 0.1187 4 0.8892 0.0967 5 0.9722 0.0830 6 1.0458 0.0736 7 1.1123 0.0665 8 1.1733 0.0610 9 1.2299 0.0566 10 1.2829 0.0529 11 1.3327 0.0499 12 1.3799 0.0472 13 1.4335 0.0536 14 1.4851 0.0515 15 1.5347 0.0496 16 1.5826 0.0479 17 1.6290 0.0464 18 1.6739 0.0450 19 1.7176 0.0437 20 1.7601 0.0425 21 1.8015 0.0414 22 1.8419 0.0404 23 1.8813 0.0394 24 1.9198 0.0385 25 1.9575 0.0377 26 1.9944 0.0369 27 2.0306 0.0362 28 2.0661 0.0355 29 2.1009 0.0348 30 2.1351 0.0342 31 2.1688 0.0336 32 2.2018 0.0331 33 2.2343 0.0325 34 2.2663 0.0320 35 2.2978 0.0315 36 2.3289 0.0310 37 2.3595 0.0306 38 2.3896 0.0302 39 2.4194 0.0298 40 2.4488 0.0294 41 2.4777 0.0290 42 2.5063 0.0286 43 2.5346 0.0283 44 2.5625 0.0279 45 2.5901 0.0276 46 2.6173 0.0273 47 2.6443 0.0270 48 2.6709 0.0267 49 2.6973 0.0264 50 2.7234 0.0261 51 2.7492 0.0258 52 2.7747 0.0255 53 2.8000 0.0253 54 2.8251 0.0250 55 2.8499 0.0248 56 2.8744 0.0246 57 2.8988 0.0243 58 2.9229 0.0241 59 2.9468 0.0239 60 2.9705 0.0237 61 2.9940 0.0235 62 3.0172 0.0233 63 3.0403 0.0231 64 3.0632 0.0229 65 3.0859 0.0227 66 3.1084 0.0225 67 3.1308 0.0223 68 3.1530 0.0222 69 3.1750 0.0220 70 3.1968 0.0218 71 3.2185 0.0217 72 3.2400 0.0215 73 3.2594 0.0194 74 3.2787 0.0193 75 3.2978 0.0191 76 3.3168 0.0190 77 3.3357 0.0189 78 3.3544 0.0187 79 3.3730 0.0186 80 3.3914 0.0184 81 3.4097 0.0183 82 3.4279 0.0182 83 3.4460 0.0181 84 3.4639 0.0179 85 3.4818 0.0178 86 3.4995 0.0177 87 3.5170 0.0176 88 3.5345 0.0175 89 3.5519 0.0174 90 3.5691 0.0172 91 3.5863 0.0171 92 3.6033 0.0170 93 3.6202 0.0169 94 3.6371 0.0168 95 3.6538 0.0167 96 3.6704 0.0166 97 3.6869 0.0165 98 3.7034 0.0164 99 3.7197 0.0163 100 3.7360 0.0162 101 3.7521 0.0162 102 3.7682 0.0161 103 3.7841 0.0160 104 3.8000 0.0159 105 3.8158 0.0158 106 3.8315 0.0157 107 3.8472 0.0156 108 3.8627 0.0155 109 3.8782 0.0155 110 3.8936 0.0154 111 3.9089 0.0153 112 3.9241 0.0152 113 3.9393 0.0152 114 3.9543 0.0151 115 3.9693 0.0150 116 3.9843 0.0149 117 3.9991 0.0149 118 4.0139 0.0148 119 4.0286 0.0147 120 4.0433 0.0146 121 4.0578 0.0146 122 4.0724 0.0145 123 4.0868 0.0144 124 4.1012 0.0144 125 4.1155 0.0143 126 4.1297 0.0142 127 4.1439 0.0142 128 4.1580 0.0141 129 4.1721 0.0141 130 4.1861 0.0140 131 4.2000 0.0139 132 4.2139 0.0139 133 4.2277 0.0138 134 4.2414 0.0138 135 4.2551 0.0137 136 4.2688 0.0136 137 4.2823 0.0136 138 4.2959 0.0135 139 4.3093 0.0135 140 4.3228 0.0134 141 4.3361 0.0134 142 4.3494 0.0133 143 4.3627 0.0133 144 4.3759 0.0132 145 4.3890 0.0131 146 4.4021 0.0131 147 4.4152 0.0130 148 4.4282 0.0130 149 4.4411 0.0129 150 4.4540 0.0129 151 4.4669 0.0129 152 4.4797 0.0128 153 4.4924 0.0128 154 4.5051 0.0127 155 4.5178 0.0127 156 4.5304 0.0126 157 4.5430 0.0126 158 4.5555 0.0125 159 4.5680 0.0125 160 4.5804 0.0124 161 4.5928 0.0124 162 4.6051 0.0123 163 4.6175 0.0123 164 4.6297 0.0123 165 4.6419 0.0122 166 4.6541 0.0122 167 4.6662 0.0121 168 4.6783 0.0121 169 4.6904 0.0121 170 4.7024 0.0120 171 4.7144 0.0120 172 4.7263 0.0119 173 4.7382 0.0119 174 4.7501 0.0119 175 4.7619 0.0118 176 4.7737 0.0118 177 4.7854 0.0117 178 4.7971 0.0117 179 4.8088 0.0117 180 4.8204 0.0116 181 4.8320 0.0116 182 4.8436 0.0116 183 4.8551 0.0115 184 4.8666 0.0115 185 4.8780 0.0115 186 4.8894 0.0114 187 4.9008 0.0114 188 4.9122 0.0113 189 4.9235 0.0113 190 4.9347 0.0113 191 4.9460 0.0112 192 4.9572 0.0112 193 4.9684 0.0112 194 4.9795 0.0111 195 4.9906 0.0111 196 5.0017 0.0111 197 5.0128 0.0110 198 5.0238 0.0110 199 5.0348 0.0110 200 5.0457 0.0110 201 5.0566 0.0109 202 5.0675 0.0109 203 5.0784 0.0109 204 5.0892 0.0108 205 5.1000 0.0108 206 5.1108 0.0108 207 5.1215 0.0107 208 5.1323 0.0107 209 5.1429 0.0107 210 5.1536 0.0107 211 5.1642 0.0106 212 5.1748 0.0106 213 5.1854 0.0106 214 5.1959 0.0105 215 5.2064 0.0105 216 5.2169 0.0105 217 5.2274 0.0105 218 5.2378 0.0104 219 5.2482 0.0104 220 5.2586 0.0104 221 5.2690 0.0104 222 5.2793 0.0103 223 5.2896 0.0103 224 5.2998 0.0103 225 5.3101 0.0102 226 5.3203 0.0102 227 5.3305 0.0102 228 5.3407 0.0102 229 5.3508 0.0101 230 5.3609 0.0101 231 5.3710 0.0101 232 5.3811 0.0101 233 5.3911 0.0100 234 5.4012 0.0100 235 5.4112 0.0100 236 5.4211 0.0100 237 5.4311 0.0099 238 5.4410 0.0099 239 5.4509 0.0099 240 5.4608 0.0099 241 5.4706 0.0099 242 5.4805 0.0098 243 5.4903 0.0098 244 5.5001 0.0098 245 5.5098 0.0098 246 5.5196 0.0097 247 5.5293 0.0097 248 5.5390 0.0097 249 5.5486 0.0097 250 5.5583 0.0097 251 5.5679 0.0096 252 5.5775 0.0096 253 5.5871 0.0096 254 5.5967 0.0096 255 5.6062 0.0095 256 5.6157 0.0095 257 5.6253 0.0095 258 5.6347 0.0095 259 5.6442 0.0095 260 5.6536 0.0094 261 5.6630 0.0094 262 5.6724 0.0094 263 5.6818 0.0094 264 5.6912 0.0094 265 5.7005 0.0093 266 5.7098 0.0093 267 5.7191 0.0093 268 5.7284 0.0093 269 5.7377 0.0093 270 5.7469 0.0092 271 5.7561 0.0092 272 5.7653 0.0092 273 5.7745 0.0092 274 5.7837 0.0092 275 5.7928 0.0091 276 5.8019 0.0091 277 5.8110 0.0091 278 5.8201 0.0091 279 5.8292 0.0091 280 5.8382 0.0090 281 5.8473 0.0090 282 5.8563 0.0090 283 5.8653 0.0090 284 5.8743 0.0090 285 5.8832 0.0090 286 5.8922 0.0089 287 5.9011 0.0089 288 5.9100 0.0089 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil-Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0089 0.0010 0.0079 2 0.0089 0.0010 0.0079 3 0.0090 0.0010 0.0079 4 0.0090 0.0010 0.0079 5 0.0090 0.0010 0.0080 6 0.0090 0.0010 0.0080 7 0.0091 0.0010 0.0080 8 0.0091 0.0010 0.0080 9 0.0091 0.0011 0.0081 10 0.0091 0.0011 0.0081 11 0.0092 0.0011 0.0081 12 0.0092 0.0011 0.0081 13 0.0092 0.0011 0.0082 14 0.0093 0.0011 0.0082 15 0.0093 0.0011 0.0082 16 0.0093 0.0011 0.0082 17 0.0094 0.0011 0.0083 18 0.0094 0.0011 0.0083 19 0.0094 0.0011 0.0083 20 0.0094 0.0011 0.0084 21 0.0095 0.0011 0.0084 22 0.0095 0.0011 0.0084 23 0.0095 0.0011 0.0084 24 0.0096 0.0011 0.0085 25 0.0096 0.0011 0.0085 26 0.0096 0.0011 0.0085 27 0.0097 0.0011 0.0086 28 0.0097 0.0011 0.0086 29 0.0097 0.0011 0.0086 30 0.0098 0.0011 0.0086 31 0.0098 0.0011 0.0087 32 0.0098 0.0011 0.0087 33 0.0099 0.0011 0.0087 34 0.0099 0.0011 0.0088 35 0.0099 0.0011 0.0088 36 0.0100 0.0011 0.0088 37 0.0100 0.0012 0.0089 38 0.0100 0.0012 0.0089 39 0.0101 0.0012 0.0089 40 0.0101 0.0012 0.0090 41 0.0102 0.0012 0.0090 42 0.0102 0.0012 0.0090 43 0.0102 0.0012 0.0091 44 0.0103 0.0012 0.0091 45 0.0103 0.0012 0.0091 46 0.0104 0.0012 0.0092 47 0.0104 0.0012 0.0092 48 0.0104 0.0012 0.0092 49 0.0105 0.0012 0.0093 50 0.0105 0.0012 0.0093 51 0.0106 0.0012 0.0094 52 0.0106 0.0012 0.0094 53 0.0107 0.0012 0.0094 54 0.0107 0.0012 0.0095 55 0.0107 0.0012 0.0095 56 0.0108 0.0012 0.0095 57 0.0108 0.0012 0.0096 58 0.0109 0.0013 0.0096 59 0.0109 0.0013 0.0097 60 0.0110 0.0013 0.0097 61 0.0110 0.0013 0.0097 62 0.0110 0.0013 0.0098 63 0.0111 0.0013 0.0098 64 0.0111 0.0013 0.0099 65 0.0112 0.0013 0.0099 66 0.0112 0.0013 0.0099 67 0.0113 0.0013 0.0100 68 0.0113 0.0013 0.0100 69 0.0114 0.0013 0.0101 70 0.0115 0.0013 0.0101 71 0.0115 0.0013 0.0102 72 0.0116 0.0013 0.0102 73 0.0116 0.0013 0.0103 74 0.0117 0.0013 0.0103 75 0.0117 0.0014 0.0104 76 0.0118 0.0014 0.0104 77 0.0119 0.0014 0.0105 78 0.0119 0.0014 0.0105 79 0.0120 0.0014 0.0106 80 0.0120 0.0014 0.0106 81 0.0121 0.0014 0.0107 82 0.0121 0.0014 0.0107 83 0.0122 0.0014 0.0108 84 0.0123 0.0014 0.0108 85 0.0123 0.0014 0.0109 86 0.0124 0.0014 0.0110 87 0.0125 0.0014 0.0110 88 0.0125 0.0014 0.0111 89 0.0126 0.0015 0.0112 90 0.0127 0.0015 0.0112 91 0.0128 0.0015 0.0113 92 0.0128 0.0015 0.0113 93 0.0129 0.0015 0.0114 94 0.0129 0.0015 0.0115 95 0.0130 0.0015 0.0115 96 0.0131 0.0015 0.0116 97 0.0132 0.0015 0.0117 98 0.0133 0.0015 0.0117 99 0.0134 0.0015 0.0118 100 0.0134 0.0015 0.0119 101 0.0135 0.0016 0.0120 102 0.0136 0.0016 0.0120 103 0.0137 0.0016 0.0121 104 0.0138 0.0016 0.0122 105 0.0139 0.0016 0.0123 106 0.0139 0.0016 0.0123 107 0.0141 0.0016 0.0124 108 0.0141 0.0016 0.0125 109 0.0142 0.0016 0.0126 110 0.0143 0.0016 0.0127 111 0.0144 0.0017 0.0128 112 0.0145 0.0017 0.0128 113 0.0146 0.0017 0.0130 114 0.0147 0.0017 0.0130 115 0.0149 0.0017 0.0131 116 0.0149 0.0017 0.0132 117 0.0151 0.0017 0.0133 118 0.0152 0.0017 0.0134 119 0.0153 0.0018 0.0135 120 0.0154 0.0018 0.0136 121 0.0155 0.0018 0.0138 122 0.0156 0.0018 0.0138 123 0.0158 0.0018 0.0140 124 0.0159 0.0018 0.0141 125 0.0161 0.0019 0.0142 126 0.0162 0.0019 0.0143 127 0.0163 0.0019 0.0145 128 0.0164 0.0019 0.0145 129 0.0166 0.0019 0.0147 130 0.0167 0.0019 0.0148 131 0.0169 0.0020 0.0150 132 0.0170 0.0020 0.0151 133 0.0172 0.0020 0.0153 134 0.0174 0.0020 0.0154 135 0.0176 0.0020 0.0156 136 0.0177 0.0020 0.0157 137 0.0179 0.0021 0.0159 138 0.0181 0.0021 0.0160 139 0.0183 0.0021 0.0162 140 0.0184 0.0021 0.0163 141 0.0187 0.0022 0.0166 142 0.0189 0.0022 0.0167 143 0.0191 0.0022 0.0169 144 0.0193 0.0022 0.0171 145 0.0215 0.0025 0.0190 146 0.0217 0.0025 0.0192 147 0.0220 0.0025 0.0195 148 0.0222 0.0026 0.0196 149 0.0225 0.0026 0.0199 150 0.0227 0.0026 0.0201 151 0.0231 0.0027 0.0204 152 0.0233 0.0027 0.0206 153 0.0237 0.0027 0.0210 154 0.0239 0.0028 0.0211 155 0.0243 0.0028 0.0215 156 0.0246 0.0028 0.0217 157 0.0250 0.0029 0.0222 158 0.0253 0.0029 0.0224 159 0.0258 0.0030 0.0228 160 0.0261 0.0030 0.0231 161 0.0267 0.0031 0.0236 162 0.0270 0.0031 0.0238 163 0.0276 0.0032 0.0244 164 0.0279 0.0032 0.0247 165 0.0286 0.0033 0.0253 166 0.0290 0.0033 0.0256 167 0.0298 0.0034 0.0263 168 0.0302 0.0035 0.0267 169 0.0310 0.0036 0.0275 170 0.0315 0.0036 0.0279 171 0.0325 0.0037 0.0288 172 0.0331 0.0038 0.0292 173 0.0342 0.0039 0.0303 174 0.0348 0.0040 0.0308 175 0.0362 0.0042 0.0320 176 0.0369 0.0043 0.0327 177 0.0385 0.0044 0.0341 178 0.0394 0.0045 0.0349 179 0.0414 0.0048 0.0366 180 0.0425 0.0049 0.0376 181 0.0450 0.0052 0.0398 182 0.0464 0.0053 0.0410 183 0.0496 0.0057 0.0439 184 0.0515 0.0059 0.0456 185 0.0472 0.0054 0.0418 186 0.0499 0.0057 0.0441 187 0.0566 0.0065 0.0501 188 0.0610 0.0065 0.0545 189 0.0736 0.0065 0.0670 190 0.0830 0.0065 0.0765 191 0.1187 0.0065 0.1121 192 0.1632 0.0065 0.1566 193 0.5107 0.0065 0.5042 194 0.0967 0.0065 0.0901 195 0.0665 0.0065 0.0600 196 0.0529 0.0061 0.0468 197 0.0536 0.0062 0.0475 198 0.0479 0.0055 0.0424 199 0.0437 0.0050 0.0386 200 0.0404 0.0047 0.0357 201 0.0377 0.0043 0.0334 202 0.0355 0.0041 0.0314 203 0.0336 0.0039 0.0297 204 0.0320 0.0037 0.0283 205 0.0306 0.0035 0.0271 206 0.0294 0.0034 0.0260 207 0.0283 0.0033 0.0250 208 0.0273 0.0031 0.0241 209 0.0264 0.0030 0.0233 210 0.0255 0.0029 0.0226 211 0.0248 0.0029 0.0219 212 0.0241 0.0028 0.0213 213 0.0235 0.0027 0.0208 214 0.0229 0.0026 0.0203 215 0.0223 0.0026 0.0198 216 0.0218 0.0025 0.0193 217 0.0194 0.0022 0.0172 218 0.0190 0.0022 0.0168 219 0.0186 0.0021 0.0164 220 0.0182 0.0021 0.0161 221 0.0178 0.0021 0.0158 222 0.0175 0.0020 0.0155 223 0.0171 0.0020 0.0152 224 0.0168 0.0019 0.0149 225 0.0165 0.0019 0.0146 226 0.0162 0.0019 0.0144 227 0.0160 0.0018 0.0141 228 0.0157 0.0018 0.0139 229 0.0155 0.0018 0.0137 230 0.0152 0.0018 0.0135 231 0.0150 0.0017 0.0133 232 0.0148 0.0017 0.0131 233 0.0146 0.0017 0.0129 234 0.0144 0.0017 0.0127 235 0.0142 0.0016 0.0125 236 0.0140 0.0016 0.0124 237 0.0138 0.0016 0.0122 238 0.0136 0.0016 0.0121 239 0.0135 0.0016 0.0119 240 0.0133 0.0015 0.0118 241 0.0131 0.0015 0.0116 242 0.0130 0.0015 0.0115 243 0.0129 0.0015 0.0114 244 0.0127 0.0015 0.0112 245 0.0126 0.0014 0.0111 246 0.0124 0.0014 0.0110 247 0.0123 0.0014 0.0109 248 0.0122 0.0014 0.0108 249 0.0121 0.0014 0.0107 250 0.0119 0.0014 0.0106 251 0.0118 0.0014 0.0105 252 0.0117 0.0013 0.0104 253 0.0116 0.0013 0.0103 254 0.0115 0.0013 0.0102 255 0.0114 0.0013 0.0101 256 0.0113 0.0013 0.0100 257 0.0112 0.0013 0.0099 258 0.0111 0.0013 0.0098 259 0.0110 0.0013 0.0097 260 0.0109 0.0013 0.0096 261 0.0108 0.0012 0.0096 262 0.0107 0.0012 0.0095 263 0.0106 0.0012 0.0094 264 0.0105 0.0012 0.0093 265 0.0105 0.0012 0.0093 266 0.0104 0.0012 0.0092 267 0.0103 0.0012 0.0091 268 0.0102 0.0012 0.0090 269 0.0101 0.0012 0.0090 270 0.0101 0.0012 0.0089 271 0.0100 0.0012 0.0088 272 0.0099 0.0011 0.0088 273 0.0099 0.0011 0.0087 274 0.0098 0.0011 0.0087 275 0.0097 0.0011 0.0086 276 0.0097 0.0011 0.0085 277 0.0096 0.0011 0.0085 278 0.0095 0.0011 0.0084 279 0.0095 0.0011 0.0084 280 0.0094 0.0011 0.0083 281 0.0093 0.0011 0.0083 282 0.0093 0.0011 0.0082 283 0.0092 0.0011 0.0082 284 0.0092 0.0011 0.0081 285 0.0091 0.0010 0.0081 286 0.0090 0.0010 0.0080 287 0.0090 0.0010 0.0080 288 0.0089 0.0010 0.0079 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 0.60(In) Total effective rainfall = 5.31(In) Peak flow rate in flood hydrograph = 6.48(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0003 0.04 Q | | | | 0+10 0.0012 0.13 Q | | | | 0+15 0.0021 0.14 Q | | | | 0+20 0.0031 0.14 Q | | | | 0+25 0.0041 0.14 Q | | | | 0+30 0.0051 0.14 Q | | | | 0+35 0.0061 0.14 Q | | | | 0+40 0.0071 0.14 Q | | | | 0+45 0.0081 0.15 Q | | | | 0+50 0.0091 0.15 Q | | | | 0+55 0.0101 0.15 Q | | | | 1+ 0 0.0111 0.15 Q | | | | 1+ 5 0.0121 0.15 Q | | | | 1+10 0.0131 0.15 Q | | | | 1+15 0.0142 0.15 Q | | | | 1+20 0.0152 0.15 Q | | | | 1+25 0.0162 0.15 Q | | | | 1+30 0.0172 0.15 QV | | | | 1+35 0.0183 0.15 QV | | | | 1+40 0.0193 0.15 QV | | | | 1+45 0.0203 0.15 QV | | | | 1+50 0.0214 0.15 QV | | | | 1+55 0.0224 0.15 QV | | | | 2+ 0 0.0235 0.15 QV | | | | 2+ 5 0.0245 0.15 QV | | | | 2+10 0.0256 0.15 QV | | | | 2+15 0.0266 0.15 QV | | | | 2+20 0.0277 0.15 QV | | | | 2+25 0.0288 0.15 QV | | | | 2+30 0.0298 0.16 QV | | | | 2+35 0.0309 0.16 QV | | | | 2+40 0.0320 0.16 QV | | | | 2+45 0.0331 0.16 Q V | | | | 2+50 0.0341 0.16 Q V | | | | 2+55 0.0352 0.16 Q V | | | | 3+ 0 0.0363 0.16 Q V | | | | 3+ 5 0.0374 0.16 Q V | | | | 3+10 0.0385 0.16 Q V | | | | 3+15 0.0396 0.16 Q V | | | | 3+20 0.0407 0.16 Q V | | | | 3+25 0.0418 0.16 Q V | | | | 3+30 0.0430 0.16 Q V | | | | 3+35 0.0441 0.16 Q V | | | | 3+40 0.0452 0.16 Q V | | | | 3+45 0.0463 0.16 Q V | | | | 3+50 0.0475 0.16 Q V | | | | 3+55 0.0486 0.17 Q V | | | | 4+ 0 0.0498 0.17 Q V | | | | 4+ 5 0.0509 0.17 Q V | | | | 4+10 0.0520 0.17 Q V | | | | 4+15 0.0532 0.17 Q V | | | | 4+20 0.0544 0.17 Q V | | | | 4+25 0.0555 0.17 Q V | | | | 4+30 0.0567 0.17 Q V | | | | 4+35 0.0579 0.17 Q V | | | | 4+40 0.0591 0.17 Q V | | | | 4+45 0.0602 0.17 Q V | | | | 4+50 0.0614 0.17 Q V | | | | 4+55 0.0626 0.17 Q V | | | | 5+ 0 0.0638 0.17 Q V | | | | 5+ 5 0.0650 0.17 Q V | | | | 5+10 0.0662 0.18 Q V | | | | 5+15 0.0675 0.18 Q V | | | | 5+20 0.0687 0.18 Q V | | | | 5+25 0.0699 0.18 Q V | | | | 5+30 0.0711 0.18 Q V | | | | 5+35 0.0724 0.18 Q V | | | | 5+40 0.0736 0.18 Q V | | | | 5+45 0.0749 0.18 Q V | | | | 5+50 0.0761 0.18 Q V | | | | 5+55 0.0774 0.18 Q V | | | | 6+ 0 0.0786 0.18 Q V | | | | 6+ 5 0.0799 0.18 Q V | | | | 6+10 0.0812 0.19 Q V | | | | 6+15 0.0825 0.19 Q V | | | | 6+20 0.0838 0.19 Q V | | | | 6+25 0.0851 0.19 Q V | | | | 6+30 0.0864 0.19 Q V | | | | 6+35 0.0877 0.19 Q V | | | | 6+40 0.0890 0.19 Q V | | | | 6+45 0.0903 0.19 Q V | | | | 6+50 0.0916 0.19 Q V | | | | 6+55 0.0930 0.19 Q V | | | | 7+ 0 0.0943 0.19 Q V | | | | 7+ 5 0.0957 0.20 Q V | | | | 7+10 0.0970 0.20 Q V | | | | 7+15 0.0984 0.20 Q V | | | | 7+20 0.0997 0.20 Q V | | | | 7+25 0.1011 0.20 Q V | | | | 7+30 0.1025 0.20 Q V | | | | 7+35 0.1039 0.20 Q V | | | | 7+40 0.1053 0.20 Q V | | | | 7+45 0.1067 0.20 Q V | | | | 7+50 0.1081 0.21 Q V | | | | 7+55 0.1095 0.21 Q V | | | | 8+ 0 0.1110 0.21 Q V | | | | 8+ 5 0.1124 0.21 Q V | | | | 8+10 0.1139 0.21 Q V | | | | 8+15 0.1153 0.21 Q V | | | | 8+20 0.1168 0.21 Q V | | | | 8+25 0.1183 0.21 Q V | | | | 8+30 0.1198 0.22 Q V | | | | 8+35 0.1213 0.22 Q V | | | | 8+40 0.1228 0.22 Q V | | | | 8+45 0.1243 0.22 Q V | | | | 8+50 0.1258 0.22 Q V | | | | 8+55 0.1273 0.22 Q V | | | | 9+ 0 0.1289 0.22 Q V | | | | 9+ 5 0.1304 0.23 Q V | | | | 9+10 0.1320 0.23 Q V | | | | 9+15 0.1336 0.23 Q V | | | | 9+20 0.1352 0.23 Q V | | | | 9+25 0.1367 0.23 Q V | | | | 9+30 0.1384 0.23 Q V | | | | 9+35 0.1400 0.24 Q V | | | | 9+40 