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HYDROLOGY STUDY
FOR
Fernandez Park
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IN THE
CITY OF FONTANA
COUNTY OF SAN BERNARDINO, CALIFORNIA
February 18, 2007
Armstrong & Brooks Consulting Engineers
1530 Consumer Circle, Unit B
Corona, CA 92880
(951) 372-8400
PREPARED BY:
William D. Brooks
R.C.E. 53114
EXPIRES 6/30/2009
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JN 105.664
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Armstrong & Brooks Consulting Engineers
TABLE OF CONTENTS
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Section
Introduction and Narrative ................................................................
HydrologicData ...............................................................................
11
10 -Year on-site Hydrology Calculations .............................................
III
25 -Year on-site Hydrology Calculations .............................................
IV
Hydrology Map ............................................................
Appendix "A"
him Flowmaster Calculations ....... .............................................
Appendix "B"
WSPGN Calculations ....... .............................................
Appendix "C"
Reference Plans TR 13681 ....... .............................................
Appendix "D"
Off-site Tributary .............. .............................................
Appendix "E"
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INTRODUCTION AND NARRATIVE
Annstrong & Brooks Consulting Engineers
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1. INTRODUCTION
The purpose of this hydrology study is to estimate storm -water runoff quantities for the
Fernandez Park Project in the City of Fontana, County of San Bernardino, State of
California. Please refer to an attached Hydrology Map & copies of figures B-3 & C- 13 of
County of San Bernardino's Hydrology Manual for the site's general location.
The project site occupies approximately 3.2 acres. The subject project is bound by
existing homes on the north and west, Locust Ave on the East, and Miller Ave on the
south.
This project proposes construction of a new park as shown on a Site Plan prepared by
BMLA, Inc.
11. EXISTING SITE (Undeveloped Condition)
In general, the existing vacant site elevations approximately range from about 1359' at
the northwesterly comer of the site to an elevation of 1350' at the intersection of Miller
*90 Avenue and Locust Avenue.
a- The existing on-site drainage pattern is generally to the south through rolling to fair low -
4W relief terrain.
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The undeveloped cover is considered excellent for infiltration according to a Soil
Classification Map (Figure C- 13) from the San Bernardino County Flood Control
Manual.
The park site was listed in FEMA's non -printed panel No. 0607 1 C8660F. However, areas
immediately to the north of Baseline Rd was designated in Flood Zone X ("area
determined to be outside 500 -year floodplain") according to the Flood Insurance Rate
Map's Community Panels no. 06071 C7920F, dated March 18, 1996.
111. PROPOSED SITE (Developed Condition)
This project proposes construction of a new park, playground, parking lot, concrete
meandering sidewalk, and various park structures in addition to a restroom building. A
new driveway on Miller Avenue will provide ingress and egress for the park.
The proposed onsite drainage patterns will convey the runoff in a safe and non-
destructive manner to the southeasterly part of the site. Runoff will be mitigated
through a combination of sheet flow, storm drain, and curb and gutter to a proposed catch
basin on the northwest comer of Miller Avenue and Locust Avenue.
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IV. BASIS OF ANALYSIS
The following data, references, manual, etc. are used in preparation of the
Hydrology Analysis:
A. San Bernardino County Hydrology Manual
B. Site Plan prepared by BMLA (shown on Hydrology Map in Appendix
"A").
C. Hydrology Map (Appendix "A").
V. ANALYSIS CRITERIA
The following County of San Bernardino and City of Fontana's general design criteria
were used:
A. Storm event:
1. 100 -year frequency:
-All sump conditions designed for 100 -year frequency.
-All proposed on-site buildings shall be protected from flooding during the
100 -year frequency storm.
-The 1 00 -year storm must be contained within the public right-of-way.
2. 10 -year frequency:
The private storm drains within the park must be designed for I 0 -year
frequency.
3. 25 -Year frequency:
Drainage into public right-of-way must be designed for 25 -year frequency.
Armstrong & Brooks Consulting Engineers
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V1. HYDROLOGY ANALYSIS
'Now A. The analysis software "Rational SBU designed by "CivilDESIGN" (Version 6.3,
2000) was used to solve the drainage models of the site. The output is printed in the
standard San Bernardino County Flood Control District format.
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B. The following data were used to perform the hydrology calculations:
law 1. Infiltration
Soil type "A" underlies the site area based on a review of the hydrologic soils
low group map for Southwest -A Area, Figure C- 13.
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2. Rainfall
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Rainfall data were obtained from the isohyetal maps Figures B-3 of the San
Bernardino County Manual. A rainfall intensity of 1.0 inches was used for the
I -hour ten-year storms, while an intensity of 1.45 inches was used for the I -
hour I 00 -year storm. The intensity for the 25 year event was interpolated as
shown in Figure "D-2" in Section 11.
3. Antecedent Moisture Condition 2 (AMC 2) was used to represent
the average potential run-off from the design storm for the on-site (I 0 -year
and 25 -year storm) calculations.
Water surface profile elevations were calculated with "WSPGN" software by
"CivilDESIGN" and catch basin calculations were performed utilizing "Flowmaster"
software by "Haested Methods".
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C. Results of analysis
On -Site Hydrology
The Hydrology Analysis covers two on-site sub -areas (A, & 13) as shown on the attached
Hydrology Map. Runoff from Subarea "A" will sheet flow to an under -sidewalk drain
on Miller Ave. This subarea generates peak run-off s of 0.4 c.f.s. and 0.5 c.f.s. for the
Now Q10 and Q25 respectively. The Time of Concentration (T,) for both events is 10.00
minutes.
Runoff from Subarea "B" will sheet flow to an on-site storm drain system which will
outlet to the rear of the proposed catch basin on the northwest comer of Miller Avenue
and Locust Avenue. This subarea generates peak run-off s of 4.0 c.f.s. and 5.1 c.f.s. for
the Q10 and Q25 respectively. The Time of Concentration (T�) for the Q10 is 13.08
aw minutes, while the Q25 is 13.03 minutes.
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am Drainage within the public right-of-way is conveyed easterly on Miller Avenue and
am Southerly on Locust Avenue to a low point at the southeasterly curb return of the park.
Off-site hydrology at the intersection of Miller and Locus Avenue is per the approved
County plans for Tract 13681. These plans are included for reference in appendix "D"
and indicate a Q100 of 44.0 c.f.s. at the low point of the park. Based on field inspection,
A&B verified the flow paths and tributary areas to the existing 24" RCP at Miller Avenue
am and Locust Avenue. A&B used proportional areas based on the approved County plans
am (44.0 c.f.s.) to approximate the flows tributary in Locust Avenue and Miller Avenue.
am These areas and Q's are shown in Appendix "E"
WON The capacity of the downstream 24 -inch storm drain and under parkway drainage
am structure was calculated to be 31.5 cfs before crossing over the crown line and the
calculations are included in Appendix "C". The street centerline in Miller Ave. will act
as a weir and the water will flow over the centerline to the southerly side of Miller Ave.
with a maximum Q of 12.5 c.f.s. for the Q- 100 with a corresponding maximum depth of
0. 14 feet. This controlling water surface was then utilized to obtain the hydraulic grade
lines (HGL) in Lines "A" and "B". The results of the HGL calculations for Lines "A"
and "B" differ from the actual HGL that is plotted over Lines "A" and "B" in that any
runoff over an elevation of 13 50.5' will cross over the crown line of Miller Avenue and
flow south on Locust Avenue.
The proposed catch basins upstream of the northwest curb return of Miller Avenue and
WIN Locust Avenue were designed using "Flowmaster" software by Haested Methods
am (Appendix "B"). The catch basin on Locust Avenue is in a "flow -by" condition
intercepting 11.9 c.f.s. This results in a design length of 14 feet for the catch basin
opening. The catch basin on Miller Avenue is in a "sump" condition intercepting 19.6
c. f. s. (including the by-pass flow of 11. 9 c. f. s. from Locust Avenue) which results in an
opening length of 21 feet.
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VII. CONCLUSION:
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The storm drain design for the park system and existing City streets will safely convey
the Q-100 to the existing City publicly maintained storm drain in Locust Ave. The
maximum depth of water in the intersection at the street centerline of Miller and Locust
am has been calculated at on 0. 14 -feet during the Q- 100 design flow of 44.0 c.f.s. per the
low approved County Storm Drain plans for TR 13 6 8 1.
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HYDROLOGIC DATA
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ONE 14OUR a 0.95" AND 100 -YEAR CNE HOUR v 1.60", 25 -YEAR ONE HOUR - 1.160.
WIRtNCE - N 0 A A ATLAS 2, VOLUME 3X - CAL.,1973 RAINFALL DEPTH VERSUS
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10 -YEAR "On-site" HYDROLOGIC CALCULATIONS
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San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2000
Version 6.3
Rational Hydrology Study Date: 05/01/07
-----------------------------------------------------------------
105664 - FERNANDEZ PARK
10 -YEAR RATIONAL STUDY
SUBAREA "A"
ARMSTRONG & BROOKS CONSULTING ENGINEERS
-----------------------------------------------------------
Armstrong & Brooks Consulting Engineers - SIN 785
-----------------------------------------------------------
********* Hydrology Study Control Information
Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall 1.000 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
.................................................................
Process from Point/Station 5.000 to Point/Station
10.000
**** INITIAL AREA EVALUATION
PARK subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)=
0.831(In/Hr)
Initial subarea data:
Initial area flow distance 296.000(Ft.)
Top (of initial area) elevation = 1358.200(Ft.)
Bottom (of initial area) elevation = 1351.400(Ft.)
Difference in elevation = 6.800(Ft.)
Slope = 0.02297 s(%-)= 2.30
TC = k(O.483)*[(length'3)/(elevation change)] -0.2
Initial area time of concentration = 10.005 min.
Rainfall intensity = 2.929(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C 0.645
Subarea runoff = 0.434(CFS)
Total initial stream area = 0.230(Ac.)
Pervious area fraction 0.850
Initial area Fm value 0.831(In/Hr)
End of computations, Total Study Area 0.2
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective
effects caused by confluences in the rational equation
Area averaged pervious area fraction(Ap) = 0.850
Area averaged SCS curve number = 32.0
(Ac.)
area
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2000
Version 6.3
Rational Hydrology Study Date: 11/07/07
-----------------------------------------------------------------
105.664 FERNANDEZ PARK
10 YEAR RATIONAL STUDY
SUBAREA "B"
ARMSTRONG & BROOKS CONSULTING ENGINEERS
Armstrong & Brooks Consulting Engineers - SIN 785
-----------------------------------------------------------
********* Hydrology Study Control Information
-----------------------------------------------------------------
Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall 1.000 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
.................................................................
Process from Point/Station 15.000 to Point/Station
20.000
**** INITIAL AREA EVALUATION
PARK subarea
Decimal fraction soil group A 1.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D O.COO
SCS curve number for soil(AMC 2) - 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)-
0.831(In/Hr)
Initial subarea data:
Initial area flow distance 428.000(Ft.)