0.1416 0.24 Q V | | | | 9+45 0.1433 0.24 Q V | | | | 9+50 0.1449 0.24 Q V | | | | 9+55 0.1466 0.24 Q V | | | | 10+ 0 0.1483 0.24 Q V | | | | 10+ 5 0.1500 0.25 Q V| | | | 10+10 0.1517 0.25 Q V| | | | 10+15 0.1534 0.25 Q V| | | | 10+20 0.1551 0.25 |Q V| | | | 10+25 0.1569 0.25 |Q V| | | | 10+30 0.1586 0.26 |Q V| | | | 10+35 0.1604 0.26 |Q V| | | | 10+40 0.1622 0.26 |Q V| | | | 10+45 0.1640 0.26 |Q V| | | | 10+50 0.1658 0.27 |Q V | | | 10+55 0.1677 0.27 |Q V | | | 11+ 0 0.1695 0.27 |Q V | | | 11+ 5 0.1714 0.27 |Q V | | | 11+10 0.1733 0.28 |Q V | | | 11+15 0.1752 0.28 |Q V | | | 11+20 0.1772 0.28 |Q V | | | 11+25 0.1791 0.28 |Q V | | | 11+30 0.1811 0.29 |Q V | | | 11+35 0.1831 0.29 |Q |V | | | 11+40 0.1851 0.29 |Q |V | | | 11+45 0.1871 0.30 |Q |V | | | 11+50 0.1892 0.30 |Q |V | | | 11+55 0.1912 0.30 |Q |V | | | 12+ 0 0.1934 0.31 |Q |V | | | 12+ 5 0.1955 0.32 |Q |V | | | 12+10 0.1979 0.34 |Q | V | | | 12+15 0.2003 0.35 |Q | V | | | 12+20 0.2027 0.35 |Q | V | | | 12+25 0.2051 0.35 |Q | V | | | 12+30 0.2076 0.36 |Q | V | | | 12+35 0.2101 0.36 |Q | V | | | 12+40 0.2126 0.37 |Q | V | | | 12+45 0.2152 0.37 |Q | V | | | 12+50 0.2178 0.38 |Q | V | | | 12+55 0.2205 0.38 |Q | V | | | 13+ 0 0.2231 0.39 |Q | V | | | 13+ 5 0.2258 0.39 |Q | V | | | 13+10 0.2286 0.40 |Q | V | | | 13+15 0.2314 0.41 |Q | V | | | 13+20 0.2342 0.41 |Q | V | | | 13+25 0.2371 0.42 |Q | V | | | 13+30 0.2400 0.43 |Q | V | | | 13+35 0.2430 0.43 |Q | V | | | 13+40 0.2460 0.44 |Q | V | | | 13+45 0.2491 0.45 |Q | V | | | 13+50 0.2523 0.46 |Q | V | | | 13+55 0.2555 0.46 |Q | V | | | 14+ 0 0.2587 0.48 |Q | V | | | 14+ 5 0.2621 0.48 |Q | V | | | 14+10 0.2655 0.50 |Q | V | | | 14+15 0.2690 0.51 | Q | V | | | 14+20 0.2726 0.52 | Q | V | | | 14+25 0.2762 0.53 | Q | V | | | 14+30 0.2800 0.55 | Q | V | | | 14+35 0.2838 0.56 | Q | V | | | 14+40 0.2878 0.58 | Q | V | | | 14+45 0.2919 0.59 | Q | V | | | 14+50 0.2962 0.62 | Q | V | | | 14+55 0.3005 0.64 | Q | V | | | 15+ 0 0.3051 0.66 | Q | V | | | 15+ 5 0.3098 0.69 | Q | V | | | 15+10 0.3148 0.72 | Q | V| | | 15+15 0.3200 0.75 | Q | V| | | 15+20 0.3254 0.80 | Q | V| | | 15+25 0.3309 0.80 | Q | V | | 15+30 0.3362 0.77 | Q | V | | 15+35 0.3419 0.82 | Q | V | | 15+40 0.3482 0.92 | Q | |V | | 15+45 0.3554 1.04 | Q | |V | | 15+50 0.3639 1.24 | Q | | V | | 15+55 0.3745 1.54 | Q | | V | | 16+ 0 0.3896 2.19 | Q | | V | | 16+ 5 0.4205 4.49 | | Q | V | | 16+10 0.4651 6.48 | | | Q V | | 16+15 0.4796 2.11 | Q | | V| | 16+20 0.4870 1.06 | Q | | V| | 16+25 0.4929 0.87 | Q | | V| | 16+30 0.4986 0.83 | Q | | V | 16+35 0.5038 0.75 | Q | | V | 16+40 0.5086 0.69 | Q | | V | 16+45 0.5129 0.64 | Q | | |V | 16+50 0.5170 0.59 | Q | | |V | 16+55 0.5209 0.56 | Q | | |V | 17+ 0 0.5246 0.53 | Q | | |V | 17+ 5 0.5280 0.51 | Q | | | V | 17+10 0.5314 0.48 |Q | | | V | 17+15 0.5346 0.46 |Q | | | V | 17+20 0.5377 0.45 |Q | | | V | 17+25 0.5406 0.43 |Q | | | V | 17+30 0.5435 0.42 |Q | | | V | 17+35 0.5463 0.41 |Q | | | V | 17+40 0.5490 0.39 |Q | | | V | 17+45 0.5516 0.38 |Q | | | V | 17+50 0.5542 0.37 |Q | | | V | 17+55 0.5567 0.36 |Q | | | V | 18+ 0 0.5592 0.35 |Q | | | V | 18+ 5 0.5615 0.34 |Q | | | V | 18+10 0.5636 0.31 |Q | | | V | 18+15 0.5657 0.30 |Q | | | V | 18+20 0.5677 0.30 |Q | | | V | 18+25 0.5697 0.29 |Q | | | V | 18+30 0.5717 0.28 |Q | | | V | 18+35 0.5736 0.28 |Q | | | V | 18+40 0.5755 0.27 |Q | | | V | 18+45 0.5773 0.27 |Q | | | V | 18+50 0.5791 0.26 |Q | | | V | 18+55 0.5809 0.26 |Q | | | V | 19+ 0 0.5826 0.25 |Q | | | V | 19+ 5 0.5844 0.25 Q | | | V | 19+10 0.5861 0.25 Q | | | V | 19+15 0.5877 0.24 Q | | | V | 19+20 0.5894 0.24 Q | | | V | 19+25 0.5910 0.24 Q | | | V | 19+30 0.5926 0.23 Q | | | V | 19+35 0.5942 0.23 Q | | | V | 19+40 0.5957 0.23 Q | | | V | 19+45 0.5972 0.22 Q | | | V | 19+50 0.5988 0.22 Q | | | V | 19+55 0.6002 0.22 Q | | | V | 20+ 0 0.6017 0.21 Q | | | V | 20+ 5 0.6032 0.21 Q | | | V | 20+10 0.6046 0.21 Q | | | V | 20+15 0.6060 0.21 Q | | | V | 20+20 0.6075 0.20 Q | | | V | 20+25 0.6088 0.20 Q | | | V | 20+30 0.6102 0.20 Q | | | V | 20+35 0.6116 0.20 Q | | | V | 20+40 0.6129 0.20 Q | | | V | 20+45 0.6143 0.19 Q | | | V | 20+50 0.6156 0.19 Q | | | V | 20+55 0.6169 0.19 Q | | | V | 21+ 0 0.6182 0.19 Q | | | V | 21+ 5 0.6195 0.19 Q | | | V | 21+10 0.6207 0.18 Q | | | V | 21+15 0.6220 0.18 Q | | | V | 21+20 0.6233 0.18 Q | | | V | 21+25 0.6245 0.18 Q | | | V | 21+30 0.6257 0.18 Q | | | V | 21+35 0.6269 0.18 Q | | | V | 21+40 0.6281 0.17 Q | | | V | 21+45 0.6293 0.17 Q | | | V | 21+50 0.6305 0.17 Q | | | V | 21+55 0.6317 0.17 Q | | | V | 22+ 0 0.6329 0.17 Q | | | V | 22+ 5 0.6340 0.17 Q | | | V | 22+10 0.6352 0.17 Q | | | V | 22+15 0.6363 0.17 Q | | | V | 22+20 0.6374 0.16 Q | | | V | 22+25 0.6385 0.16 Q | | | V | 22+30 0.6397 0.16 Q | | | V | 22+35 0.6408 0.16 Q | | | V | 22+40 0.6419 0.16 Q | | | V | 22+45 0.6429 0.16 Q | | | V| 22+50 0.6440 0.16 Q | | | V| 22+55 0.6451 0.16 Q | | | V| 23+ 0 0.6462 0.15 Q | | | V| 23+ 5 0.6472 0.15 Q | | | V| 23+10 0.6483 0.15 Q | | | V| 23+15 0.6493 0.15 Q | | | V| 23+20 0.6504 0.15 Q | | | V| 23+25 0.6514 0.15 Q | | | V| 23+30 0.6524 0.15 Q | | | V| 23+35 0.6534 0.15 Q | | | V| 23+40 0.6544 0.15 Q | | | V| 23+45 0.6554 0.15 Q | | | V| 23+50 0.6564 0.14 Q | | | V| 23+55 0.6574 0.14 Q | | | V| 24+ 0 0.6584 0.14 Q | | | V| 24+ 5 0.6591 0.10 Q | | | V| 24+10 0.6592 0.01 Q | | | V ----------------------------------------------------------------------- LOS ANGELES VICINITY MAP NTS COVINA ANAHEIM j CITY OF FONTANA oNTPNAreo o STORMDRAIN(LINE "FM3)AND,STREET IMPROVEMENT PLANS RIVERSID 3 SAN DIEGO STORM DRAIN GENERAL NOTES: 1. ALL WORK SHALL BE IN ACCORDANCE WITH THESE PLANS, THE CITY OF FONTANA STANDARD PLANS, THE CONTRACT PROVISIONS AND THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION ("GREEN BOOK"). ALL REFERENCE SPECIFICATIONS AND STANDARDS SHALL BE THE LATEST EDITION UNLESS OTHERWISE NOTED. 2. WHEN A TECHNICAL CONFLICT IS FOUND TO EXIST IN THE CONTRACT DOCUMENTS THAT CAN NOT BE RESOLVED BY REFERENCE TO PRECEDENCE PROVISIONS IN THE "GREEN BOOK," THE CONTRACTOR SHALL IMMEDIATELY REPORT SAID CONFLICT TO THE CITY ENGINEER FOR RESOLUTION. 3. ALL MATERIALS AND METHODS ARE SUBJECT TO THE APPROVAL OF THE CITY ENGINEER. 4. ADVANCE CONSTRUCTION SIGNING INDICATING DURATION OF PROJECT SHALL BE IN PLACE ONE WEEK PRIOR TO IMPLEMENTING DETOURS. 5. CONSTRUCTION PERMITS SHALLTBEOBTAINED FROM THE CITY OF FONTANA COMMUNITY DEVELOPMENT DEPARTMENT, ENGINEERING DIVISION PRIOR TO THE START OF ANY WORK, INSPECTION COORDINATION SHALL BE REQUESTED AT LEAST TWO WORKING DAYS PRIOR TO START OF ANY WORK IN PUBLIC RIGHT-OF-WAY WITHIN THE CITY LIMITS. CALL (909) 350-7610. 6. THE CONTRACTOR SHALL CONFORM TO ALL TRAFFIC CONTROL POLICIES, METHODS AND PROCEDURES DESCRIBED IN THE STATE OF CALIFORNIA MANUAL OF TRAFFIC CONTROLS, LATEST NON -METRIC EDITION UNLESS OTHERWISE DIRECTED BY THE CITY TRAFFIC ENGINEER. 7. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN BARRICADES, DELINEATORS OR OTHER TRAFFIC CONTROL DEVICES AT ALL TIMES. 8. THE CONTRACTOR SHALL OBTAIN A PERMIT TO PERFORM EXCAVATION OR TRENCH WORK FOR TRENCHES 5 FEET OR GREATER IN DEPTH FROM THE CALIFORNIA STATE DIVISION OF INDUSTRIAL SAFETY. 9. THE WALLS AND FACES OF ALL EXCAVATIONS GREATER THAN FIVE (5) FEET IN DEPTH SHALL BE GUARDED BY SHORING, SLOPING OF THE GROUND OR OTHER APPROVED MEANS PURSUANT TO THE REQUIREMENTS OF TNS DIVISION OF INDUSTRIAL SAFETY OF THE STATE OF CALIFORNIA, TRENCHES LESS THAN FIVE (5) FEET SHALL ALSO BE GUARDED WHEN THE POTENTIAL EXISTS FOR GROUND MOVEMENT. 10. NO MATERIAL OR EQUIPMENT SHALL BE STORED IN THE PUBLIC RIGHT OF WAY WITHOUT OBTAINING A SEPARATE PERMIT FOR THAT PURPOSE. 11. THE LOCATIONS OF UTILITIES SHOWN HAVE BEEN DETERMINED FROM AVAILABLE INFORMATION, HOWEVER, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE, IN THE FIELD, THE TRUE LOCATION AND ELEVATION OF ANY EXISTING UTILITIES, AND TO EXERCISE PROPER PRECAUTION TO AVOID DAMAGE THERETO. THE CONTRACTOR SHALL CONTACT UNDERGROUND SERVICE ALERT AT 1-800-227-2600 TWO WORKING DAYS BEFORE EXCAVATION. 12. THE CONTRACTOR SHALL COORDINATE CONSTRUCTION WITH ALL UTILITY COMPANIES INCLUDING, BUT NOT LIMITED TO GAS, TELEPHONE, ELECTRIC, CABLE TELEVISION, LANDSCAPING, LANDSCAPE IRRIGATION, DOMESTIC WATER, RECLAIMED WATER, SEWER, STORM DRAIN, FLOOD CONTROL AND CALTRANS, ALL UTILITY COMPANIES SHALL BE GIVEN TWO WORKING DAYS NOTICE PRIOR TO WORK AROUND THEIR FACILITIES. 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 VALVE OPERATION AND WATER REQUIREMENTS. 14. STATIONING REFERS TO THE CENTERLINE OF STORM DRAIN EXCEPT WHERE OTHERWISE NOTED. TOLL FREE 1-800-227-2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT TO PALM SPRINGS STORM DRAIN GENERAL NOTES: CONTINUATION 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 PRESERVATION OF BENCHMARKS AND CONSTRUCTION CONTROL STAKING ESCONDIDO DURING CONSTRUCTION. 16. THE CONTRACTOR SHALL NOT DISTURB EXISTING SURVEY MONUMENTS, MONUMENT TIES OR BENCHMARKS WITHOUT PRIOR NOTIFICATION TO THE CITY ENGINEER BENCHMARK - 17. REMOVAL AND REPLACEMENT OF EXISTING SURVEY CONTROL, INCLUDING SURVEY MONUMENTS, MONUMENT TIES AND BENCHMARKS, SHALL BE DONE BY A REGISTERED CIVIL ENGINEER OR LICENSED LAND SURVEYOR. SURVEY MONUMENTS THAT WILL BE DESTROYED AS A RESULT OF THIS CONSTRUCTION SHALL BE REPLACED. 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. 18. THE CONTRACTOR SHALL MAINTAIN ACCESS FOR LOCAL RESIDENTS AND BUSINESSES AT ALL TIMES. A MINIMUM 12 FOOT LANE SHALL BE MAINTAINED AT ALL TIMES IN THE CONSTRUCTION AREA FOR RESIDENTS AND EMERCENCY VEHICLES. 19. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN AN EFFECTIVE MEANS OF DUST CONTROL, INCLUDING ADEQUATE WATERING, AT ALL TIMES. 20. THE CONTRACTOR SHALL NOT CAUSE ANY EXCAVATED MATERIAL, MUD, SILT OR DEBRIS TO BE DEPOSITED ONTO PUBLIC OR PRIVATE PROPERTY ADJACENT TO THE RIGHT OF WAY DURING CONSTRUCTION WITHOUT PRIOR WRITTEN APPROVAL. 21. NO TRENCH BACKFILL SHALL TAKE PLACE WITHOUT PRIOR APPROVAL OF THE CITY INSPECTOR. 22. A GEOTECHNICAL ENGINEER SHALL CERTIFY ALL BACKFILL COMPACTION, FAILURE TO OBTAIN THE REQUIRED DENSITY SHALL REQUIRE RE -WORKING OF THAT PORTION OF THE WORK UNTIL THE SPECIFIED DENSITY IS OBTAINED. 23. CARE SHOULD BE TAKEN TO PREVENT GRADES, DITCHES, AND SWALES FROM UNDERMINING STREET IMPROVEMENTS. UPON INSPECTION OF THE SITE, THE CITY ENGINEER MAY REQUIRE TEMPORARY NON-ERODEABLE SWALES ENTERING OR LEAVING IMPROVEMENTS. 24. ALL EXPOSED CONCRETE SURFACES SHALL CONFORM IN GRADE, COLOR AND FINISH TO MATCH EXISTINGNCO CRETE. 25. NO OPEN TRENCH SHALL BE ALLOWED AT THE END OF THE DAY WITHOUT PRIOR APPROVAL OF THE CITY ENGINEER. 26. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL EXPOSE EXISTING FACILITIES, AND VERIFY ELEVATION AND LOCATION OF CONNECTIONS. CITY APPROVAL OF CONNECTIONS TO EXISTING FACILITIES DOES NOT IMPLY CORRECTNESS OF ELEVATIONS OR LOCATIONS SHOWN ON THE PLANS. 27. IF EXISTING UTILITIES OR ANY OTHER FACILITIES CONFLICT WITH THE PROPOSED IMPROVEMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER AND ALL AFFECTED AGENCIES IMMEDIATELY. 28. NO CONCRETE SHALL BE PLACED UNTIL THE FORMS AND REINFORCING STEEL HAVE BEEN PLACED, INSPECTED AND APPROVED. 29. ALL UNDERGROUND UTILITIES SHALL BE INSTALLED, TESTED AND APPROVED PRIOR TO PAVING OF STREETS. 30. APPROVED SOILS STERILANT IS REQUIRED UNDER ALL NEW ASPHALT PAVEMENT PRIOR TO PLACEMENT. 31. ALL MANHOLES, CLEANOUT FRAMES, COVERS AND VALVE BOXES SHALL BE RAISED TO FINISHED GRADE BY THE PAVING CONTRACTOR UPON COMPLETION OF PAVING. 32. UPON COMPLETION OF CONSTRUCTION, CONTRACTOR SHALL RESTORE ALL SIGNING, STRIPING, BARRICADES, AND OTHER TRAFFIC CONTROL DEVICES TO THE SATISFACTION OF THE CITY TRAFFIC ENGINEER. 33. AS -BUILT DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR TO THE ENGINEER OF RECORD, WHO SHALL PROVIDE RECORD DRAWINGS TO THE CITY ENGINEER. 34. THE CONCRETE COATING ON THE INSIDE OF ALL REINFORCED CONCRETE PIPES MUST BE INCREASED TO PROVIDE A MINIMUM OF 1 -1/ -7 - OVER THE REINFORCING WHEN THE DESIGN VELOCITIES EXCEED 20 FEET PER SECOND. THE CONCRETE DESIGN STRENGTH IN THESE REACHES SHALL BE fc=5,000 psi FOR VELOCITIES EXCEEDING 20 FEET PER SECOND AND fc=6,000 psi FOR VELOCITIES EXCEEDING 30 FEET PER SECOND. 35. MINIMUM D -LOAD FOR ALL R.C.P. IS 1350. 36. ADVANCE CONSTRUCTION SIGNING INDICATING DURATION OF PROJECT SHALL BE IN PLACE ONE WEEK PRIOR TO IMPLEMENTING DETOURS. CITY OF FONTANA B.M. CHISELED BOX IN EASTERLY TOP OF CURB OF TAMARIND AVENUE, 60 FEET SOUTH OF TAMARINDfREV. COURT, 500 FEET SOUTH OF SLOVER AVENUE ELEVATION = 1077.400' CITY OF FONTANA B.M. NO. 296 A BOAT NAIL SET IN SIDEWALK AT THE NW CORNER OF THE INTERSECTION OF SIERRA AVENUE & THE BRIDGE (N/O SLOVER AVENUE) ELE77ON = 1137.71 1967I/A C 07 U RECORD DRAWI NG REVISE SEWER AND STORM DRAIN LOCATION ADDED SHEETS 9, 10 &11. REVISED CONTRUCTION NOTES & QUANTITIES REMOVED LINE G-1 & G-2, REVISED LINE A-1, LINE A-2 & UNE B REVISION DESCRIPTION A JUNIPER AVENUE INTERSTATE 10 FREEWAY LOVER AVENUE JURUPA AVEN LOCATION MAP NTS SHEET INDEX w 1 TITLE SHEET O1 INSTALL 54" DIA. R.C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 2 w w O2 31 701 L.F. z 4 JUNIPER AVE. SD LINE "F-3" STA 301+33.49 TO 309+5 5 z z 85 6 JUNIPER AVE. SD LINE "F-3" STA 319+00 TO 323+ 45.29 a L L APN 8 1 LATERAL PROFI a 9 JUNIPER AVE. STREET IMP. STA 300+24 TO 309+50 10 af m STREET IMP. STA 309+50 TO 319+00 11 JUNIPER AVE. STREET IMP. w w INSTALL 30" DIA. R. C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 M1, 6 L.F. PA z CONSTRUCT LOCAL DEPRESSION PER S. P.P.W.C. 313-2, CASE E. SEE SHEET 3 1 EA R/W 11 CONSTRUCT CONCRETE BULKHEAD PER DETAIL ON SHEET 2 a z EA. 2 P EM NT, SEE SHEE SHE9, '- 10 & 11 CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE a 255-101-12 TP COURSE OF CONSTRUCTION OF THIS PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT 13 CONSTRUCT CONCRETE BLANKET PROTECTTON PER S.P. P.W.C. 225-1. SEE DETAIL 71 SHEET 3 2 EA TYPICAL 14 CONSTRUCT C.M.P. RISER (SIZE PER PLAN) PER DETAIL ON SHEET 2 8 j C 15 ,--C,QNST,RUi-T.Q9T HA SIN PER S. P. P.W.C. 300-2 MODIFIED ,-SE RECLAIMED WATER E.A. CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE U S SANITARY SEWER C OF THE OWNER OF THE ENGINEER. CONSTRUCT 4" AC LOCAL DEPRESSION PER DETAIL ON SHEET 4 8 E.A.) 17 INSTALL 24" DIA. R.C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 50 L.F. z 20 SAW CUT & REMOVE EXIST PAVEMENT 63,969 SF. Il 21 CONSTRUCT MIN. 4. 5" AC OVER PAVEMENT WITH 12" MINIMUM OF 95% COMPACTED 75,076 SF. APN 255-101-17 1 NATIVE SUBGRADE STD. STANDARD 22 APN 255-091-06 L.F. C 23 APN 255-101-18 EA GRIND MIN. 0. 