Top (of initial area) elevation � 1358.100(Ft.)
Bottom (of initial area) elevation = 1349.870(Ft.)
Difference in elevation - 8.230(Ft.)
Slope = 0.01923 s(%)- 1.92
TC = k(0.483)*[(length^3)/(eIevation change)]^0.2
Initial area time of concentration � 12.015 min.
Rainfall intensity = 2.625(in/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C 0.615
Subarea runoff = 2.695(CFS)
Total initial stream area = 1.670(Ac.)
Pervious area fraction 0.850
Initial area Fm value 0.831(ln/Hr)
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.................................................................
Process from Point/Station 20.000 to Point/Station
25.000
**** PIPEFLOW TRAVEL TIME (Program estimated size)
Upstream point/station elevation = 1348.420(Ft.)
Downstream point/station elevation = 1347.610(Ft.)
Pipe length = 165.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.695(CFS)
Nearest computed pipe diameter 15.00(In.)
Calculated individual pipe flow 2.695(CFS)
Normal flow depth in pipe 8.33(In.)
Flow top width inside pipe 14.91(In.)
Critical Depth = 7.91(In.)
pipe flow velocity = 3.85(Ft/s)
Travel time through pipe = 0.71 min.
Time of concentration (TC) 12.73 min.
.................................................................
Process from Point/Station 25.000 to Point/Station
35.000
**** PIPEFLOW TRAVEL TIME (Program estimated size)
upstream point/station elevation = 1347.610(Ft.)
Downstream point/station elevation = 1347.220(Ft.)
Pipe length = 80.00(Ft.) manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.695(CFS)
Nearest computed pipe diameter 15.00(In.)
Calculated individual pipe flow 2.695(CFS)
Normal flow depth in pipe 8.36(In.)
Flow top width inside pipe 14.90(In.)
Critical Depth = 7.91(In.)
Pipe flow velocity = 3.84(Ft/s)
Travel time through pipe = 0.35 min.
Time of concentration (TC) 13.08 min.
.................................................................
Process from Point/Station 30.000 to Point/Station
aw 35.000
SUBAREA FLOW ADDITION
go PARK subarea
Decimal fraction soil group A = 1.000
an Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
aw Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
go Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)=
0.831(In/Hr)
aw Time of concentration 13.08 min.
Rainfall intensity = 2.494(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with
modified
rational method)(Q=KCIA) is C = 0.600
Subarea runoff = 1.331(CFS) for 1.020(Ac.)
W
OW Total runoff = 4.027(CFS)
Effective area this stream = 2.69(Ac.)
Total Study Area (Main Stream No. 1) = 2.69(Ac.)
Area averaged Fm value = 0.831(In/Hr)
End of computations, Total Study Area - 2.69 (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) = 0.850
Area averaged SCS curve number = 32.0
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25 -YEAR "On-site" HYDROLOGIC CALCULATIONS
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San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2000
Version 6.3
Rational Hydrology Study Date: 02/18/08
-----------------------------------------------------------------
105664 - FERNANDEZ PARK
25 -Year Rational Study
SUBAREA "A"
ARMSTRONG & BROOKS CONSULTING ENGINEERS
-----------------------------------------------------------------
Armstrong & Brooks Consulting Engineers - SIN 785
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-----------------------------------------------------------------
********* Hydrology Study Control Information
-----------------------------------------------------------------
Rational hydrology study storm event year is 25.0
Computed rainfall intensity:
Storm year = 25.00 1 hour rainfall 1.170 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
.................................................................
Process from Point/Station 5.000 to Point/Station
10.000
OWN **** INITIAL AREA EVALUATION
i
PARK subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)=
0.831(In/Hr)
Initial subarea data:
Initial area flow distance 296.000(Ft.)
Top (of initial area) elevation = 1358.200(Ft.)
Bottom (of initial area) elevation = 1351.400(Ft.)
Difference in elevation = 6.800(Ft.)
Slope = 0.02297 s(%)= 2.30
TC = k(O.483)*[(length^3)/(elevation change) ]A0 .2
Initial area time of concentration = 10.005 min.
Rainfall intensity = 3.427(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C 0.682
Subarea runoff = 0.537(CFS)
Total initial stream area = 0.230(Ac.)
Pervious area fraction 0.850
Initial area Fm value 0.831(In/Hr)
End of computations, Total Study Area 0.23 (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
i
OM
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.850
Area averaged SCS curve number = 32.0
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San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2000
Version 6.3
Rational Hydrology Study Date: 02/18/08
-----------------------------------------------------------------
105.664 FERNANDEZ PARK
25 YEAR RATIONAL STUDY
SUBAREA "B"
ARMSTRONG & BROOKS CONSULTING ENGINEERS
-----------------------------------------------------------------
Armstrong & Brooks Consulting Engineers - SIN 785
------------------------------------------------- ---------------
********* Hydrology Study Control Information
-----------------------------------------------------------------
Rational hydrology study storm event year is 25.0
Computed rainfall intensity:
Storm year = 25.00 1 hour ' rainfall 1.170 (In.)
Oka Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
.................................................................
Process from Point/Station 15.000 to Point/Station
20.000
INITIAL AREA EVALUATION
iffiW
PARK subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)=
0.831(In/Hr)
Initial subarea data:
Initial area flow distance 428.000(Ft.)
Top (of initial area) elevation = 1358.100(Ft.)
Bottom (of initial area) elevation = 1349.870(Ft.)
Difference in elevation = 8.230(Ft.)
Slope = 0.01923 s(%)= 1.92
TC = k(O.483)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.015 min.