10' EX. AC PAVEMENT & CONSTRUCT AC OVERLAY PER DETAIL 1,077 APN 255-091-38 25 ON SHEET 11 CONSTRUCT SWALE PER DETAIL APN 255-101-19 S.P. P.W.C. 3 ON SHEET 9 2,067 LF. APN 255-091-40A\ APN 12 EA. 27 R LO TE. IGHT AN PU 0 TANA STD DETAIL 1016 1 A. WATER VALVE I.S. INDUSTRIAL SEWER RCP REINFORCED CONCRETE PIPE o 255-101-24 c CITY OF FONTANA, CALIFORNIA APN 255-091-43 APN 255-101-25 APN 255-091-58 APN 255-101-26 > J.E.G TITLE SHEET As Noted APN 255-091-59 JUNIPER AVE STORM DRAIN LINE "F-3" DATE: J.E.G 05-04-07 mo CHECKED BY: APPROVED BY: APN 255-091-60 E.B. DATE 4099 r C POST OFFICE SANTA ANA AVENUE APN 255-091-29 LAT LINE E-1 INST. NO. 05-414870 0. APN 255-091-44 LA LINE' E-2 APN 255-091-45 LA LINE D C APN 255-091-54 HOMIE/OT 17652APN255 - 091 55 i 4?T f APN 255-091-56 Lu cn AT, LINE C-2 APN 255-091-57 255-09 26 APN 255-091-09 LAT LINE C-1 `- - - CAPN APN 255-09 255-09 27 APN 255- 091-21 EW PAVEMENT 32 APN 255-091-22APN APN 255-09 33 APN 255 - 091-23 APN 255-09 48 APN 255-091-241 I- I LAT LINE B W APN 255-09 49 APN 255-091-25 J Zw 255- 091 18 APN 255-091-12 LAT LINE A-1 c=!) LAj LINE A-2CAPN APN 255-091-19 APN 255-091-13 Q LAT LINE G-1 LAT LINE G-2APN255-091-20 APN 255-091-14 APN 255-091-41 APN 255-091-1 s Q 0: APN 255-091-46 APN 255-091-16 EXIST 14'X9' RCB EXIST CB w APN 255-091 47 APN 255-091-1Z DRAWING #1774 to JURUPA AVEN LOCATION MAP NTS BA 8/8 OF BEAR/NGS- is SHEET INDEX QUANTITY 1 TITLE SHEET O1 INSTALL 54" DIA. R.C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 2 DETAIL SHEET C APN O2 31 701 L.F. CITY OF FONTANA 4 JUNIPER AVE. SD LINE "F-3" STA 301+33.49 TO 309+5 5 INSTALL 36" DIA. R.C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 85 6 JUNIPER AVE. SD LINE "F-3" STA 319+00 TO 323+ 45.29 INSTALL 18" DIA. R.C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 L L APN 8 1 LATERAL PROFI 1 9 JUNIPER AVE. STREET IMP. STA 300+24 TO 309+50 10 JUNIPER AVE. STREET IMP. STA 309+50 TO 319+00 11 JUNIPER AVE. STREET IMP. STA 319+00 TO 323+75 BA 8/8 OF BEAR/NGS- is Q CONSTRUCTION NOTES & ESTIMATE OF QUANTITIES QUANTITY UNIT 28 FONTANA WATER DISTRICT TO RELOCATE EXISTING WATER VALVES 1 EA. O1 INSTALL 54" DIA. R.C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 Q 554 L.F. C APN O2 INSTALL 48" DIA. R.C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 701 L.F. CITY OF FONTANA O3 INSTALL 42" DIA. R.C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 876 L.F. FG INSTALL 36" DIA. R.C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 85 L.F. FL O5 INSTALL 18" DIA. R.C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 122) L.F. APN CONSTRUCT CONCRETE COLLAR PER S.P.P.W.C. 380-3, SEE SHEET 3 1 EA. CENTER LINE O7 CONSTRUCT LARGE PIPE MANHOLE PER S.P. P.W.C. 320-1, SEE SHEET 2 5 EA. 255-111-20 CONSTRUCT LARGE SIDE INLET MANHOLE PER S. P. P.W.C. 322-1, SEE SHEET 3 2 4 EA. MIN O9 INSTALL 30" DIA. R. C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 M1, 6 L.F. PA 10 CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. 313-2, CASE E. SEE SHEET 3 1 EA R/W 11 CONSTRUCT CONCRETE BULKHEAD PER DETAIL ON SHEET 2 3 EA. 2 P EM NT, SEE SHEE SHE9, '- 10 & 11 CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE APN 255-101-12 TP COURSE OF CONSTRUCTION OF THIS PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT 13 CONSTRUCT CONCRETE BLANKET PROTECTTON PER S. P. P.W.C. 225-1. SEE DETAIL 71 SHEET 3 2 EA TYPICAL 14 CONSTRUCT C.M.P. RISER (SIZE PER PLAN) PER DETAIL ON SHEET 2 8 E.A. C 15 ,--C,QNST,RUi-T.Q9T HA SIN PER S. P. P.W.C. 300-2 MODIFIED ,-SE RECLAIMED WATER E.A. CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE CATCH BASIN S SANITARY SEWER C OF THE OWNER OF THE ENGINEER. CONSTRUCT 4" AC LOCAL DEPRESSION PER DETAIL ON SHEET 4 8 E.A.) 17 INSTALL 24" DIA. R.C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 50 L.F. z 20 SAW CUT & REMOVE EXIST PAVEMENT 63,969 SF. Il 21 CONSTRUCT MIN. 4. 5" AC OVER PAVEMENT WITH 12" MINIMUM OF 95% COMPACTED 75,076 SF. Q NATIVE SUBGRADE STD. STANDARD 22 FEATHER FOR SMOOTH JOIN 237 L.F. C 23 ADJUST EXIST STRUCTURES (MANHOLE, VALVE, ETC.......) TO GRADE 5 EA GRIND MIN. 0. 10' EX. AC PAVEMENT & CONSTRUCT AC OVERLAY PER DETAIL 1,077 SF. 25 ON SHEET 11 CONSTRUCT SWALE PER DETAIL S.P. P.W.C. 3 ON SHEET 9 2,067 LF. O 26 PROTECT IN PLACE 12 EA. 27 R LO TE. IGHT AN PU 0 TANA STD DETAIL 1016 1 A. Q 255-111-06 APN 22 28 FONTANA WATER DISTRICT TO RELOCATE EXISTING WATER VALVES 1 EA. ATTN: DAVE JOHNSON APN 255-101 C APN 0 APN APN 255-101-061 CITY OF FONTANA UTILITY LIST: ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS APN 255-101-07 FG FINISHED GRADE EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER BY ACCEPTING THESE PLANS OR HIGH POINT 1- 1FLFLOWLINE PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FORAPN255-101-08 APN 255-111-19 ANY DAMAGES RESULTING FROM THE EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED TO THE CAPN 255-101-14 CENTER LINE N UNDERSIGNED, NOT INDICATED ON THE PUBLIC RECORD EXAMINED, LOCATED AT VARIANCE WITH THAT REPORTED OR SHOWN ON APN 255-101-20 255-111-20 HIGH POINT MAXIMUM RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OF ATTN: STEVE HOCK 255-101-21 MIN STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE THE CONTRACTOR'SCAPN PA 8353 SIERRA RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. APN 255-101-09 R/W RIGHT OF WAY NOTICE TO CONTRACTOR: APN 255-101-11 TC 1 CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE APN 255-101-12 TP COURSE OF CONSTRUCTION OF THIS PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENTCAPN255-101-22 TYP.) TYPICAL SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, APN 255-101-23 INDEMNIFY AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY AND ALL LIABILITY REAL OR ALLEGED IN C RECLAIMED WATER Q) CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE CATCH BASIN S SANITARY SEWER C OF THE OWNER OF THE ENGINEER. LIP THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES OR STRUCTURES SHOWN ON THESE PLANS ARE OBTAINED BY A BUILDING SD STORM DRAIN z DILIGENT SEARCH OF AVAILABLE RECORDS. THE CONTRACTOR IS REQUIRED TO TAKE ALL PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN AND ANY OTHER LINES OR STRUCTURES NOT SHOWN ON THESE PLANS AND IS RESPONSIBLE FOR THE L _ _ - ----- J Q PROTECTION AND ANY DAMAGE TO THESE LINES OR STRUCTURES. THE CONTRACTOR SHALL CALL UNDERGROUND SERVICE ALERT EX AT 1-800-227- 2600 AT LEAST TWO WORKING DAYS PRIOR TO EXCAVATION IN ORDER TO DETERMINE ACTUAL FIELD LOCATIONS54RCPAPN255-111-04 APN 255-111-16 OF EXISTING UTILITIES P o C LEGEND APN AVENUE 255-111-06 APN 255-111-17 UNDERGROUND SERVICE ALERT ATTN: DAVE JOHNSON FLOWLINE o 0 C APN 255-111-07 APN 255-111-18 909) 969-7911 CITY OF FONTANA UTILITY LIST: RIGHT OF WAY FLOWLINE 909) 390-4738 FG FINISHED GRADE H.P. HIGH POINT 1- 1FLFLOWLINE APN 255-111-08 APN 255-111-19 CITY OF FONTANA VERIZON CENTER LINE N APN 255-111-11 APN 255-111-20 HIGH POINT MAXIMUM ATTN: BRIAN WREN ATTN: STEVE HOCK 0 EXISTING SURFACE REMOVAL AND REPLACEMENT MIN M.H. MANHOLE PA 8353 SIERRA 1400 C PHILLIPS BLVD PORTLAND CEMENT CONCRETE a APN 255-111-12 APN 255-111-21 POMONA, CA. 91766 APN 255-111-13 APN 255-111-22 FONTANA, CA 92335 909) 350-6632 (909) 469-6327 l APN 255-111-14 APN 255-111-25 , SO. CALIFORNIA GAS COMPANY FONTANA WATER COMPANY ATTN: JACK JAWIS ATTN: MICHAEL J, McGRAW 16231 VALLEY BLVD. 8440 NUEVO AVENUE FONTANA, CA. 92335 FONTANA, CA 92335 909) 428-8411 TEL: (909) 822-2201 oLIC.v EMERGENCIES: (800) 427-2200 FAX: (909) 823-5046 Elm 1EXp MjW ZO(j SO. CALIFORNIA EDISON COMPANY WEST VALLEY WATER DISTRICT 7951 REDWOOD AVE. ATTN: LON TSAI 855 W. BASELINE ROADFONTANA, CA. 92335 RIALTO, CA 92377909) 820-5598 - UNDERGROUND 909) 875-5100 - TRANSMISSIONS SBC951) 637-1233 - PIPELINES ATTN: JAMES ZIELINSKI y (909) 357-6233 - DISTRIBUTION 1265 N. VAN BUREN STREET R EC 0 R D DRAWING SUITE 180 665 CRAWFORD CANYON MUTUAL WATER Co. ANAHEIM, CA 92807 ATTN: BASIL J. FABRIZIO (714) 665-5415 909) 463-9580 THE BEARINGS SHOWN HEREON ARE BASED ON THE BEARING OF THE CENTERLINE OF JUNIPER AVENUE BEING N 00'2242" W PER RECORD OF SURVEY NO. 04-200 FILED IN BOOK 122 PAGE 50 OF MAPS, RECORDS OF SAN BERNARDINO COUNTY. SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL 04/08 40.d SHOWN HEREON AND CARRIED FORTH IN 5/03/ 07 E.B. -Z(p A DILIGENT MANNER, THE CITY ENGINEER 2/12/06 E.B. MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH STANDARDS IN EFFECT. DATE I ENGR. I CITY I DATE QROFESSIpN U3 m EW. 6-30-07 No. 50152 9T CIVIC FOF CAUFO/ PENCO ENGINEERING, INC. Civil Engineering Planning Surveying Construction Management One Technology Pari, Building J-725, Irvine, Caiifomia 92618 Telephone (949) 75.3 1 Fax (949) 753-0775 ESTHER BARR A - F<. .E. 50152 Date SAN GABRIEL VALLEY WEST SAN BERNARDINO WATER MUNICIPAL WATER DISTRICT UNDERGROUND SERVICE ALERT ATTN: DAVE JOHNSON 800) 422-4133 549 EAST SIERRA MADRE AVENUE o 0 AZUSA, CA. 91702-1299 ADELPHIA (CABLE TV) P.O. BOX 1299 ATTN: JACK HAYES 909) 969-7911 1205 DUPONT AVENUE CURB FACE ONTARIO, CA 91761 FLOWLINE 909) 390-4738 FG PENCO ENGINEERING, INC. Civil Engineering Planning Surveying Construction Management One Technology Pari, Building J-725, Irvine, Caiifomia 92618 Telephone (949) 75.3 1 Fax (949) 753-0775 ESTHER BARR A - F<. .E. 50152 Date EXISTING EDGE OF PAVEMENT AB AGGREGATE BASE CL CENTER LINE o 0 AC ASPHALT CONCRETE F.H. FIRE HYDRANT N CF CURB FACE F.L. FLOWLINE Q0 FG FINISHED GRADE H.P. HIGH POINT 1- 1FLFLOWLINEINV. INVERT Ln FS FINISHED SURFACE IRR. IRRIGATION HP MAX HIGH POINT MAXIMUM L.P. LOW POINT CT MIN MINIMUM M.H. MANHOLE PA PLANTER AREA PCC PORTLAND CEMENT CONCRETE a R/W RIGHT OF WAY PL PROPERTY LINE TC TOP OF CURB POC POINT OF CONNECTION TP TOP OF PAVEMENT P.P. POWER POLE o TYP.) TYPICAL PVC POLYVINYL CHLORIDE GB GRADE BREAKRW RECLAIMED WATER Q) CB CATCH BASIN S SANITARY SEWER C LP LIP BLDG BUILDING SD STORM DRAIN zST. STREET C.O. CLEANOUT Q STD. STANDARD CONC. CONCRETE TEL. TELEPHONE o E. P. EDGE OF PAVEMENT VCP VITRIOUS CLAY PIPEF.F. FINISHED FLOOR S.P. P.W.C. STANDARD PLANS FOR W WATER O PUBLIC WORKS W.M. WATER METER Cj CONSTRUCTION W.V. WATER VALVE I.S. INDUSTRIAL SEWER RCP REINFORCED CONCRETE PIPE o c CITY OF FONTANA, CALIFORNIA STORM DRAIN AND STREET IMPROVEMENT PLANS 0 DRAWN BY: SCALE: 0 J.E.G TITLE SHEET As Noted o DESIGNED BY: JUNIPER AVE STORM DRAIN LINE "F-3" DATE: J.E.G 05- 04-07 mo CHECKED BY: APPROVED BY: r„Z DRAWING NO.: E.B. DATE 4099 r I I ®m PLAN 254.21LF_ 42" F FITZ ,lt mm 1 mms-;iw CONSTRUCT___ 20.04 LIF 36- RCP 1 VERT SCALE 1 4 - - ---- 319+00 320+00 321+00 322+00 323+00 324+00 LINE JUNCTION A B C D1 D2 ELEV. R ELEV. S 1.4.' F-3 / D 30'00'00" 36" 4.51' 36" 42" 1040.00 1039.90 CONSTRUCTION NOTES F-3 / E-1 45'00' 00" 18" - - 36" - - O3 INSTALL 42" DIA. R.C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 F-3 / E-2 45'00' 00" 18" - - 36" - - ® INSTALL 36" DIA. R.C.P. (D -LOAD PER PROFILE) SEE SHEET DETAIL PER SHEET 2 F-3 / F 45'00'00" 18" - 42" 42" - - O5 INSTALL 18" DIA. R.C.P. (D -LOAD PER PROFILE) SEE TRENCH DETAIL PER SHEET 2 J kz ( r 4 © CONSTRUCT CONCRETE COLLAR PER S. P. P.W.C. 380-3, SEE SHEET 3 co / CONSTRUCT LARGE PIPE MANHOLE PER S. P.P.W.C. 320-1, SEE SHEET 2rig 00 APN 255-091-55 APN 255-091-06r...- ® CONSTRUCT LARGE SIDE INLET MANHOLE PER S.P.P.W.C. 322-1, SEE SHEET 3 323+10.07 LINE "F-3" 323+40.50 LINE "F-3" 1, LINE "D" 10+00.00 LINE E-2 7 10 CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. 313-2, CASE E. SEE SHEET 3 PROTECT EXISTI WATER AND ` SEWER LATER LS 3 +58:37 ST STA 10+00.06 LINE "E-1" E COUNTERED DU ING CONSTRUCTION. IF AN E INT 32+ 88.80 ST STA 11 CONSTRUCT CONCRETE BULKHEAD PER DETAIL ON SHEET 2 x 321+;54.92 LINE "F-3" q INT mCONFLICTARISESNOTIFYENGINEEROFREC3RD. / 10-Hoo.oO' "INE F 7 NEW PAVEMENT SEE SHEETS 9 10 & 11 1Qc= " , 31 -*03. 22 T STA Lq 00 Lq INT ST. STA. 33+14.86 00 Lq 00 13 CONSTRUCT CONCRETE BLANKET PROTECTION PER S.P.P.W.C. 225-1. SEE SHEET 3EXISTINGULTIMATE + o + F- EXISTING 8"og DRIVEWAY i- R/W N rn + o N S.G.V.M.W.D WATER JUNIPt ( 24" C.M.P d N N d 14 CONSTRUCT C.M.P. RISER (SIZE PER PLAN) PER DETAIL ON SHEET 2 W M k 12 L/` '- 14 16 RISER co `1' Q c ` L - W I 12 - N d 15 CONSTRUCT CATCH BASIN PER S.P.P.W.C. 300 2 MODIFIED, SEE SHEET 2 A ,.••.••- - ,. N:,a .. _ ar - h, rpt a -'^ H ! a- - F-/- R 5. z ,, .. .. _. __ y... _. _„ cn to cn cn Ln cnw C . JUNIP a ____ , . - , 5 10 5 16 CONSTRUCT 4" AC LOCAL DEPRESSION PER DETAIL ON SHEET 4) Lj Ll C-4 M = 4 0. C. CO us i V) 29+ 00 30+ 0 f,+ 0 2+002 34+ 00 LOCAL DEPRESSION DETAILr N.T.S. O_E91 6 o BENCHMARK 1100701,11111m 10 CITY OF FONTANA B.M. O CHISELED BOX IN EASTERLY TOP OF CURB OF o TAMARIND AVENUE, 60 FEET SOUTH OF TAMARIND 0 44'52' 38" COURT, 500 FEET SOUTH OF SLOVER AVENUE 17.62 9.29 1077.400' DIALELEVATION BEFORE TW W RK I NG DAYS B CITY OF FONTANA B.M. NO 296 YOU DIG Y U DIGG A BOAT NAIL SET IN SIDEWALK AT THE NW 8.39 CORNER OF THE INTERSECTION OF SIERRA TOLL FREE 1-800- 227-2600 AVENUE & THE BRIDGE (N/O SLOVER AVENUE) A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT ELEVATION = 1137.71 1967 10+23.15 LINE "E-2" CATCH BASIN 30' R 1.6 ACRE SITE1015E=10.0033+ 05.17 ST STA /22.50 V, =5.26 PRIVATE EASEMENT SEE SHEET 7 FOR PROFILE V: =5.00' 1 A, =90' SD IA: =90' 15' 15' I 13' R POST OFFICE 1 T + 14' LTE "E-2" END 11 15.3' 12.2' PROPOSED 'L ERaL 33+0 .21: ST STA/30.00'R FROM POST OFFICE SITE -SEE .SHEE. i FOR PROFILE 1 ' 1054.00X "I I INTERIM APN 1255-010-25 - I DETENTION 11049.2 LAIN PROPOSEbLATERAL STORMDRAINFROMHOMEDEPOT1046.53I 7.0 SITEPRIVATE - -- APN 2!A-101-25....... 1044.2 m L f. I 1041.53TELANS 1 f s" SS Gjk36" RCP X%_ i- _.......... _.... . SECTION '"A" A REVISED ENTIRE SHEET 3 RECORD DRAWING L12 REVISED SEWER AND STORM DRAIN LOCATION ADD CONST. NOTE 12 & 16; RELOCATE JUNCTION STRUCTURE EXTEND SD LAT; ADD 4" LC; REV. DATA TABLE; RELOCATE ST. LIGHT REV. REVISION DESCRIPTION 9MEA BEARING/DELTA 1100701,11111m 10 TANGENT O N 89' 29' 56" E 4.19 0 44'52' 38" 22. 50 17.62 9.29 N.T.S. 2011 40 0 20 40 80 120 SCALE 1"= 40' SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH STANDARDS IN EFFECT. 9?,OFESS/ON m EXP. 6-30- 07 No. 50152 T CIVIC. \ P FOF CAUF/ PENCO ENGINEERING, INC. Civil Engineering Planning Surveying Construction Management One Technology Park Building -725, Irvine, Colifomia 92618 Telephone (949) 53-9111 Fax (949) 753-0775 S -l6 -0 7 ESTHER BAbRIGA - R.C.E. 50152 Date : DATA TABLE 0 BEARING/DELTA RADIUS LENGTH TANGENT O N 89' 29' 56" E 4.19 0 44'52' 38" 22. 50 17.62 9.29 O N 44.37'18" E 11.06 O N 89'29' 56" E 8.39 O 59'52' 38" 22. 50 23.51 12.96 Oo N 29.37'18" E 14.54 O N 89'29' 56" E 4.33 O N 44.37'18" E 23.15 Os N 45'22' 42" W 33.85 O N 0'22' 42" W 4434.74 1 RECORD DRAWING CITY OF FONTANA, CALIFORNIA STORM DRAIN AND STREET IMPROVEMENT PLANS DRAWN BY: JUNIPER AVE. SD LINE "F- 3" ScALE: As NotedJ.E. G DESIGNED BY: STA 319+00.00 TO STA 323+45.49 DATE: J.E.G M 1,85 JURUPA AVE,,W 2,325 NORTH OF JURUPA AVE 05-04-07 CHECKED BY: R :- DRAWING NO.: 6 DATE`40 9 9E.B. 11 11 1 rl O O O O N N N T) 0 Q Q I O D Q) z 0 00' O U) O 0 O Ln O O N O Lj- SITE 4 82 tf 18" R.0 IVTJ..7J INDUSTRIAL 1041.77 TOP PROPOSED 18 S=0.0219 n 5.4 CFS a z + Q s _.... - CO -_ p 3 0 Y CONSTRUCT _ a J _ Cn I-- 2951 F 18 R.C.P. JE INE "E-2 LINE 11C4001 i 10+30111 +130 . , 20 , 0 0 10+00 1 10 1 204Ot, I iTri V _.