Rainfall intensity = 3.071(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C 0.656
Subarea runoff = 3.366(CFS)
Total initial stream area = 1.670(Ac.)
Pervious area fraction 0.850
WX
Initial area Fm value 0.831(In/Hr)
"M
r-1
on
.................................................................
Process from Point/Station 20.000 to Point/Station
25.000
PIPEFLOW TRAVEL TIME (Program estimated size)
Upstream point/station elevation = 1348.420(Ft.)
Downstream point/station elevation = 1347.610(Ft.)
Pipe length = 165.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.366(CFS)
Nearest computed pipe diameter 15.00(In.)
Calculated individual pipe flow 3.366(CFS)
Normal flow depth in pipe 9.63(In.)
Flow top width inside pipe 14.38(In.)
Critical Depth = 8.87(In.)
Pipe flow velocity = 4.04(Ft/s)
Travel time through pipe = 0.68 min.
Time of concentration (TC) 12.70 min.
.................................................................
Process from Point/Station 25.000 to Point/Station
35.000
PIPEFLOW TRAVEL TIME (Program estimated size)
Upstream point/station elevation = 1347.610(Ft.)
Downstream point/station elevation = 1347.220(Ft.)
Pipe length = 80.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.366(CFS)
Nearest computed pipe diameter 15.00(In.)
Calculated individual pipe flow 3.366(CFS)
ow
Normal flow depth in pipe 9.66(In.)
Flow top width inside pipe 14.37(In.)
Critical Depth = 8.87(In.)
Pipe flow velocity = 4.03(Ft/s)
Travel time through pipe = 0.33 min.
Time of concentration (TC) 13.03 min.
.................................................................
Process from Point/Station 30.000 to Point/Station
35.000
SUBAREA FLOW ADDITION
PARK subarea
on Decimal fraction soil group A = 1.000
go 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) = 0.8500 Max loss rate(Fm)=
0.831(In/Hr)
Time of concentration 13.03 min.
No Rainfall intensity = 2.925(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with
modified
rational method)(Q=KCIA) is C = 0.644
Subarea runoff 1.704(CFS) for 1.020(Ac.)
Total runoff = 5.070(CFS)
Effective area this stream = 2.69(Ac.)
r-71
am
ii
%NW Total Study Area (Main Stream No. 1) = 2.69(Ac.)
Area averaged Fm value = 0.831(In/Hr)
End of computations, Total Study Area 2.69 (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) = 0.850
Area averaged SCS curve number = 32.0
aw
aw
0
do
I
APPENDIX "A"
Armstrong & Brooks Consulting Engineers
U -A
n Wymund SerWce *41&f t
V grORF
Call. - TOL L fRff'
1-800
422-41M
NO MVRnM MYS ASTRE MV M
ARMSTRONG & BROOKS
CONSULING ENQNB� INC.
PLANNNG-INRMUCTURE-SRE DEVELOPMENT -OU RESOURCES
)148�OER UNIT B
FoRfflM
_ 880
�9:511� C-8400 Ph. (951) 372-8430 Fox
PARCZ-� 4
PARCEZ J
PARCEZ 2
IA- 1\
.21
Awl
J
No.C53114 rn
UP. 6/30/09
Designed by Drawn by Checked by
W. 10. 16. S. J. N. W. 10. 8.
PLANS PREPARED UNDER SUPERVISION OF
WILLM D. BROOKS
Date OPC' W911A C�m Q-Tn-n-7
Z f -Gf -ND
WATERSHED BOUNVARY
SUgAREA BOUNDARY
@-�--00 NODAL POINTIE-LEVATION
GE
SUSARfA A CRfA
SUS-ARfA FLOW PATH.
PROP05fD SlDfWALK
Reference Plans for
these improvements
11r911?0z OG� r 1WA1:1
Date By R E V I S 1 0 N S
A Vf -NUf
10'YEAR HYDROLOGIC DATA TASLE
ARM
ACRES
M (W)
210.
()rSAOL
OOY#Rff
A-1
OW
10.100
0.4
0.4
MW ARM
9-1
1.67
12.01
2.7
2.7
IN17M AREA
8-2
1.02
1J. 08
U
4.0
S118MV A0,01flON
25 -YEAR HYDROLOGIC DAM TAME
ARM
ACRES
X (W)
025
COMEW
A-1
02J
10.00
05
05
ININ ARM
B-1
467
12.01
J. 4
J. 4
IN17W ARM
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1.02
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1.7
51'
SURNM AD, MON
B BENCH MARK
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Scale
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Fire
L OS A NOZZ ES
14)
N
24P 510
t5Z/
24'0 52 2 XF
210 1 fWr
10 FREE -WAY
VICINITY IWAR
N. T. S.
MOWS 6WS. MP 200,Y
PAGE 575, 7 C
'14Z
;� SITE
S 4 / V BERIVA RDINO
jo jo 60 90
5CAZ Lf- I XI go .1
COUNTY OF SAN ZFER-NARDINO
AA
;7z; CONDITIONS
Drawing No.
I of
7Z -V
E
MILLER-
A 14F
10 FREE -WAY
VICINITY IWAR
N. T. S.
MOWS 6WS. MP 200,Y
PAGE 575, 7 C
'14Z
;� SITE
S 4 / V BERIVA RDINO
jo jo 60 90
5CAZ Lf- I XI go .1
COUNTY OF SAN ZFER-NARDINO
AA
;7z; CONDITIONS
Drawing No.