--. r_ 00 CONSTRUCT 37.45 LF 36' 1 I 1 i i r_ ff ff EXISTING rm we 16531 Orangehaven Lane, Riverside, CA 92503 • 951-264-9023 • noorzaygeo.com January 24, 2023 Chase Partners, LTD Project No. 23001 6444 San Fernando Road, #3944 Glendale, California 91221 Attn: Mr. Michael Carter Dear Mr. Carter: Attached herewith is the preliminary geotechnical investigation and stormwater percolation testing report prepared for the proposed warehouse building to be developed on Juniper Avenue, in Fontana, California (APN 0255-101-24-0000, 0255-101-30-0000). We appreciate this opportunity to provide geotechnical services for this project. If you have questions or comments concerning this report, please contact us at your convenience. Respectfully submitted, Noorzay Geotechnical Services, Inc. Maihan Noorzay, G.E. Principal Engineer Distribution: Mr. Michael Carter (PDF) PRELIMINARY GEOTECHNICAL INVESTIGATION AND STORMWATER PERCOLATION TESTING PROPOSED WAREHOUSE BUILDING JUNIPER AVENUE, FONTANA, CALIFORNIA APN 0255-101-24-0000, 0255-101-30-0000 PREPARED FOR CHASE PARTNERS, LTD NGS PROJECT NO. 23001 NoorzayGeo INTRODUCTION During January 2023, a preliminary geotechnical investigation and stormwater percolation testing was performed by this firm for the proposed warehouse building to be located on Juniper Avenue, in Fontana, California (APN 0255-101-24-0000, 0255-101-30-0000). The purposes of this investigation were to explore and evaluate the geotechnical engineering conditions at the subject site and to provide appropriate geotechnical engineering recommendations for design and construction of the proposed development. The location of the site is depicted on the Index Map (Enclosure A-1). A preliminary site plan prepared by Carter Group Architects, Inc, dated November 2, 2022, that exhibited the subject property boundaries and proposed building location, was used as a base map for our Site Plan (Enclosure A-2). The results of our investigation, together with our conclusions and recommendations, are presented in this report. SCOPE OF SERVICES The scope of services provided during this preliminary geotechnical investigation included the following: • A field reconnaissance of the site and surrounding area • Logging and sampling of exploratory borings for testing and evaluation • Percolation testing for stormwater abatement purposes • Laboratory testing on selected samples • Evaluation of the geotechnical engineering/geologic data to develop site-specific recommendations for site grading and foundation design • Preparation of this report summarizing our findings, professional opinions, and recommendations for the geotechnical aspects of project design and construction Page No. 2 Job No. 23001 NoorzayGeo PROJECT CONSIDERATIONS As we understand it, a new, an approximately 35,500 square feet warehouse building will be developed on the site. The site is currently vacant. We anticipate that the proposed warehouse will consist of concrete tilt-up panels supported on continuous or spread footings and a slab-on-grade. Associated infrastructure such as utilities, stormwater retention, and parking lots are also planned. No additional information was provided during preparation of this report. The final grading and foundation plans were not available for review during preparation of this report. The final project grading and foundation plans should be reviewed by the geotechnical engineer. SITE DESCRIPTION The site is rectangular in shape, encompasses two parcels, APNs 0255-101-24 and 0255-101-30, with a total area of approximately 1.61 acres, and is located on Juniper Avenue approximately 400 feet south of Santa Ana Avenue, in the City of Fontana, San Bernardino County, California. The site is currently vacant. It is bounded by Juniper Avenue to the west, by a warehouse building to the south, a post office to the north and by commercial/industrial property to the east. The highest elevation on the property is approximately 1,060 feet above mean sea level (MSL) near the southwest corner of the property, and the lowest elevation on the property is approximately 1,054 feet MSL near the northwest corner. Maximum relief is about six feet with an overall gradient less than three percent, downhill toward the north. FIELD INVESTIGATION Soil conditions underlying the subject site were explored by means of three exploratory borings drilled to a maximum depth of 51.5 feet and four percolation test holes drilled to approximately five to eight Page No. 3 Job No. 23001 NoorzayGeo feet below the existing ground surface (bgs) with truck-mounted CME-75 drill rig equipped for soil sampling. The approximate locations of the exploratory borings are indicated on Enclosure A-2. Continuous logs of the subsurface conditions, as encountered within the exploratory borings, were recorded at the time of drilling by an engineer from this firm. Both a standard penetration test (SPT) sampler (2-inch outer diameter and 1-3/8-inch inner diameter) and a ring sampler (3-1/4-inch outer diameter and 2-1/2-inch inner diameter) were utilized in our investigation. The penetration resistance was recorded on the boring logs as the number of hammer blows used to advance the sampler in 6-inch increments (or less if noted). The samplers were driven with an automatic hammer that drops a 140- pound weight 30 inches for each blow. After the required seating, samplers are advanced up to 18 inches, providing up to three sets of blowcounts at each sampling interval. The recorded blows are raw numbers without any corrections for hammer type (automatic vs. manual cathead) or sampler size (ring sampler vs. standard penetration test sampler). Both relatively undisturbed and bulk samples of typical soil types obtained were returned to the laboratory in sealed containers for testing and evaluation. The exploratory boring logs, together with the uncorrected blowcount data and in-place density data, are presented in Appendix B. The stratification lines presented on the boring logs represent approximate boundaries between soil types, which may include gradual transitions. The exploratory borings were backfilled with excavated soils using reasonable effort to restore the areas to their initial condition prior to leaving the site, but they were not compacted to a relative compaction of 90 percent or greater. In an area as small and deep as a boring, consolidation and subsidence of soil backfill may occur over time causing a depression. The client is advised to observe exploratory boring areas occasionally and, when needed, backfill noted depressions. LABORATORY INVESTIGATION Included in the laboratory testing program were field dry density and moisture content tests on relatively undisturbed samples. An optimum moisture-maximum dry density relationship was Page No. 4 Job No. 23001 NoorzayGeo established to evaluate the relative compaction of the subsurface soils. Direct shear testing was performed on a remolded sample to provide shear strength parameters for bearing capacity and earth pressure evaluations. No. 200 washes were performed for soil classification purposes. A selected sample of material was delivered to Project X Corrosion Engineering and tested for preliminary corrosivity analysis. Laboratory test results for the current investigation are provided in Appendix C. Soil classifications provided in our geotechnical investigation are in general accordance with the Unified Soil Classification System (USCS). REGIONAL GEOLOGIC SETTING The City of Fontana lies near the north edge of the Peninsular Ranges Physiographic Province, one of eleven such provinces recognized in the State of California. The Peninsular Ranges encompass southwestern California west of the Imperial-Coachella Valley trough and south of the elevated terraces of the San Gabriel, San Bernardino, and Santa Monica Mountains. The province is characterized by youthful, steeply sloped, northwest-trending, elongated ranges, and intervening valleys. Structurally, the bulk of the Peninsular Ranges are composed of several relatively stable crustal blocks bounded by active strike-slip faults of the San Andreas transform system. Although some folding and minor faulting has occurred within the blocks, intense structural deformation and earthquake activity are mostly limited to the block margins. The Peninsular Ranges province contains a diverse array of metamorphic, sedimentary, volcanic, and intrusive igneous rocks. In general, the metamorphic rocks represent highly altered host rocks for the emplacement of very large masses of granitic rock of varying composition. Inland, the province is dominated by crystalline basement rocks. Fontana is located near the southern edge of a large, alluviated, east-west trending valley which lies adjacent to the south edge of the Transverse Ranges Physiographic Province. The Jurupa Hills are located immediately south of Fontana. The general geology in the area surrounding the subject site is Page No. 5 Job No. 23001 NoorzayGeo shown on the Regional Geologic Map and legend (Enclosures A-4, A-4a). FAULTING AND SEISMICITY The site does not lie within an Alquist-Priolo Special Studies zone; there is no AP map for the Fontana Quadrangle. As with most of southern California, the subject site is situated in an area of active and potentially active faults. Active faults present several potential risks to structures, the most common of which are strong ground shaking, dynamic densification, liquefaction, mass wasting, and surface rupture at the fault plane. The following four factors are the principal determinants of seismic risk at a given location: ● Distance to seismogenically capable faults. ● The maximum or "characteristic" magnitude earthquake for a capable fault. ● Seismic recurrence interval, in turn related to tectonic slip rates. ● Nature of earth materials underlying the site. Based upon proximity to regionally significant, active faults, ground shaking is considered to be the primary hazard most likely to affect the site. Characteristics of the major active fault zones selected for inclusion in analysis of strong ground shaking are listed in the following table. Numerous significant fault zones are located at distances exceeding 40 kilometers from the site, but greater distances, lower slip rates, and/or lesser maximum magnitudes indicate much lower risk to the site from the latter fault zones than those listed below. Fault Zone1 Distance from Site (km) Fault Length (km)1 Slip Rate (mm/yr)1 Reference Earthquake M(Max)1 Fault Type1 San Jacinto (San Bernardino Segment) (rl-ss) 11 43±4 12.0±6.0 6.9 A Page No. 6 Job No. 23001 NoorzayGeo Fault Zone1 Distance from Site (km) Fault Length (km)1 Slip Rate (mm/yr)1 Reference Earthquake M(Max)1 Fault Type1 Cucamonga (r, 45 N) 12 28±3 5.0±2.0 6.9 B San Andreas (San Bernardino Segment) (rl-ss) 18 103±10 24.0±6.0 7.5 A San Jacinto (San Jacinto Valley Segment) (rl-ss) 24 43±4 12.0±6.0 6.9 A Sierra Madre (r, 45N) 25 57±6 20. ±1.0 7.2 B Elsinore, Glen Ivy (rl-ss) 25 36±4 5.0±2.0 6.8 A San Jose (ll-r-o, 75N) 26± 28±3 1.0±0.5 6.6 B 1. California Department of Conservation, Division of Mines and Geology, 1996 (Appendix A - Revised 2002), Probabilistic Seismic Hazard Assessment for the State of California, DMG Open-File Report 96-08. 2. Fault Geometry: (ss) strike slip; (r) reverse; (n) normal; (rl) right lateral; (ll) left lateral; (O) oblique; (45 N) direction. 3. International Conference of Building Officials, February 1988, Maps of Known Active Fault Near-Source Zones in California, and Adjacent Portions of Nevada, to be used with the 1997 Uniform Building Code, Prepared by California Department of Conservation, Division of Mines and Geology in cooperation with Structural Engineers Association of California Seismology Committee. * Multiple branches of the San Andreas fault are mapped 5km. Distance from the nearest branch, the Mission Creek fault, to project area to be determined. SUBSURFACE SOIL CONDITIONS In the project area, near-surface soils consisted predominantly of artificial fill underlain by young, alluvial fan deposits. The fill soil, generally four to five feet in depth, was composed of silty sand (SM) with some gravel, which was tan brown or brown, moist, and loose to medium dense. The underlying native soil was composed of sandy silt (ML), silty sand to sandy silt (SM/ML), silty sand (SM), silty gravel (GM), and poorly graded gravel (GP), which was light brown or tan and tan-brown to gray and gray brown, and orange brown to reddish brown, dry to moist, and medium dense or very stiff to very dense or hard. Page No. 7 Job No. 23001 NoorzayGeo No groundwater was encountered within the three exploratory borings to a maximum depth of 51.5 below ground surface. No evidence of groundwater was noted. Slight to severe caving was encountered in the exploratory excavations. More detailed descriptions of the subsurface soil conditions encountered are included within our exploratory logs (Appendix B). 2019 CALIFORNIA BUILDING CODE - SEISMIC PARAMETERS Based on the geologic setting and anticipated earthwork for construction of the proposed project, the soils underlying the site are classified as Site Class D – default according to the 2019 California Building Code (CBC). The seismic parameters according to the 2019 CBC are summarized in the following table. The seismic parameters provided assume Equivalent Lateral Force (ELF) design is permitted using the exceptions noted in Section 11.4.8 of ASCE 7-16. 2019 CBC - Seismic Parameters Mapped Spectral Acceleration Parameters Ss = 1.635 and S1 = 0.6 Site Coefficients Fa = 1.2 and Fv = 1.7 Adjusted Maximum Considered Earthquake Spectral Response Parameters SMS = 1.962 and SM1 = 1.02 Design Spectral Acceleration Parameters SDS = 1.308 and SD1 = 0.68 Peak Ground Acceleration (PGAM) 0.798g Deaggregated Magnitude (mean, over all sources) 7.09 It should be noted that the above seismic parameters should be reviewed by the civil/ structural design engineer and approved by the appropriate governmental agency prior to using for this project. The civil/ structural design engineer should consult with the project geotechnical consultant if additional geotechnical information is needed for structural design. Page No. 8 Job No. 23001 NoorzayGeo GROUNDWATER The site is in the southeast quarter of Section 30, Township 1 South, Range 5 West, San Bernardino Principal Meridian, at latitude 34.054301° North, Longitude 117.439407° West. Geotracker indicates the subject site lies within the Upper Santa Ana Valley—Chino groundwater basin. The closest water well data available from the California Department of Water Resources was well number 01S05W30L001S, which was located about 0.35 mile west-northwest of the subject site. The highest recorded groundwater in this well was more than 200 feet below ground surface or elevation of 826 AMSL at the well location. A second well, number 01S05W20N001S, was located about 0.9 mile northeast of the site. The highest recorded groundwater within this well was at an elevation of 814 MSL, or nearly 300 feet below ground surface at the well, and more than 200 feet below ground surface relative to the subject site. Groundwater is not anticipated to be a constraint for the subject project. LIQUEFACTION POTENTIAL AND SEISMIC SETTLEMENT Liquefaction is a process in which strong ground shaking causes saturated soils to lose their strength and behave as a fluid (Matti and Carson, 1991). Ground failure associated with liquefaction can result in severe damage to structures. Soil types susceptible to liquefaction include sand, silty sand, sandy silt, and silt, as well as soils having a plasticity index (PI) less than 7 (Boulanger and Idriss, 2004) and loose soils with a PI less than 12 and a moisture content greater than 85 percent of the liquid limit (Bray and Sancio, 2006). The geologic conditions for increased susceptibility to liquefaction are: 1) shallow groundwater (generally less than 50 feet in depth); 2) the presence of unconsolidated sandy alluvium, typically Holocene in age; and 3) strong ground shaking. All three of these conditions must be present for liquefaction to occur. The San Bernardino County Geologic Hazard Overlays, number FH29C, indicates the subject site does not lie within a potential liquefaction zone. Due to the lack of shallow groundwater, liquefaction is not considered to be a geologic constraint at the subject site Page No. 9 Job No. 23001 NoorzayGeo Severe seismic shaking may cause dry and non-saturated sands to densify, resulting in settlement expressed at the ground surface. Seismic settlement in dry soils generally occurs in loose sands and silty sands, with cohesive soils being less prone to significant settlement. Using the method outlined by Pradel (1998), calculations were performed to estimate the maximum and the differential settlement to be anticipated as a result of a major seismic event using the same parameters as for the liquefaction analysis. The results indicate that seismic settlement could be on the order of 1/4 inch. Differential seismic settlement could be on the order of half the total seismic settlement over 40 feet. The result of our analysis is provided in Appendix D. HYDROCONSOLIDATION Based on the relatively dense nature of the underlying near-surface materials encountered in our investigation, the anticipated grading operations, and the low potential for full saturation of the upper soil layers, it is our opinion that the potential for hydrocollapse settlement to significantly affect the proposed development is low. STATIC SETTLEMENT Potential static settlement was evaluated utilizing field and laboratory data and foundation load assumptions. The calculations indicate total static settlement of less than one inch beneath shallow foundations. Most of the potential static settlement should occur during construction. Based on the uniformity of the materials encountered, differential settlement is anticipated to be on the order of 1/2 the total settlement over 40 feet. LANDSLIDES AND SLOPE STABILITY The San Bernardino County Geologic Hazard Overlays, number FH29C, indicates the subject site does not lie within a potential landslide susceptibility zone. There was no visual evidence of landslides Page No. 10 Job No. 23001 NoorzayGeo identified on or near the subject property during the field investigation. The subject site and surrounding area in all directions are very low relief with shallow gradients. There are no mapped landslides on or near the subject site. The probability that the site will be adversely affected by future landslides is considered low. FLOODING POTENTIAL Flood Insurance Rate Maps (FIRM) were compiled by the Federal Emergency Management Agency (FEMA) for the Flood Insurance Program and are available for most areas within the United States at the FEMA web site (http://msc.fema.gov/). The attached FEMA Flood Map and FEMA Flood Map Legend (Enclosure A-6) were created from FIRMs specific to the area of the subject site. The FEMA Flood Map shows the site is located within ‘Zone X’. In this case, Zone X is defined as an area of minimal flood risk. Seiching Seiching is the oscillation of an enclosed body water, usually due to strong groundshaking following a seismic event. Seiching can affect lakes, water towers, swimming pools. There are no known enclosed bodies of water near enough to adversely affect the subject property. Tsunamis Tsunamis are not considered to be a geologic hazard at the subject site due to its inland location. EXPANSION POTENTIAL Materials encountered during this investigation were considered granular and non-critically expansive. Specialized construction procedures to specifically resist expansive soil forces are not anticipated at this time. Requirements for reinforcing steel to satisfy structural criteria are not affected by this recommendation. Additional evaluation of soils for expansion potential should be conducted by the geotechnical engineer during the grading operation as warranted. Page No. 11 Job No. 23001 NoorzayGeo PERCOLATION TESTING Two percolation tests (Percolation Test Nos 1 and 2) were performed at the location of an anticipated stormwater infiltration abatement system located near the northeast side of the site and two percolation tests (Percolation Test Nos 3 and 4) were performed near the southwest side of the site. The test locations are shown on Enclosure A-2. The soil profiles are provided in the exploratory logs in Appendix B. Samples of representative soil material from the test locations were obtained and returned to our lab for testing. The testing performed included No. 200 washes and the results are included in Appendix C. The testing was performed based on the requirements of the shallow percolation test procedure as developed by Riverside County Department of Environmental Health which is an accepted method in San Bernardino County. Based on the anticipated depth of the infiltration abatement as provided by the client, testing was performed at 8 and 5 feet below the existing ground surface. In order to prevent caving of the test holes, 3-inch perforated PVC pipe was placed inside the 8-inch diameter test holes and 3/4-inch gravel was placed in the annular space between the PVC pipe and the sides of the holes. Per the test method, if two consecutive measurements show that 6 inches of water seep away in less than 25 minutes, the location is considered "sandy", and the test should be run for an additional hour with measurements taken every 10 minutes. If less than 6 inches of water seep away, the location is considered "non-sandy", and measurements are taken every 30 minutes for a total testing time of six hours. The test locations were considered "sandy" for the purposes of the percolation testing. It should be noted that the percolation rate is related to, but not equal to, the infiltration rate. The infiltration rate is a measure of the speed at which water progresses downward into the soil, while the Page No. 12 Job No. 23001 NoorzayGeo percolation rate includes both downward and horizontal speeds. The infiltration rate should be considered for use in detention basin or permeable pavement design and percolation rates should be considered for dry well or infiltration trench design. Both the percolation rates and infiltration rates from the percolation testing are provided in the following table. The percolation test data obtained were used to calculate the infiltration rate of the soil at each test location. The drop that occurs in the final reading is reported below. A modified version of the Porchet method was used to convert the percolation data to the infiltration rate. Our calculations correct for the use of gravel in the annular space. The rates provided do not include safety factors. Infiltration and Percolation Rates Test No. Depth (ft.) Percolation Rate Infiltration Rate* Soil Type (minutes/inch) (inches/hour) P-1 8 0.2 12.5 SP-SM P-2 8 0.7 4.1 SM P-3 5 2.4 1.4 SM P-4 5 4.2 0.7 SM * Corrected for gravel packing The test data is provided in Appendix E. The above infiltration and percolation rates, determined by the percolation test method, are based on field test results utilizing clear water. The rates can be affected by silt buildup, debris, degree of soil saturation, site variability and other factors. The rates were obtained at specific locations, are representative of the locations tested and may not be representative of the entire site. The rates presented above are tested field rates and should NOT be considered design infiltration rates. The designer of the individual basins should consider possible site variability in their design. Application of an appropriate safety factor may be prudent to account for Page No. 13 Job No. 23001 NoorzayGeo subsoil inconsistencies, possible compaction related to site grading and potential silting of the percolating soils, depending on the application. Based on review of the groundwater levels and exploratory boring logs, we expect a minimum of 10 feet of separation between the bottom of the infiltration surface and the estimated historical high groundwater table. CONCLUSIONS On the basis of our field and laboratory investigations, it is the opinion of this firm that the proposed development is feasible from geotechnical engineering and engineering geologic standpoints, provided the recommendations contained in this report are implemented during design and construction. Moderate to severe seismic shaking can be expected at the site. There are no known active faults on or trending toward the subject site; the site does not lie within an Alquist-Priolo Special Studies zone. Slight to severe caving was observed in our exploratory excavations. The contractor should be prepared to deal with caving soils as applicable. Groundwater was not encountered within our exploratory borings. Based on nearby water well data, groundwater will be too deep to adversely affect the proposed project or the stormwater abatement plans. Based on results of our analysis, total seismic settlement could be on the order of 1/4 inch. We estimate a maximum differential seismic settlement of up to 1/2 the total seismic settlement over 40 feet with the existing site conditions. Total static settlement of less than one inch beneath shallow foundations should be anticipated. Differential static settlement is anticipated to be on the order of 1/2 the total settlement over 40 feet. Page No. 14 Job No. 23001 NoorzayGeo Landslides are not considered to be a geologic constraint on the subject site. Temporary excavations are anticipated to conform to local and State codes with regard to the geologic materials present at the site. Materials encountered during this investigation were considered granular and non-critically expansive. Specialized construction procedures to specifically resist expansive soil forces are not anticipated at this time. Additional evaluation of soils for expansion potential should be conducted by the geotechnical engineer during the grading operation as warranted. Based upon our field investigation and test data, it is our opinion that the upper existing soils will not, in their present condition, provide uniform or adequate support for the proposed structure. Undocumented fill and/or variable in situ conditions may be present in the upper soils. These conditions may cause unacceptable differential and/or overall settlement upon application of the anticipated foundation loads. Because of site conditions it will be necessary to remove a minimum of 5 feet of the existing soils or 24 inches below footings, whichever is greater, in building areas. To provide adequate support for the proposed structure, it is our recommendation that the building areas be subexcavated as necessary and recompacted with a compacted fill mat beneath footings. A compacted fill mat will provide a dense, uniform, high-strength soil layer to distribute the foundation loads over the underlying soils. The final project grading and foundation plans should be reviewed by the geotechnical engineer to confirm that the recommendations provided in this report are implemented. Page No. 15 Job No. 23001 NoorzayGeo RECOMMENDATIONS GENERAL SITE GRADING It is imperative that no clearing and/or grading operations be performed without the presence of a representative of the geotechnical engineer. An on-site, pre-job meeting with the developer, the contractor and the geotechnical engineer should occur prior to all grading-related operations. Operations undertaken at the site without the geotechnical engineer present may result in exclusions of affected areas from the final compaction report for the project. Grading of the subject site should be performed, at a minimum, in accordance with these recommendations and with applicable portions of the CBC. The following recommendations are presented for your assistance in establishing proper grading criteria. INITIAL SITE PREPARATION All areas to be graded should be stripped or cleaned of significant vegetation and other deleterious materials. These materials should be removed from the site for disposal. The cleaned soils may be reused as properly compacted fill. Rocks or similar irreducible material with a maximum dimension greater than 8 inches should not be used in compacted fills. If encountered, existing utility lines should be traced, removed, and rerouted from areas to be graded. MINIMUM MANDATORY REMOVAL OF EXISTING SOILS All building areas (including at least 5 feet laterally beyond the footing lines, where possible) should have at least the upper 5 feet of existing soils or 24 inches below footings, whichever is greater, removed and the open excavation bottoms observed by our engineer/ geologist to verify and document in writing that all undocumented fills or loose native soils are removed prior to refilling with properly tested and documented compacted fill. The removed and cleaned soils may be reused as properly compacted fill. Page No. 16 Job No. 23001 NoorzayGeo Further subexcavation may be necessary depending on the conditions of the underlying soils. The actual depth of removal should be determined at the time of grading by the project geotechnical engineer/geologist. The determination will be based on soil conditions exposed within the excavations. At minimum, any undocumented fill, topsoil, or other unsuitable materials should be removed and replaced with properly compacted fill. In-place density tests may be taken in the removal bottom areas where appropriate to provide data to help support and document the engineer/geologist's decision. PREPARATION OF FILL AREAS Prior to placing fill, and after the mandatory subexcavation operation, the surfaces of all areas to receive fill should be scarified and moisture treated to a depth of 6 inches or more. The soils should be brought to near optimum moisture content and compacted to a minimum relative compaction of 90 percent in accordance with ASTM D1557. PREPARATION OF SHALLOW FOOTING AREAS All footings should rest upon at least 24 inches of properly compacted fill material. The required overexcavation should extend at least 5 feet laterally beyond the footing lines, where reasonably possible. In instances where the lateral overexcavation may not be accomplished, this firm should be contacted to evaluate the effect. The bottom of this excavation should then be scarified and moisture treated to a depth of at least 6 inches, brought to near optimum moisture content and compacted to a minimum of 90 percent relative compaction in accordance with ASTM D1557 prior to refilling the excavation to the required grade as properly compacted fill. Thickness of compacted fill underneath foundations should not be allowed to vary by more than 50 percent for a single structure or 2 feet, whichever is less. In areas where, by virtue of grading, the fill thickness will exceed this maximum allowable differential, the subexcavation depths should be increased as necessary to reduce the differential fill thickness. This deepening of the subexcavation Page No. 17 Job No. 23001 NoorzayGeo may involve additional removals of native soils. A determination of specific structural areas that require additional subexcavation should be performed at the time of grading. In no case should footings for a single structure span from cut to fill conditions. All footing excavations should be observed by a representative of the project geotechnical engineer to verify that they have been excavated into compacted fill prior to placement of forms, reinforcement, or concrete. The excavations should be trimmed neat, level, and square. All loose, sloughed or moisture- softened soils should be removed from the excavations prior to placing of concrete. COMPACTED FILLS The on-site soils should provide adequate quality fill material provided they are free from organic matter and other deleterious materials. Rocks or similar irreducible material with a maximum dimension greater than 8 inches should not be used in compacted fills. If utilized, import fill should be inorganic, non-expansive granular soils free from rocks or lumps greater than 6 inches in maximum dimension. The contractor shall notify the geotechnical engineer of import sources sufficiently ahead of their use so that the sources can be observed and approved as to the physical characteristic of the import material. For all import material, the contractor shall also submit current verified reports from a recognized analytical laboratory indicating that the import has a "not applicable" potential for sulfate attack based upon current American Concrete Institute (ACI) criteria and is "mildly to moderately corrosive" to ferrous metal and copper. The reports shall be accompanied by a written statement from the contractor that the laboratory test results are representative of all import material that will be brought to the job. Fill should be spread in near-horizontal layers, approximately 