I of
APPENDIX AS"
Armstrong & Brooks Consulting Engineers
no
0
Worksheet
Worksheet for Sharp Crested Rectangular Weir
Project Description
Worksheet Weir - Miller Ave
Type Sharp Crested
Rectangular Weir
Solve For Headwater Elevation
Input Data
Discharge 12.50 cfs
Crest Elevation 1,350.50 ft
Tailwater Elevation 1,350-50 ft
Discharge Coefficient 3.33 US
Crest Length 70.00 ft
Number of Contractions 0
Results
Headwater Elevation 1,350.64 ft
Headwater Height Above 0.14 ft
Crest
Tailwater Height Above Crest 0.00 ft
Flow Area 10.0 ft2
Velocity 1.26 ft/s
Wetted Perimeter 70.28 ft
Top Width 70.00 ft
Project Engineer: William D. Brooks
g:\data\105\664\hydrol—l\sdcapa—l.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 [614b]
2/4/2008 5:45:43 PM (9 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1
Project Engineer: William D. Brooks
g:\data\105\664\hydrology-hydraulics\sdeapa–l.fm2 ARMSTRONG DEVELOPMENT SERV10ES FlowMaster v6.0 [614b]
02/18/08 01:15:37 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
Worksheet
Worksheet for Curb Inlet On Grade
Project Description
Worksheet LOCUST-CATC1
Type Curb Inlet On Gi
Solve For Efficiency
Input Data
Discharge 28.70 cfs <L—
Slope 020000 ft/ft
Gutter Width 4.00 ft
Gutter Cross SIOPE 114500 ft/ft
Road Cross Slope 020000 ft/ft
ManningsCoeffiCiE 0.013
Curb Opening Len! 14.00 ft
Local Depression 3.5 in
Local Depression X 11.00 ft
Results
Efficiency 0.41
9A 4R PCA rJ
51
Intercepted Flow 11.86 cfs
CAT(fg -0=�-
('0
Bypass Flow 16.84 cfs
17Y C-6, t
Spread 16.95 ft
Depth 0.72 ft
Flow Area 3.6 ft2
Gutter Depression 4.5 in
Total Depression 8.0 in
Velocity 7.91 ft/s
Equivalent Cross Slol 061938 ft/ft
Length Factor 0.26
Total Interception Let 54.60 ft
Project Engineer: William D. Brooks
g:\data\105\664\hydrology-hydraulics\sdeapa–l.fm2 ARMSTRONG DEVELOPMENT SERV10ES FlowMaster v6.0 [614b]
02/18/08 01:15:37 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
Project Engineer: William D. Brooks
g:\data\105\664\hydrology-hydraulics\sdeapa—l.fm2 ARMSTRONG DEVELOPMENT SERV10ES FlowMaster v6.0 [614b]
02/18/08 01:18:22 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
Worksheet
Worksheet for Curb Inlet In Sag
Project Description
Worksheet MILLER CATCl-
Type Curb Inlet In Sa
Solve For Spread
Input Data
.60 ) cf5
Discharge 19.60 cfs
10
Gutter Width 4.00 ft
Gutter Cross SIOPE 3.114500 ft/ft
Road Cross Slope 3.020000 ft/ft
Curb Opening Leni 21.00 ft
Opening Height 0.96 ft
Curb Throat Type iorizontal
Local Depression 3.5 in
Local Depression 1 11.00 ft
Results
Spread 3.26 ft
Throat Incline An )0.00 degree
Depth 0.46 ft
Gutter Depressio 4.5 in
Total Depression 8.0 in
Project Engineer: William D. Brooks
g:\data\105\664\hydrology-hydraulics\sdeapa—l.fm2 ARMSTRONG DEVELOPMENT SERV10ES FlowMaster v6.0 [614b]
02/18/08 01:18:22 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
APPENDIX 6V9
Armstrong & Brooks Consulting Engineers
I I a I I I a I A I a I I I I I I I I I I I I I I I I I I I I I a i k I I I
FILE: 106747existinghgl.WSW W S P G W - CIVILDESIGN Version 14.01 PAGE 1
Program Package Serial Number: 1254
WATER SURFACE PROFILE LISTING Date: 2- 4-2008 Time: 5:45:51
Existing Hydraulic Grade Line
Fernandez Park
Armstrong & Brooks Consulting Engineers
Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip
L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch
It
3838.710 1345.950 .556 1346.506 31.50 10.71 1.78 1348.29 1.00 1.00 5.29 1.000 5.290 .00 0 .0 \0
1.440 .0115 .0250 .04 1.00 2.53 .71 .013 .00 .00 BOX
I I I I I I I I I I I
3840.150 1345.967 .552 1346.519 31.50 10.78 1.80 1348.32 1.00 1.00 5.29 1.000 5.290 .00 0 .0 C',
LA
9.830 .0115 .0273 .27 1.00 2.56 .71 .013 .00 .00 BOX
3849.980 1346.080 .527 1346.607 31.50 11.30 1.98 1348.59 .00 1.00 5.29 1.000 5.290 .00 0 .0