8 inches thick. Thicker lifts may be approved by the geotechnical engineer if testing indicates that the grading procedures are adequate to achieve the required compaction. Each lift should be spread evenly, thoroughly mixed during spreading to attain uniformity of the material and moisture in each layer, brought to near optimum Page No. 18 Job No. 23001 NoorzayGeo moisture content and compacted to a minimum relative compaction of 90 percent in accordance with ASTM D1557. Based upon the relative compaction anticipated for compacted fill soils, we estimate compaction shrinkage of approximately 10 to 15 percent. Therefore, 1.10 cubic yards to 1.15 cubic yards of in- place soil material would be necessary to yield one cubic yard of properly compacted fill material. In addition, we would anticipate compaction subsidence of approximately 0.5 to 0.75 feet in the upper 5 feet. These values are exclusive of losses due to disposal of oversized material, stripping, tree removal or removal of other subsurface obstructions, if encountered, and may vary due to differing conditions within the project boundaries and the limitations of this investigation. Values presented for shrinkage and subsidence are estimates only. Final grades should be adjusted, and/or contingency plans to import or export material should be made to accommodate possible variations in actual quantities during site grading. SHALLOW FOUNDATION DESIGN If the site is prepared as recommended, the proposed structure may be safely founded on spread foundations, either individual spread footings and/or continuous wall footings, bearing on a minimum of 24 inches of compacted fill. Exterior footings should be a minimum of 24 inches wide and should be established at a minimum depth of 24 inches below the lowest adjacent final subgrade level. Exterior footing reinforcement should consist of at least four No. 5 reinforcing bars (two on top and two on bottom). The structural engineer may require additional reinforcement. Interior footings should be a minimum of 18 inches wide and should be established at a minimum depth of 18 inches below the lowest adjacent final subgrade level. Interior footings should consist of at least four No. 4 reinforcing bars (two on top and two on bottom). The structural engineer may require additional reinforcement. Page No. 19 Job No. 23001 NoorzayGeo For the minimum width of 18 inches and depth of 18 inches, footings may be designed for a maximum safe soil bearing pressure of 2,000 pounds per square foot (psf) for dead plus live loads. This allowable bearing pressure may be increased by 300 psf for each additional foot of width and 500 psf for each additional foot of depth to a maximum safe soil bearing pressure of 3,000 psf for dead plus live loads. These bearing values may be increased by one-third for wind or seismic loading. For footings thus designed and constructed, we would anticipate a maximum static settlement of less than one inch. Differential static settlement between similarly loaded adjacent footings is expected to be approximately half the total settlement over 40 feet. Static settlement is expected to occur during construction or shortly after. LATERAL LOADING AND RETAINING WALL DESIGN Resistance to lateral loads will be provided by passive earth pressure and base friction. For footings bearing against compacted fill, allowable passive earth pressure may be considered to be developed at a rate of 220 psf per foot of depth. Base friction may be computed at 0.28 times the normal load. Base friction and passive earth pressure may be combined without reduction. For unrestrained retaining wall conditions, an active earth pressure developed at a rate of 40 psf per foot of depth should be utilized for level backfill. For restrained retaining wall conditions, an at-rest earth pressure of 60 psf per foot of depth should be utilized for level backfill. The "at-rest" condition applies toward braced walls that are not free to tilt. The "active" condition applies toward unrestrained cantilevered walls where wall movement is anticipated. The structural designer should use judgment in determining the wall fixity and may utilize values interpolated between the at-rest and active conditions where appropriate. A triangular distribution of static earth pressures should be used in the design. Page No. 20 Job No. 23001 NoorzayGeo For walls 6 feet in height or greater, the seismic earth pressure should be considered in addition to the static earth pressure. This firm should be contacted should retaining walls greater than 6 feet in height be required for the project These values are applicable only to properly drained, level, backfill with no additional surcharge loadings and do not include a factor of safety other than conservative modeling of the soil strength parameters. For walls with uniform surcharge loading, including uniform traffic surcharge (located within a 1V:1H plane from the bottom of the wall), the increase in active pressure can be calculated as the product of 0.28 (Ka) and the surcharge load, q, (i.e., 0.28*q) for level backfill. The increase in at-rest pressure can be calculated as the product of 0.44 (K0) and the surcharge load, q for level conditions. The resulting additional surcharge pressure should be applied to the wall as a rectangular distribution, from top to bottom. Backfill behind retaining walls (within H/2 of the back of the wall, where H is the height of the wall) should consist of a soil of sufficient granularity that the backfill will properly drain. The granular soil should be classified per the USCS as GW, GP, SW, SP, SW-SM or SP-SM. Surface drainage should be provided to prevent ponding of water behind walls. A drainage system consisting of either of the following should be installed behind all retaining walls: 1. A 4-inch-diameter perforated PVC (Schedule 40) pipe or equivalent at the base of the stem encased in 2 cubic feet of granular drain material per linear foot of pipe or 2. Synthetic drains such as Enkadrain, Miradrain, Hydraway 300 or equivalent. Perforations in the PVC pipe should be 3/8 inch in diameter and facing down. Granular drain material should be wrapped with filter cloth such as Mirafi 140 or equivalent to prevent clogging of the drains Page No. 21 Job No. 23001 NoorzayGeo with fines. Walls should be waterproofed to prevent nuisance seepage. Water should outlet to an approved drain. SLABS-ON-GRADE To provide adequate support, concrete slabs-on-grade should bear on a minimum of 24 inches of compacted fill soil. The final pad surfaces should be rolled to provide smooth, dense surfaces. As a minimum, concrete slabs-on-grade should be 5 inches in thickness with No. 3 bars spaced 18 inches on center each way at mid-height of the slab. Slabs to receive moisture-sensitive coverings should be provided with a moisture vapor retarder/barrier. We recommend that a vapor retarder/barrier be designed and constructed according to the American Concrete Institute 302.1R, Concrete Floor and Slab Construction, which addresses moisture vapor retarder/barrier construction. At a minimum, the vapor retarder/barrier should comply with ASTM E1745 and have a nominal thickness of at least 10 mils. The vapor retarder/barrier should be properly sealed, per the manufacturer's recommendations, and protected from punctures and other damage. Per the Portland Cement Association (www.cement.org/tech/cct_con_vapor_retarders.asp), for slabs with vapor-sensitive coverings, a layer of dry, granular material (sand) should be placed under the vapor retarder/barrier. For slabs in humidity-controlled areas, a layer of dry, granular material (sand) should be placed above the vapor retarder/barrier. Concrete building slabs subjected to heavy loads, such as materials storage and/or forklift traffic, should be designed by a registered civil engineer competent in concrete design. A modulus of vertical subgrade reaction of 300 kips per cubic foot can be utilized in the design of slabs-on-grade for the proposed project. Flatwork Use of maximum control joint spacing of no more than 8.0 feet in each direction and a construction joint spacing of 10 to 12 feet should be used in the design of flatwork. Construction joints that abut Page No. 22 Job No. 23001 NoorzayGeo foundations or slabs should include a felt strip, or approved equivalent, that extends the full depth of the exterior slab. Exterior slabs are not required to be doweled into adjacent foundations. If the subgrade earth materials are allowed to become saturated, there is a risk of vertical differential movement of the exterior concrete hardscape, sidewalks, curbs / gutters, etc. Therefore, proper drainage should be established away from such improvements and minimal precipitation or irrigation water allowed to percolate into the earth materials adjacent to and/or under the exterior concrete flatwork or hardscape, curbs / gutters, etc. EXCAVATIONS The soils encountered within our exploratory excavations are generally classified as a Type "C" soil in accordance with the CAL/OSHA excavation standards. Unless specifically evaluated by our engineering geologist, all the trench excavations should be performed following the recommendation of CAL/OSHA (State of California, 2013) for Type "C" soil. Based upon a soil classification of Type "C", the temporary excavations should not be inclined steeper than 1-1/2 horizontal to 1 vertical for maximum trench depth of less than 20 feet. For trench excavations deeper than 20 feet or for soil conditions that differ from those described for Type "C" in the CAL/OSHA excavation standards, this firm should be contacted. TRENCH BEDDING AND BACKFILLS Trench Bedding Pipe bedding material should meet and be placed according to the current edition of the Standard Specifications for Public Works Construction "Greenbook" or other project specifications. Pipe bedding should be uniform, free-draining, granular material with a sand equivalent of at least 30. Proposed pipe bedding material should be evaluated to confirm sand equivalent values by this firm prior to use as pipe bedding material. Page No. 23 Job No. 23001 NoorzayGeo Backfill The on-site soils should provide quality backfill material provided they are free from organic matter and other deleterious materials. Rock or similar irreducible material with a maximum dimension greater than 8 inches should not be buried or placed in backfills. Fill to be compacted by heavy equipment should be spread in near-horizontal layers, approximately 8 inches in thickness. For fill to be compacted by hand-operated equipment, thinner lifts, 4 to 6 inches in thickness, should be utilized. Each lift should be spread evenly, brought to near optimum moisture content, and compacted to a minimum relative compaction of 90 percent in accordance with ASTM D1557. To avoid pumping, backfill material should be mixed and moisture conditioned outside of the excavation prior to lift placement in the trench. Soils required to be compacted to at least 95 percent relative compaction, such as pavement subgrade, should be moisture treated to near optimum moisture content not exceeding 2 percent above optimum. A controlled low-strength material could be considered to fill any cavities, such as voids created by caving or undermining of soils beneath existing improvements or pavement to remain, or any other areas that would be difficult to properly backfill. POTENTIAL EROSION AND DRAINAGE The potential for erosion should be mitigated by proper drainage design. The site should be graded so that surface water flows away from structures at a minimum gradient of 5 percent for a minimum distance of 10 feet from structures. Impervious surfaces within 10 feet of structures should be sloped a minimum of 2 percent away from the building. Water should not be allowed to flow over graded areas or natural areas so as to cause erosion. Graded areas should be planted or otherwise protected from erosion by wind or water. Page No. 24 Job No. 23001 NoorzayGeo SOIL CORROSION A selected sample of material was delivered to Project X Corrosion Engineering for preliminary corrosivity analysis. Laboratory testing consisted of pH, resistivity, chlorides, and sulfates. The results of the laboratory tests appear in Appendix C. The result from the resistivity test indicates a "moderately corrosive" condition to ferrous metals. Specific corrosion control measures, such as coating of the pipe with non-corrosive material or alternative non-metallic pipe material, are considered necessary. Results of the soluble sulfate testing indicate a Class S0 anticipated exposure to sulfate attack. Based on the criteria from Table 19.3.2.1 of the American Concrete Institute Manual of Concrete Practice (2014), special measures, such as specific cement types or water-cement ratios, will not be needed for this Class S0 exposure to sulfate attack. The soluble chloride content of the soils tested was not at levels high enough to be of concern with respect to corrosion of reinforcing steel. The results should be considered in combination with the soluble chloride content of the hardened concrete in determining the effect of chloride on the corrosion of reinforcing steel. Noorzay Geotechnical Services does not practice corrosion engineering. If further information concerning the corrosion characteristics, or interpretation of the results submitted herein, is required, then a competent corrosion engineer could be consulted. PRELIMINARY FLEXIBLE PAVEMENT DESIGN The following recommended structural sections were calculated based on traffic indices (TIs) provided in the Caltrans Highway Design Manual, Minimum TIs for Safety Roadside Rest Areas, Table 613.5B (Caltrans, 2012). Based upon an estimated R-value of 20, the structural sections tabulated below should provide satisfactory asphalt concrete pavement. Page No. 25 Job No. 23001 NoorzayGeo Preliminary Flexible Pavement Design Usage TI R-Value Recommended Structural Section Auto Parking Areas 5.0 20 0.25' HMA/0.60' Class 2 AB Auto Roads 5.5 0.25' HMA/0.80' Class 2 AB Truck Parking Areas 6.0 0.30' HMA/0.90' Class 2 AB Truck Ramps and Roads 8.0 0.40' HMA/1.25' Class 2 AB HMA = hot mix asphalt AB = aggregate base The above structural sections are predicated upon proper compaction of the utility trench backfills and the subgrade soils, with the upper 6 inches of subgrade soils and all aggregate base material brought to a minimum relative compaction of 95 percent in accordance with ASTM D1557 prior to paving. The aggregate base should meet Caltrans requirements for Class 2 base. It should be noted that the above pavement designs were based upon an estimated R-value and should be verified by sampling and testing during construction when the actual subgrade soils are exposed. Noorzay Geotechnical Services, Inc. does not practice traffic engineering. The TIs used to develop the recommended pavement sections are typical for projects of this type. We recommend that the project civil engineer or traffic engineer review the TIs to verify that they are appropriate for this project. PRELIMINARY RIGID PAVEMENT DESIGN Based on an estimated R-value of 20 (California Bearing Ratio of 3), we recommend the following Portland cement concrete pavement designs. This design is based on the ACI Guide for the Design and Construction of Concrete Parking Lots (ACI 330R-08). Page No. 26 Job No. 23001 NoorzayGeo Preliminary Rigid Pavement Design Design Area Recommended Section Car Parking and Access Lanes ADTT = 1 (Category A) 4.5" PCC/Compacted Soil Truck Parking Areas ADTT = 300 (Category B) 6.5" PCC/Compacted Soil Truck Parking Areas ADTT = 700 (Category