TRANS STR .0041 .0230 1.17 .53 2.74 .013 .00 .00 BOX
3900.980 1346.290 1.883 1348.173 31.50 10.27 1.64 1349.81 .00 1.88 .94 2.000 .000 .00 1 .0
2.998 .0039 .0175 .05 1.88 1.00 2.00 .013 .00 .00 PIPE V
3903.978 1346.302 2.000 1348.302 31.50 10.03 1.56 1349.86 .00 1.88 .00 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- N
113.722 .0039 .0188 2.14 2.00 .00 2.00 .013 .00 .00 PIPE
WALL ENTRANCE
4017.700 1346.750 3.757 1350.507 31.50 10.03 1.56 1352.07 .00 1.88 .00 2.000 .000 .00 0 0
C94w�j EC6V. I N MlaCd- A V6 MA)(. (P P&2^aA0-,T IAI (!5�4
Y;r
X<510. (F-64,vj 4,�fbJ16- _�'/ _5- Cry �01-6 /.,,j
\11'q 'I 6x�-0/7,t,-J �-?100 OF 12--rO
I I a I a I a I a I I I I I I I I I I I I I I I I I f I I I I I I I a I I I
FILE: 1056641inea.WSW
W S P
G W - CIVILDESIGN Version
14.01
PAGE 1
Program
Package Serial
Number: 1254
WATER SURFACE
PROFILE LISTING
Date: 2-18-2008
Time:
2:28:44
FERNANDEZ PARK
LINE "A" 100
YEAR HGL
ARMSTRONG
& BROOKS
CONSULTING ENGINEERS
Invert I
Depth I
Water I
Q
Vel Vel I
Energy I
Super
ICriticallFlow
ToplHeight/lBase
WtI
INo Wth
Station
I Elev I
(FT) I
Elev I
(CFS)
I (FPS) Head I
Grd.El.1
Elev
I Depth
I Width
IDia.-FTIor
I.D.1
ZL
IPrs/Pip
L/Elem
ICh Slope I
I
I
I SF Avel
HF ISE
DpthlFroude
NjNorm Dp
I "N" I
X-Fallj
ZR
IType Ch
1000.000
1346.750
3.750
1350.500
31.50
10.03 1.56
1352.06
.00
1.88
.00
2.000
.000
.00
1 .0
4.880
.0041
.0194
.09
3.75
.00
2.00
.013
.00
.00
PIPE
1004.880
1346.770
3.876
1350.646
31.50
10.03 1.56
1352.21
.00
1.88
.00
2.000
.000
.00
1 .0
JUNCT STR
.0105
.0111
.05
3.88
.00
.013
.00
.00
PIPE
1009.640
1346.820
6.450
1353.270
11.90
3.79 .22
1353.49
.00
1.24
.00
2.000
.000
.00
1 .0
52.530
.0040
.0028
.15
6.45
.00
1.39
.013
.00
.00
PIPE
1062.170
1347.030
6.385
1353.416
11.90
3.79 .22
1353.64
.00
1.24
.00
2.000
.000
.00
1 .0
WALL ENTRANCE
1062.170
-I-
1347.030
-I-
6.716
-I-
1353.746
-I-
11.90
-I-
.44 .00
-I- -I-
1353.75
-I-
.00
-I-
.65
4.00
-I- -I-
5.030
-I-
4.000
-I-
.00
0 .0
I-
I I I I a I a i I I I I I I I I I I I I [ I I I I I I I I I I I I I a I a I
FILE: 10566641ineb.WSW
W S P
G W - CIVILDESIGN Version
14.01
PAGE 1
Program
Package Serial Number: 1254
WATER SURFACE
PROFILE LISTING
Date: 2-18-2008
Time:
4:48:53
FERNANDEZ PARK
LINE "B" 100
YEAR HGL
ARMSTRONG
& BROOKS CONSULTING ENGINEERS
Invert I
Depth I Water I
Q
Vel Vel 1
Energy I
Super
ICriticalIFlow ToplHeight/lBase
Wtj
INo Wth
Station
I Elev I
(FT) I Elev I
(CFS)
I (FPS) Head I
Grd.El.1
Elev
I Depth
I Width
IDia.-FTIor I.D.1
ZL
IPrs/Pip
L/Elem
[Ch slope
SF Avel
HF ISE
DpthIFroude
NINorm
Dp,
I 'IN" I X-Fallj
ZR
IType Ch
1000.000
1346.790
4.820 1351.610
19.60
6.24 .60
1352.21
.00
1.59
.00
2.000 .000
.00
1 .0
40.140
.0042
.0075
.30
4.82
.00
2.00
.013 .00
.00
PIPE
1040.140
1346.960
4.981 1351.941
19.60
6.24 .60
1352.55
.00
1.59
.00
2.000 .000
.00
1 .0
WALL ENTRANCE
1040.140
-I-
1346.960
-I-
5.871 1352.831
-I- -I-
19.60
-I-
.83 .01
-I- -I-
1352.84
-I-
.00
-I-
.91
-I-
4.00
-I-
3.600 4.000
-I- -I-
.00
0 .0
I-
bow
I
APPENDIX '019
Armstrong & Brooks Consulting Engineers
I k I i
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no, co
10.
P�eck —
ST
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14
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il t.% dw
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W! I 1 1%11 NN., R
:-Z=A
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SECTION' E -1 A
SECTION F- F
-ES
IdENERAL. NOT
1. FUM AM COV K Wr INNI. UZ ONIE 3W-14 X r. STMILZU MM 3OCKU Cp
=*EW. APPLY "ION ACH . ESIVt, GM GEAR GREASE
2-A.mm #w. man- wuLL at rfPwAL Im "READEWPOFMON PRIOR'70 INSLUITION.
FOR ALL 50RKRS OW"AME-AN04MR.
_=11 WALL GE IN UNLESS
4..WEI0"r-0F R(Olie AND WM*- 44 MUMS.
.....PARKWAY DRAIN -RECTANGULAR -
FRAME**, AND . COVER DETAIL"
NOTE -SEE -SHEET # 6 FOR PARKWAY DRAIN DETAIL
LEGEND
NEW A.C. PAVEMENT
P71.
A.C. PAVEMENT.