C) 7.0" PCC/Compacted Soil ADTT = Average Daily Truck Traffic The above recommended concrete sections are based on a design life of 20 years, with integral curbs or thickened edges. In addition, the above structural sections are predicated upon proper compaction of the utility trench backfills and the subgrade soils, with the upper 12 inches of subgrade soils brought to a uniform relative compaction of 95 percent (ASTM D1557). Slab edges that will be subject to vehicle loading should be thickened at least 2 inches at the outside edge and tapered to 36 inches back from the edge. Typical details are given in the ACI Guide for the Design and Construction of Concrete Parking Lots (ACI 330R-08). Alternatively, slab edges subject to vehicle loading should be designed with dowels or other load transfer mechanism. Thickened edges or dowels are not necessary where new pavement will abut areas of curb and gutter, buildings or other structures preventing through-vehicle traffic and associated traffic loads. The concrete sections may be placed directly over a compacted subgrade prepared as described above. The concrete to be utilized for the concrete pavement should have a minimum modulus of rupture of 590 pounds per square inch. This approximates a 28-day compressive strength of 3,500 pounds per square inch. However, the design strength should be based upon the modulus of rupture and not the compressive strength. Contraction joints should be sawcut in the pavement at maximum spacing of 30 times the thickness of the slab, up to a maximum of 15 feet. Saw cutting in the pavement should be Page No. 27 Job No. 23001 NoorzayGeo performed within 12 hours of concrete placement, or preferably sooner. Saw cut depths should be equal to approximately one-quarter of the slab thickness for conventional saws or 1 inch when early- entry saws are utilized on slabs 9 inches thick or less. The use of plastic strips for formation of jointing is not recommended. The use of expansion joints is not recommended, except where the pavement will adjoin structures. Construction joints should be constructed such that adjacent sections butt directly against each other and are keyed into each other or the joints are properly doweled with smooth dowels. It should be noted that distributed steel reinforcement (welded wire fabric) is not necessary, nor will any decrease in section thickness result from its inclusion. The above pavement designs were based upon an estimated R-value and should be verified by sampling and testing during construction when the actual subgrade soils are exposed. Noorzay Geotechnical Services, Inc. does not practice traffic engineering. The ADTT values used to develop the recommended PCC pavement sections are typical for projects of this type. We recommend that the ADTT values used be reviewed by the project civil engineer or traffic engineer to verify that they are appropriate for this project. ADJACENT PROPERTIES STATEMENT Based on our field investigation and laboratory testing results, it is our opinion that the proposed development will be safe against hazards from landslide, settlement or slippage and the proposed construction will have no adverse effect on the geologic stability of the adjacent properties or future developments provided the recommendations presented in this report are followed. FOUNDATION PLAN REVIEW It is recommended that we review the foundation plans for the proposed structures as they become available. The purpose of this review is to determine if these plans have been prepared in accordance with the recommendations contained in this report. This review will also provide us an opportunity to submit additional recommendations as conditions warrant. Page No. 28 Job No. 23001 NoorzayGeo GRADING PLAN REVIEW The project civil engineer should review this report, incorporate critical information on to the grading plan and reference this geotechnical study, by company name, project number and report date, on the grading plan. Final grading plans should be reviewed by us when they become available to address the suitability of our grading recommendations with respect to the proposed development. CONSTRUCTION OBSERVATION All grading operations, including site clearing and stripping, should be observed by a representative of the geotechnical engineer. The geotechnical engineer's field representative will be present to provide observation and field testing and will not supervise or direct any of the actual work of the contractor, his employees, or agents. Neither the presence of the geotechnical engineer's field representative nor the observations and testing by the geotechnical engineer shall excuse the contractor in any way for defects discovered in his work. It is understood that the geotechnical engineer will not be responsible for job or site safety on this project, which will be the sole responsibility of the contractor. Page No. 29 Job No. 23001 NoorzayGeo LIMITATIONS Noorzay Geotechnical Services has striven to perform our services within the limits prescribed by our client, and in a manner consistent with the usual thoroughness and competence of reputable geotechnical engineers and engineering geologists practicing under similar circumstances. No other representation, express or implied, and no warranty or guarantee is included or intended by virtue of the services performed or reports, opinion, documents, or otherwise supplied. This report reflects the testing conducted on the site as the site existed during the investigation, which is the subject of this report. However, changes in the conditions of a property can occur with the passage of time, due to natural processes or the works of man on this or adjacent properties. Changes in applicable or appropriate standards may also occur whether as a result of legislation, application, or the broadening of knowledge. Therefore, this report is indicative of only those conditions tested at the time of the subject investigation, and the findings of this report may be invalidated fully or partially by changes outside of the control of Noorzay Geotechnical Services, Inc. This report is therefore subject to review and should not be relied upon after a period of one year. The conclusions and recommendations in this report are based upon observations performed and data collected at separate locations, and interpolation between these locations, carried out for the project and the scope of services described. It is assumed and expected that the conditions between locations observed and/or sampled are similar to those encountered at the individual locations where observation and sampling was performed. However, conditions between these locations may vary significantly. Should conditions that appear different than those described herein be encountered in the field by the client or any firm performing services for the client or the client's assign, this firm should be contacted immediately in order that we might evaluate their effect. If this report or portions thereof are provided to contractors or included in specifications, it should be understood by all parties that they are provided for information only and should be used as such. Page No. 30 Job No. 23001 NoorzayGeo The report and its contents resulting from this investigation are not intended or represented to be suitable for reuse on extensions or modifications of the project, or for use on any other project. Page No. 31 Job No. 23001 NoorzayGeo CLOSURE We appreciate this opportunity to be of service and trust this report provides the information desired at this time. Should questions arise, please do not hesitate to contact this office. Respectfully submitted, Noorzay Geotechnical Services, Inc. Richard George, C.E.G. 2516 Consulting Geologist Maihan Noorzay, G.E. 3085 Principal Engineer Page No. 32 Job No. 23001 NoorzayGeo REFERENCES American Concrete Institute, 2014, Building Code Requirements for Structural Concrete (ACI 318- 14), Commentary on Building Code Requirements for Structural Concrete (ACI 318R-14), American Concrete Institute California, State of, Department of Water Resources, 2023, http://www.water.ca.gov/waterdatalibrary. California Water Resources Control Board, 2023, Geotracker website https://geotracker.waterboards.ca.gov Coduto, Donald P., 1998, Geotechnical Engineering Principles and Practices: Prentice-Hall, Inc., New Jersey. Coduto, Donald P., 2001, Foundation Design, Principles and Practices 2nd Edition, Prentice-Hall. International Conference of Building Officials, 2019, California Building Code, 2019 Edition: Whittier, California. Structural Engineers Association of California, 2023, OSHPD Seismic Design Maps, interactive website, https://seismicmaps.org U.S. Department of Homeland Security, Federal Emergency Management Administration, 2008, Panel 06073C 8665H, Scale 1:6,000. U.S. Department of the Interior, Geological Survey, 2023, Unified Hazard Tool Interactive Website, https://earthquake.usgs.gov/hazards/interactive/ U.S. Department of the Interior, Geological Survey, Morton, D.M., 2003, Geologic Map of the Fontana 7.5’ Quadrangle, San Bernardino and Riverside Counties, California, Open File Report 03-418, Scale 1:24,000. U.S. Department of the Interior, Geological Survey, Morton, D.M, and F.K. Miller, 2006 Geologic Map of the San Bernardino and Santa Ana 30’ x 60’ Quadrangles, California, Open File Report, 2006- 1217, Scale: 1:100,000 U.S. Department of the Interior, Geological Survey, 2021, Fontana Quadrangle, California, 7.5-minute Series (Topographic), Scale: 1:24,000. U.S. Department of the Interior, Geological Survey, 2021, Sunnymead Quadrangle, California, 7.5- minute Series (Topographic), Scale: 1:24,000. Page No. 33 Job No. 23001 NoorzayGeo Yi, F., 2017, GeoSuite, version 2.4 Youd, T. L. and Idriss, I. M. (2001), "Liquefaction Resistance of Soil: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils", Journal of Geotechnical and Geoenvironmental Engineering, Vol 127, No. 10. NoorzayGeo APPENDIX A MAPS NoorzayGeo APPENDIX B EXPLORATORY LOGS Project Number: Date:1/6/23 Logged By:MN Type of Rig:Drive Wt.:140 lbs. Elevation:1057 ± Drill Hole Dia.:Drop:30" Boring Depth (ft.): 21.5 Sa m p l e T y p e Pe n e t r a t i o n Re s i s t a n c e So i l Cl a s s i f i c a t i o n Dr y D e n s i t y (I b / f t 3) Mo i s t u r e Co n t e n t ( % ) Li t h o l o g y Gr o u n d w a t e r SM Qaf R 8 ML Qyfl 88 102.9 1.5 R 21 GP 3542 D 1.3 R 35 SM/ML 2620 98.9 1.3 R 5 SM 2027 107.4 10.6 End of boring at 21.5' bgs No groundwater encountered Moderate to severe caving noted Backfilled with soil cuttings 2 Artificial Fill: 1 Silty sand, brown, moist, loose, with gravels SUBSURFACE EXPLORATION LOGExploratory Boring No. 1 De p t h ( f t . ) Description 23001 CME 75 Truck 8" 5 6 3 4 Sandy silt, tan, dry, stiff, only 5 rings recovered Young Alluvial Fan Deposits of Lytle Creek: 7 8 9 10 11 Poorly graded gravel, gray, dry, dense, large cobble, disturbed sample 12 21 18 13 19 14 Silty sand, gray brown, moist, medium dense, fine to medium sand 22 23 Silty sand to sandy silt with gravel, tan brown, moist, medium dense to hard15 16 17 20 24 S - SPT Sample R - Ring Sample B - Bulk Sample N - Nuclear Gauge Test D - Disturbed Sample Project Number: Date:1/6/23 Logged By:MN Type of Rig:Drive Wt.:140 lbs. Elevation:1054 ± Drill Hole Dia.:Drop:30" Boring Depth (ft.): 51.5 Sa m p l e T y p e Pe n e t r a t i o n Re s i s t a n c e So i l Cl a s s i f i c a t i o n Dr y D e n s i t y (I b / f t 3) Mo i s t u r e Co n t e n t ( % ) Li t h o l o g y Gr o u n d w a t e r B SM Qaf 0-5' SM Qyfl S 31 3635 S 4 ML 44 S 4 56 S 5 87 24 S - SPT Sample R - Ring Sample B - Bulk Sample N - Nuclear Gauge Test D - Disturbed Sample 23 20 21 22 … tan brown to gray, moist to dry, very fine sand 18 19 16 17 …tan brown, moist, stiff, very fine sand 14 15 11 12 13 Sandy silt, brown to light brown, moist, firm, very fine sand 9 10 7 8 4 5 6 Young Alluvial Fan Deposits of Lytle Creek: Silty sand with gravel, tan brown, moist, very dense, very fine sand 2 3 1 Silty sand, brown, moist, loose to medium dense SUBSURFACE EXPLORATION LOGExploratory Boring No. 2 De p t h ( f t . ) Description Artificial Fill: 23001 CME 75 Truck 8" Project Number: Date:1/6/23 Logged By:MN Type of Rig:Drive Wt.:140 lbs. Elevation:1054 ± Drill Hole Dia.:Drop:30" Boring Depth (ft.): 51.5 Sa m p l e T y p e Pe n e t r a t i o n Re s i s t a n c e So i l Cl a s s i f i c a t i o n Dr y D e n s i t y (I b / f t 3) Mo i s t u r e Co n t e n t ( % ) Li t h o l o g y Gr o u n d w a t e r ML Qyfl S 10 14 9 S 14 SM 22 12 S 9 14 14 S 7 11 13 S 7 ML11 14 S - SPT Sample R - Ring Sample B - Bulk Sample N - Nuclear Gauge Test D - Disturbed Sample 48 42 43 46 47 44 45 Sandy silt, brown, moist, very stiff 39 40 …same, no gravels noted 41 37 38 35 36 33 34 …gray brown, trace small gravels, dry to moist, medium dense, fine sand 31 32 Silty sand, orange brown, with gravels, fine sand, dense 29 30 27 28 Young Alluvial Fan Deposits of Lytle Creek (con't): 25 26 Sandy silt, reddish brown, moist, medium dense to very stiff, fine sand De p t h ( f t . ) Description SUBSURFACE EXPLORATION LOGExploratory Boring No. 2 (con't.) 23001 CME 75 Truck 8" Project Number: Date:1/6/23 Logged By:MN Type of Rig:Drive Wt.:140 lbs. Elevation:1054 ± Drill Hole Dia.:Drop:30" Boring Depth (ft.): 51.5 Sa m p l e T y p e Pe n e t r a t i o n Re s i s t a n c e So i l Cl a s s i f i c a t i o n Dr y D e n s i t y (I b / f t 3) Mo i s t u r e Co n t e n t ( % ) Li t h o l o g y Gr o u n d w a t e r ML Qyfl S 8 15 19 No groundwater encountered Moderate to severe caving noted 72 S - SPT Sample R - Ring Sample B - Bulk Sample N - Nuclear Gauge Test D - Disturbed Sample 70 71 67 68 69 65 66 62 63 64 58 59 60 61 55 56 57 54 Young Alluvial Fan Deposits of Lytle Creek (con't): 49 50 51 End of boring at 51.5' bgs 52 53 Backfilled with soil cuttings Sandy silt, orange brown, moist, hard, fine sand De p t h ( f t . ) Description SUBSURFACE EXPLORATION LOGExploratory Boring No. 2 (con't.) 23001 CME 75 Truck 8" Project Number: Date:1/6/23 Logged By:MN Type of Rig:Drive Wt.:140 lbs. Elevation:1054 ± Drill Hole Dia.:Drop:30" Boring Depth (ft.): 21.5 Sa m p l e T y p e Pe n e t r a t i o n Re s i s t a n c e So i l Cl a s s i f i c a t i o n Dr y D e n s i t y (I b / f t 3) Mo i s t u r e Co n t e n t ( % ) Li t h o l o g y Gr o u n d w a t e r SM Qaf SM Qyfl R 35 45 50/5.5"119.2 5.5 R 24 SM/ML 33 30 D 0.7 R 14 SP/SM 18 29 108.6 1.4 R 14 GM 21 37 122.8 2.4 23 18 Moderate caving noted 20 21 19 Backfilled with soil cuttings Silty gravel, reddish brown to orange brown, moist, dense, gravels to 3" 24 S - SPT Sample R - Ring Sample B - Bulk Sample N - Nuclear Gauge Test D - Disturbed Sample 17 End of boring at 21.5' bgs No groundwater encountered22 Poorly graded sand to silty sand, gray, moist to dry, medium dense, medium to coarse sand 16 12 13 14 15 …disturbed sample, silty sand to sandy silt with gravel, tan brown, moist, only rocks and gravel in the sample, dense to hard11 7 8 9 10 SUBSURFACE EXPLORATION LOGExploratory Boring No. 3 23001 CME 75 Truck Artificial Fill: 8" De p t h ( f t . ) Description 1 2 5 Silty sand with gravel, brown, moist, loose 3 …tan brown 4 6 Young Alluvial Fan Deposits of Lytle Creek: Silty sand with gravel, gray to brown, moist, very dense, fine sand Project Number: Date:1/6/23 Logged By:MN Type of Rig:Drive Wt.:140 lbs. Elevation:1057 ± Drill Hole Dia.:Drop:30" Boring Depth (ft.): 8 Sa m p l e T y p e Pe n e t r a t i o n Re s i s t a n c e So i l Cl a s s i f i c a t i o n Dr y D e n s i t y (I b / f t 3) Mo i s t u r e Co n t e n t ( % ) Li t h o l o g y Gr o u n d w a t e r SM Qaf SP-SM Qyfl