EXISTING
SAW CUT TO NEAT., CLEAN EDGE-
-CONSTRUCT'I ON NOTES40
-MA 3 & 4
MENT,&..-BASE
LACE -A -C' PAVE' JERIAL PER
5 8" CUR13 & GUTTER PER S.OB. CO..STD. NO. 115
CONSTRUCT--ro's CURB & GUTTER �ER So B.. CO STD. 'NO. 115
CONSTRUCT 4" S I DEWALK PER b. b. CO.. STD. 109 TYPE '13
/;�N.CONSTRUCT.RCB PER DETAILS HEREON(CLASS "'A CONCRETE)
&CONSTRUCT -511 SIDEWALK PER S.B. CO. STD -..NO. 109*TYPE C
/"-7
\LY CONSTRUCT PARKWAY DRAIN PER DETAIL..ON SHEET 6.,.
SIDEWALK RAMP PER S.13. CO. STI). NOo 1`10
CONSTRUCT -CROSS GUTTER & SPANDREL PER S.B, CO. STD . NO. 119
CONSTRUCT LOCAL. 'DEPRESS ION PER S..B6, CO. STD. 'NO. 20Z5
,..-@..QONSTRUCT CURB OPENING PER.S.B..CO. STD. NO. 206A''
-iQ -INSTALL, 24"" CMP C 14. GA. I
I@. CON8T9603.8'"' A.D. BERM TO EXIST. -.FLOW.- LINE
�g'INST*ALL 3 GUIDE MARKERS� P�R S-.B.'CO: STD.NO
304 @ 25' SPACING
CONSTRUCT BLOCK WALL PER COUNTY STANDARD NO. 301 AND 302.
SAWCUT TO NEAT CLEAN EDGE
R/W
44
32"
7-
1 `-6 (EXIST. PVMT.
PROVIDE A MIN ON LOCUST) 04
I IF-XIST. P
CONSTRUCT 6' CONC. 21 FEATHER - 108 1
ON MI EM
BLOCK WALLPER CO. ARIES 1'608% TO 3.95
EXIST. SLO E VARIES
STD9 301 & 302 0.63% TO .36%
-LEVEL LINE
Eti
S8 -E-" SHEET.'NO'. 3
UNDER A.Q. AND P.C.C. SHALL BE UNIFORMLY APPLIED AT. THE MANUFACTURER08
50
BASELINE
ROAD
34#00 I'M ZVI 49 7*100
15'...IF
DURING CONSTRUCTION. GROUND WATER IS ENCOUNTERED. A SYSTEM APPROVED
25 -A 258
BY THE SAN BERNARDINO COUNTY TRANSPORTATION DEPT. 'SHALL BE INSTALLED TO
MILLER AVENUE'
ORIGINAL GROUND#: AND ALL SUB -GRADES SHALL BE PERFORMED AT NO COST 1*0 SAN
17.
0
AGENCIES TO BE NOTIFIED ARE AS FOLLOWSt .- -_ FONTANA - WATER
BERNARDINO COUNTY. A WRITTEN REPORT OF THESE COMPACTION TESTS SHALL BE
7j
181,
1138
IN EXPANSIVE SOIL AREAS, THE SUBGRADE UNDER CURBS, GUTTERS,'SIDEWALKS
7#
SHAMROCIZ��
3jkN JAWO
Avi%
SUBMITTED TO THE CONTRACTS ADMINISTRATION DIVISION OF THE -SAN BERNARDINO
EIGHT (81 INCHES AND MOISTURE SHALL BE APPLIED TO MAINTAIN FREE WATER
ON. THE SURFACE FOR AT LEAST 24 HOURS PRIOR TO PLACING CONCRETE AND
THE SUBGRADE SHALL THEN BE PREPARED WITHOUT COMPACTIVE EFFORT.
low
go
z
COUNTY TRANSPORTATION DEPARTMENT FOR APPROVAL, PRIOR TO PLACEMENT OF
CD
Uj
_j
C>
CO3
A.C, PAVW3 UVtK AU13. IJAbt t%')tt k3tN. NU It -Va)
MILLER AVENUE & LOCUST AVENUE GENERAL NOTES:
NO SCALE')
1. OENCH MARK: SB, CO.- O.M. 7-9, 6.5" No OF N.E.C.R. 6 LOCUST, ---AVE. &
rOOTH I ILL BLVD. - BRASS D I SK I N TOP OF APED 87.!2 1 "70
ELEVAT-10N a 13577,.Ipo
2. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THESE PLANS AND THE SAN
0111111nnva V Uwu Is QI^"wnnUO` ANIJ Ora I AUAILUN06
3. AT THE COMPLETION OF ROUGH GRADING A MATERIALS REPORT AND THE PROPOSED
STRUCTURAL SECTION SHALL BE SUBMITTED BY THE TRACI' ENGINEER -TO THE SAN
*BERNARDINO COUNTY TRANSPORTATION DEPARTMENT FOR REVIEW AND EVALUA-rION.
'URAL SECTION REQUIREMENTS AVE
APPROVAL WILL BE GIVEN WHEN ALL STRUICI
R/W BEEN MET.
P1w
10. LEAVE 8" X 8" BLOCKOUTS IN SIDEWALKS -FOR MAILBOXES. ETC., WHEN SIDEWALK
IS PLACEDADJACENT TO CURB.
11. ALL LATERAL CUTS IN COUNTY MAINTAINED ROADWAYS SHALL BE TESTED 1*0 VERIFY
DENSIFICATION TO 90 Z RELATIVE COMPACTION (R.C.) AT VARYING DEPTHS TO -
WITHIN 0;5* OF GRADING PLANE. THE TOP 0.5' SHALL BE DENSIFIED 1*0 95 X.