B 7-8' 24 S - SPT Sample R - Ring Sample B - Bulk Sample N - Nuclear Gauge Test D - Disturbed Sample 22 23 20 21 18 19 16 17 14 15 12 13 10 11 Slight caving observed 8 9 6 7 End of boring at 8' bgsPerforated pipe installed and used for percolation test No groundwater encountered Poorly graded sand to silty sand with gravel, tan brown, moist 4 5 Young Alluvial Fan Deposits of Lytle Creek: …gray brown, with gravel, trace cobbles 1 2 3 Silty sand, brown, moist, loose to medium dense Artificial Fill: De p t h ( f t . ) Description SUBSURFACE EXPLORATION LOGPercolation Test No. 1 23001 CME 75 Truck 8" Project Number: Date:1/6/23 Logged By:MN Type of Rig:Drive Wt.:140 lbs. Elevation:1056 ± Drill Hole Dia.:Drop:30" Boring Depth (ft.): 8 Sa m p l e T y p e Pe n e t r a t i o n Re s i s t a n c e So i l Cl a s s i f i c a t i o n Dr y D e n s i t y (I b / f t 3) Mo i s t u r e Co n t e n t ( % ) Li t h o l o g y Gr o u n d w a t e r SM Qaf SM Qyfl B 7-8' 3 Silty sand, brown, moist, some gravel Artificial Fill: 1 De p t h ( f t . ) Description 2 SUBSURFACE EXPLORATION LOGPercolation Test No. 2 23001 CME 75 Truck 8 End of boring at 8' bgs 4 5 6 7 Young Alluvial Fan Deposits of Lytle Creek: 8" Silty sand, tan brown, moist, with gravel 9 Perforated pipe installed and used for percolation test No groundwater encountered 10 Slight caving observed 11 12 13 14 15 16 17 18 19 20 S - SPT Sample R - Ring Sample B - Bulk Sample N - Nuclear Gauge Test D - Disturbed Sample 24 23 21 22 Project Number: Date:1/6/23 Logged By:MN Type of Rig:Drive Wt.:140 lbs. Elevation:1056 ± Drill Hole Dia.:Drop:30" Boring Depth (ft.): 5 Sa m p l e T y p e Pe n e t r a t i o n Re s i s t a n c e So i l Cl a s s i f i c a t i o n Dr y D e n s i t y (I b / f t 3) Mo i s t u r e Co n t e n t ( % ) Li t h o l o g y Gr o u n d w a t e r SM Qaf B SM Qyfl 4-5' 8" Silty sand with gravel, tan brown, moist Perforated pipe installed and used for percolation test No groundwater encountered End of boring at 5' bgs 2 3 Silty sand, brown, moist 11 SUBSURFACE EXPLORATION LOGPercolation Test No. 3 23001 CME 75 Truck No caving observed De p t h ( f t . ) Description 4 5 Young Alluvial Fan Deposits of Lytle Creek: Artificial Fill: 1 6 9 10 8 7 12 13 14 15 16 17 18 19 20 21 22 23 S - SPT Sample R - Ring Sample B - Bulk Sample N - Nuclear Gauge Test D - Disturbed Sample 24 Project Number: Date:1/6/23 Logged By:MN Type of Rig:Drive Wt.:140 lbs. Elevation:1055 ± Drill Hole Dia.:Drop:30" Boring Depth (ft.): 5 Sa m p l e T y p e Pe n e t r a t i o n Re s i s t a n c e So i l Cl a s s i f i c a t i o n Dr y D e n s i t y (I b / f t 3) Mo i s t u r e Co n t e n t ( % ) Li t h o l o g y Gr o u n d w a t e r SM Qaf B SM Qyfl 4-5' No caving observed De p t h ( f t . ) Description SUBSURFACE EXPLORATION LOGPercolation Test No. 4 23001 CME 75 Truck 8" 4 5 Artificial Fill: 1 Silty sand, brown, moist 2 3 Young Alluvial Fan Deposits of Lytle Creek: Silty sand with gravel, tan brown, moist End of boring at 5' bgs …tan brown, some gravel 12 6 7 8 Perforated pipe installed and used for percolation testNo groundwater encountered 9 10 11 16 13 14 15 20 19 17 18 21 S - SPT Sample R - Ring Sample B - Bulk Sample N - Nuclear Gauge Test D - Disturbed Sample 22 23 24 NoorzayGeo APPENDIX C LABORATORY TESTING Job Name: Juniper Ave.Tested By :M. Noorzay Job Number: 23001 Date Completed:1/12/23 Sampled By:M. Noorzay Input By:M. Noorzay Date Sampled:1/6/23 B-1 B-1 B-1 B-1 5 10 15 20 1 2 3 4 RING RING RING RING ML GP SM/ML SM 1 DISTURBED 2 3 171.4 332.4 565.8 2.657E-03 5.315E-03 7.972E-03 45.5 91.0 136.5 125.9 241.4 429.3 104.4 100.1 118.7 6.5 4.8 50.1 1 2 3 4 0.0 0.0 0.0 0.0 250.0 172.9 250.0 250.0 246.2 170.6 246.9 226.1 3.8 2.3 3.1 23.9 1.5 1.3 1.3 10.6 102.9 DISTURBED 98.9 107.4 Dry Density (pcf) Container Number Tare (gms) Wet Soil + Tare (gms) Dry Soil + Tare (gms) Weight of Water (gms) Water Content (%) % Saturation (Assumed Gs=2.7) Boring Number Sample Depth (ft) Sample Number Sample Type USCS Description Number of Rings Total Weight of Rings + Soil (gms) Volume of Rings(ft3)(1r = 0.0027 ft3) Weight of Rings (gms)(1r = 45.497 g) Weight of Soil (gms) Wet Density (pcf) In-Situ Moisture Content and Dry Density ASTM D2937 Job Name: Juniper Ave.Tested By :M. Noorzay Job Number: 23001 Date Completed:1/12/23 Sampled By:M. Noorzay Input By:M. Noorzay Date Sampled:1/6/23 B-3 B-3 B-3 B-3 5 10 15 20 5 6 7 8 RING RING RING RING SM SM/ML SP/SM GM 3 DISTURBED 3 3 591 534.5 591.3 7.972E-03 7.972E-03 7.972E-03 136.5 136.5 136.5 454.5 398.0 454.8 125.7 110.1 125.8 35.8 6.7 17.5 1 2 3 4 0.0 0.0 0.0 0.0 250.0 206.3 250.0 250.0 237 204.8 246.6 244.1 13.0 1.5 3.4 5.9 5.5 0.7 1.4 2.4 119.2 DISTURBED 108.6 122.8 In-Situ Moisture Content and Dry Density ASTM D2937 % Saturation (Assumed Gs=2.7) Boring Number Sample Depth (ft) Sample Number Sample Type USCS Description Number of Rings Total Weight of Rings + Soil (gms) Volume of Rings(ft3)(1r = 0.0027 ft3) Weight of Rings (gms)(1r = 45.497 g) Weight of Soil (gms) Wet Density (pcf) Dry Density (pcf) Container Number Tare (gms) Wet Soil + Tare (gms) Dry Soil + Tare (gms) Weight of Water (gms) Water Content (%) Job Name: Juniper Ave.Tested By :M. Noorzay Job Number: 23001 Date Completed: Sampled By:M. Noorzay Input By:M. Noorzay Date Sampled:1/6/23 B-2 5 B-2 10 B-2 20 B-2 25 B-2 30 B-2 45 P-1 7-8 P-2 7-8 P-3 4-5 P-4 4-5 243.6 SP-SM214.3 12.0 246.1 201.3 230.8 Note: Report the material passing the 75-μm (No. 200) sieve by washing to the nearest 0.1%. If greater than 10%, report to the nearest 1%. Calculation for Percent of Material Finer than 75-μm (No. 200) Sieve by Washing: Where: A= Percent of Material Finer than 75-μm (No.200) Sieve by Washing B= Original Dry Mass of Sample (g) C= Dry Mass of Sample after Washing (g) 63.7 18.2 23.8 USCS SM ML ML SM ML SM SM ML No. 200 Wash ASTM D 1140 A= % Passing #200 244.1 168.1 B= Original Dry Mass (g) C= Wash Dry Mass (g) 26.3 50.2 57.7 31.1 Depth (ft.)Boring No. 1/12/23 66.7 233.6 84.8 231.9 226.5 111.5 307.2 223.8 98 237.5 79.2 175.8 240.7 169.1 29.7 SM 100´-=B CBA Job Name: Juniper Ave.Tested By :M. Noorzay Job Number: 23001 Date Completed: Sampled By:M. Noorzay Input By:M. Noorzay Date Sampled:1/6/23 Sample Number:B-2 @ 0-5' Sample Description:Silty Sand (SM) Trial Number 1 2 3 4 Compaction Method Water Added (%)2 4 6 8 ASTM D1557 X Weight of Soil + Mold (grams)6132.672 6214.32 6187.104 6123.6 ASTM D698 Weight of Mold (grams)4117.9 4117.9 4117.9 4117.9 Weight of Wet Soil (grams)2014.772 2096.42 2069.204 2005.7 Wet Density (pcf)133.3 138.7 136.9 132.7 Method B Container ID 1 2 3 4 Mold Size 4 Wet Soil + Container (grams)200 200 200 200 Mold Vol.0.0333333 Dry Soil + Container (grams)188.3 184.5 181.6 178.4 Weight of Container (grams)0 0 0 0 Weight of Dry Soil (grams)188.3 184.5 181.6 178.4 Weight of Water (grams)11.7 15.5 18.4 21.6 Preparation Method Moisture Content (%)6.2 8.4 10.1 12.1 Moist X Dry Density (pcf)125.5 127.9 124.3 118.3 Dry Maximum Dry Density (pcf)127.9 Optimum Moisture Content (%)8.4 Maximum Dry Density w/ Rock Correction (pcf)130.1 Optimum Moisture Content w/ Rock Correction (%)8.0 7.6%N/A 5 1/12/23 Modified Proctor ASTM D1557 80 90 100 110 120 130 140 0 10 20 30 DR Y D E N S I T Y ( p c f ) MOISTURE CONTENT (% ) 2.80 2.70 2.60 METHOD B Percent Retained on 3/8" Sieve: Mold : 4 in. (101.6 mm) diameter Layers : 5 (Five) Blows per layer : 25 (Twenty-five) Job Name: Juniper Ave.Tested By :M. Noorzay Job Number: 23001 Date Completed: Sampled By:M. Noorzay Input By:M. Noorzay Date Sampled:1/6/23 Sample Number:B-2 @ 0-5' Sample Description:Silty Sand (SM) 1 2 3 Peak Ultimate B-2 B-2 B-2 Friction, phi (Deg)36.6 34.9 0-5 0-5 0-5 Cohesion (psf)86.4 58.1 Sample Type:RM Normal Stress (psf)1000 2000 4000 Method:Drained Maximum Shear Stress (psf)867 1517 3078 Consolidation:Yes Ultimate Shear Stress (psf)867 1288 2905 Saturation:Yes SM SM SM Strain Rate (in/min):0.005 Depth (in/ft.) Soil Type Direct Shear ASTM D3080 Samples Tested Boring ID 1/12/23 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 0 500 1000 1500 2000 2500 3000 3500 4000 4500 Sh e a r S t r e s s ( p s f ) Normal Stress (psf) Peak Ultimate 0 500 1000 1500 2000 2500 3000 3500 4000 0.00 0.05 0.10 0.15 0.20 0.25 0.30 Sh e a r S t r e s s ( p s f ) Displacement Shear Stress v. Displacement 1,000 2,000 4,000 Project X REPORT S230110A Corrosion Engineering Page 2 Corrosion Control – Soil, Water, Metallurgy Testing Lab 29990 Technology Dr., Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com Soil Analysis Lab Results Client: Noorzay Geotechnical Services, Inc. Job Name: Fontana Business Center 3, Juniper Ave, Fontana CA Client Job Number: NGS# 23001 Project X Job Number: S230110A January 12, 2023 Method ASTM G51 Bore# / Description Depth pH (ft)(mg/kg)(wt%)(mg/kg)(wt%)(Ohm-cm)(Ohm-cm) B-2 SM/ML 0-5 177.5 0.0178 85.8 0.0086 24,790 7,370 7.3 ASTM G187 ASTM D4327 ASTM D4327 Resistivity As Rec'd | Minimum Sulfates SO42- Chlorides Cl- Cations and Anions, except Sulfide and Bicarbonate, tested with Ion Chromatography mg/kg = milligrams per kilogram (parts per million) of dry soil weight ND = 0 = Not Detected | NT = Not Tested | Unk = Unknown Chemical Analysis performed on 1:3 Soil-To-Water extract PPM = mg/kg (soil) = mg/L (Liquid) NoorzayGeo APPENDIX D GEOTECHNICAL CALCULATIONS Project: Location: Job Number:Boring No.:Enclosure: Seismic Settlement Potential - SPT Data Juniper Warehouse Building Juniper Ave., Fontana, CA 23001 B-2 D-1 GeoSuite© Version 2.2.2.15. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 - 2023 GeoAdvanced . All rights reserved _Commercial Copy Prepared at 1/23/2023 3:21:40 PM C: \ U s e r s \ m a i h a n \ O n e D r i v e \ N G S \ P r o j e c t s \ 2 0 2 3 \ 2 3 0 0 1 - F o n t a n a B u s i n e s s C e n t e r 3 - J u n i p e r A v e \ g e o s u i t e \ G e o S u i t e _ 2 3 0 0 1 _ B - 2 . c s v 5 10 15 20 25 30 35 40 45 50 De p t h ( f t ) SM ML ML-SM Earthquake & Groundwater Information: Magnitude = 7.09 Max. Acceleration = 0.798 g Project GW = 100 ft Maximum Settlement = 0.15 in Settlement at Bottom of Footing = 0.15 in Liquefaction: Idriss & Boulanger (2008) Settl.: Pradel (1998) Lateral spreading: Idriss & Boulanger (2008) M correction: [Sand] Boulanger & Idriss(2004) σv correction: Idriss & Boulanger (2008) Stress reduction: Idriss & Boulanger (2008) SM ML ML-SM ML-SM SM ML-SM USCS N = 25 Class = D _ 0 20 40 N60|(N1)60 0 40 80 DR (%) 0 0.5 1 τav(tsf) 0 0.5 1 CSR7.5|CRR7.5 0 0.05 0.1 γmax (%)Pd 0 0.05 0.1 εv (%)Pd 0 0.05 0.1 ΣSi(in)Pd NoorzayGeo APPENDIX E PERCOLATION TEST DATA Enclosure E-1 Job No. 23001 NoorzayGeo BORING NUMBER:P-1 LOT No:N/A TRACT No: N/A CLIENT: PROJECT: 8.0 DATE OF TESTING:8.0 DRILLED BY:3.0 TESTED BY:8.0 0.50 0.57 Time Total Initial Final Change Initial Final Percolation Infiltration Corrected Infiltration Interval Elapsed Water Water in Water Hole Hole Rate rate rate* Time Level Level Level Depth Depth (Porchet Method)(Gravel Packing) (min.)(min.)(ft.)(ft.)(ft.)(ft.)(ft.)(min./in.)(in/hr)(in/hr) 4 0 3.25 7.45 4.20 8.0 8.0 0.08 44.7 25.5 3 7 4.90 7.4 2.50 8.0 8.0 0.10 49.6 28.3 10 17 4.61 8.00 3.39 8.0 8.0 0.25 21.9 12.5 10 27 4.45 8.00 3.55 8.0 8.0 0.23 21.9 12.5 10 37 5.59 8.00 2.41 8.0 8.0 0.35 21.1 12.0 10 47 5.77 8.00 2.23 8.0 8.0 0.37 20.9 11.9 10 57 5.75 8.00 2.25 8.0 8.0 0.37 20.9 11.9 10 67 4.58 8.00 3.42 8.0 8.0 0.24 21.9 12.5 * Gravel packing correction applied per SB County EHS On-Site Waste Water Disposal System Soil Percolation (PERC) Test Report Standards: Suitability of Lots and Soils for Use of Leachlines or Seepage Pits, dated August 1992 % VOID (Rock Backfill): GRAVEL PACKING January 6, 2023 DEPTH AFTER (ft.): MN PVC PIPE DIA. (in.): MN PERC HOLE DIA. (in.): PERCOLATION TEST DATA DATE OF DRILLING:January 6, 2023 DEPTH BEFORE (ft.): Warehouse building at Juniper Avenue Fontana, California 92336 Chase Development Enclosure E-2 Job No. 23001 NoorzayGeo BORING NUMBER:P-2 LOT No:N/A TRACT No: N/A CLIENT: PROJECT: 8.0 DATE OF TESTING:8.0 DRILLED BY:3.0 TESTED BY:8.0 0.50 0.57 Time Total Initial Final Change Initial Final Percolation Infiltration Corrected Infiltration Interval Elapsed Water Water in Water Hole Hole Rate rate rate* Time Level Level Level Depth Depth (Porchet Method)(Gravel Packing) (min.)(min.)(ft.)(ft.)(ft.)(ft.)(ft.)(min./in.)(in/hr)(in/hr) 3 0 0.44 3.50 3.06 8.0 8.0 0.08 19.8 11.3 5 8 3.50 5.31 1.81 8.0 8.0 0.23 11.5 6.6 10 18 5.31 6.97 1.66 8.0 8.0 0.50 9.8 5.6 10 28 6.12 7.56 1.44 8.0 8.0 0.58 13.0 7.4 10 38 5.84 7.16 1.32 8.0 8.0 0.63 9.5 5.4 10 48 5.53 6.72 1.19 8.0 8.0 0.70 7.0 4.0 10 58 5.82 6.99 1.17 8.0 8.0 0.71 8.0 4.5 10 68 5.61 6.79 1.18 8.0 8.0 0.71 7.2 4.1 * Gravel packing correction applied per SB County EHS On-Site Waste Water Disposal System Soil Percolation (PERC) Test Report Standards: Suitability of Lots and Soils for Use of Leachlines or Seepage Pits, dated August 1992 % VOID (Rock Backfill): GRAVEL PACKING January 6, 2023 DEPTH AFTER (ft.): MN PVC PIPE DIA. (in.): MN PERC HOLE DIA. (in.): PERCOLATION TEST DATA DATE OF DRILLING:January 6, 2023 DEPTH BEFORE (ft.): Warehouse building at Juniper Avenue Fontana, California 92336 Chase Development Enclosure E-3 Job No. 23001 NoorzayGeo BORING NUMBER:P-3 LOT No:N/A TRACT No: N/A CLIENT: PROJECT: 5.0 DATE OF TESTING:5.0 DRILLED BY:3.0 TESTED BY:8.0 0.50 0.57 Time Total Initial Final Change Initial Final Percolation Infiltration Corrected Infiltration Interval Elapsed Water Water in Water Hole Hole Rate rate rate* Time Level Level Level Depth Depth (Porchet Method)(Gravel Packing) (min.)(min.)(ft.)(ft.)(ft.)(ft.)(ft.)(min./in.)(in/hr)(in/hr) 8 0 0.63 1.75 1.12 5.0 5.0 0.6 4.2 2.4 9 17 1.75 2.56 0.81 5.0 5.0 0.9 3.6 2.0 10 27 2.56 3.16 0.60 5.0 5.0 1.4 3.1 1.8 10 37 3.16 3.61 0.45 5.0 5.0 1.9 3.0 1.7 10 47 3.12 3.48 0.36 5.0 5.0 2.3 2.3 1.3 10 57 3.48 3.83 0.35 5.0 5.0 2.4 2.8 1.6 10 67 2.91 3.27 0.36 5.0 5.0 2.3 2.1 1.2 10 77 3.27 3.62 0.35 5.0 5.0 2.4 2.4 1.4 % VOID (Rock Backfill): GRAVEL PACKING January 6, 2023 DEPTH AFTER (ft.): MN PVC PIPE DIA. (in.): MN PERC HOLE DIA. (in.): * Gravel packing correction applied per SB County EHS On-Site Waste Water Disposal System Soil Percolation (PERC) Test Report Standards: Suitability of Lots and Soils for Use of Leachlines or Seepage Pits, dated August 1992 PERCOLATION TEST DATA DATE OF DRILLING:January 6, 2023 DEPTH BEFORE (ft.): Warehouse building at Juniper Avenue Fontana, California 92336 Chase Development Enclosure E-4 Job No. 23001 NoorzayGeo BORING NUMBER:P-4 LOT No:N/A TRACT No: N/A CLIENT: PROJECT: 5.0 DATE OF TESTING:5.0 DRILLED BY:3.0 TESTED BY:8.0 0.50 0.57 Time Total Initial Final Change Initial Final Percolation Infiltration Corrected Infiltration Interval Elapsed Water Water in Water Hole Hole Rate rate rate* Time Level Level Level Depth Depth (Porchet Method)(Gravel Packing) (min.)(min.)(ft.)(ft.)(ft.)(ft.)(ft.)(min./in.)(in/hr)(in/hr) 11 0 1.40 2.06 0.66 5.0 5.0 1.4 2.1 1.2 12 23 2.06 2.56 0.50 5.0 5.0 2.0 1.8 1.0 10 33 2.56 2.90 0.34 5.0 5.0 2.5 1.7 1.0 10 43 2.90 3.17 0.27 5.0 5.0 3.1 1.5 0.9 10 53 3.17 3.39 0.22 5.0 5.0 3.8 1.4 0.8 10 63 3.39 3.54 0.15 5.0 5.0 5.6 1.1 0.6 10 73 3.00 3.20 0.20 5.0 5.0 4.2 1.2 0.7 10 83 3.20 3.40 0.20 5.0 5.0 4.2 1.3 0.7 Warehouse building at Juniper Avenue Fontana, California 92336 PERCOLATION TEST DATA DATE OF DRILLING:January 6, 2023 Chase Development MN MN DEPTH BEFORE (ft.): DEPTH AFTER (ft.): PVC PIPE DIA. (in.): PERC HOLE DIA. (in.): % VOID (Rock Backfill): GRAVEL PACKING January 6, 2023 * Gravel packing correction applied per SB County EHS On-Site Waste Water Disposal System Soil Percolation (PERC) Test Report Standards: Suitability of Lots and Soils for Use of Leachlines or Seepage Pits, dated August 1992