1.2. ALL LONGITUDINAL CUTS SHALL BE TESTED IN ACCORDANCE WITH THE SPECIFIED
LIMITS AND FREQUENCY AS OUTLINED IN SECTION 5 OF THE SAN BERNARDINO
COUNTY STANDARDS AND SPECIFICATIONS.
13. IMMEDIATELY FOLLOWING REMOVAL OF EXISTING PAVEMENT OR DIKE OR CURB
AND/OR GUTTERr THE CONTRACTOR SHALL DILIGENTLY PURSUE THIS PORTION OF
WORK UNTIL COMPLETION.
14. AT THE COMPLETION OF PAVINGe A MATERIAL REPORT SHALL BE SUBMITTED. TO THE
CONTRACTS ENGINEER OF THE SAN BERNARDINO CO. TRANSPORTATION DEPARTMENT
LISTING ALL TESTS OR DETERMINATIONS COMPLETED TO VERIFY:,
A. R -VALUE* SIEVE ANALYSIS AND SAND EQUIVALENT OF AGGREGATE BASES.
B. STABILITY. OIL CONTENT AND SIEVE ANALYSIS OF ASPHALT SURFACING.
RIALTO 15. 1 F ASPHALT CONCRETE I S TO BE PLACED - D I RECTLY ON SUBGRADE OF ROAD OR
DRAINAGE FACILITIES. A SOIL STERILANT REGISTERED BY THE E.P.A. FOR USE
FONTAN
CIS
40
0111
G.O. 2�' Rt P1 PROS
AREA
EASEMENT -T.T,N
SHEET. Kin R
.13681
.4
INDEX MAP'. I
- SCALE* I'*=I 00'
UNDER A.Q. AND P.C.C. SHALL BE UNIFORMLY APPLIED AT. THE MANUFACTURER08
50
BASELINE
ROAD
4. COMPACTION TESTS- OF EMBANKMENT CONSTRUCTION, TRENCH BACKFILL. COMPACTING
15'...IF
DURING CONSTRUCTION. GROUND WATER IS ENCOUNTERED. A SYSTEM APPROVED
25 -A 258
BY THE SAN BERNARDINO COUNTY TRANSPORTATION DEPT. 'SHALL BE INSTALLED TO
ORIGINAL GROUND#: AND ALL SUB -GRADES SHALL BE PERFORMED AT NO COST 1*0 SAN
17.
CONTRACTOR IS TO-NOTIY ALL UTILITY AGENCIES PRIOR TO LOWERING GRADE.
AGENCIES TO BE NOTIFIED ARE AS FOLLOWSt .- -_ FONTANA - WATER
BERNARDINO COUNTY. A WRITTEN REPORT OF THESE COMPACTION TESTS SHALL BE
7j
181,
1138
IN EXPANSIVE SOIL AREAS, THE SUBGRADE UNDER CURBS, GUTTERS,'SIDEWALKS
7#
SHAMROCIZ��
3jkN JAWO
Avi%
SUBMITTED TO THE CONTRACTS ADMINISTRATION DIVISION OF THE -SAN BERNARDINO
EIGHT (81 INCHES AND MOISTURE SHALL BE APPLIED TO MAINTAIN FREE WATER
ON. THE SURFACE FOR AT LEAST 24 HOURS PRIOR TO PLACING CONCRETE AND
THE SUBGRADE SHALL THEN BE PREPARED WITHOUT COMPACTIVE EFFORT.
low
go
0.5'
COUNTY TRANSPORTATION DEPARTMENT FOR APPROVAL, PRIOR TO PLACEMENT OF
FMMY Avi, OF
FLATTER SHALL BE WATER TESTED IN THE PRESENCE OF THE INSPECTOR
LU
>
CITY j:
ILI
RAMOMA AVE
V
BASE MATERIAL AND/OR SURFACING.
1/4
>
LEVEL LINE 04§
STREET MARKERS PER SAN BERNARDINO COUNTY STANDARDS NOS. 303, 303A AND
Y
303B. SHALL BE CONSTRUCTED AT EACH INTERSECTION.
5. ALL PIPELINES OR SUBSTRUCTURES OF ANY KIND. TELEPHONE OR POWER POLES&
THE WATER MAINS AND THE GAS MAINS SHALL BE PLACED UNDERGROUND PRIOR TO
PAVING CONSTRUCTION. THE SERVICE LATERALS FOR THE- WATER SYSTEM AND THE
MILLER
AVE
WATER METERS, VALVES# HYDRANTS; ETC. SHOWN OR NOT SHOWN ON THESE PLANS
0001.0-
22.
.:t Rii: ;gut. ow
WITHIN THE LIMIT OF THIS DEVELOPMENT OR IN ADJACENT AREAS WHERE
6
1,19F:,z
NST �wv"
IMPROVEMENT WORK ISTO BE DONE SHALL BE REMOVED OR RELOCATED AT
_C_ 0
G. BASE (SEE GEN. NOTE #3)
DEVELOPER'S EXPENSE AND AT NO COST TO THE SAN BERNARDINO COUNTY
3
STREETS.-
TRANSPORTATION -DEPARTMENT. IT SHALL BE THE OWNER'S RESPONSIBILITY 1-0
-INTERIOR -
NOTIFY ALL AGENCIES CONCERNED.
NO SCALE
_j
T
So AN ENCROACHMENT PERMIT MUST FIRST BE OBTAINED FROM THE COUNTY
TRANSPORTATION DEPARTMENT PRIOR 1*0 MAKING APPLICATION AND ISSUANCE OF A
TYPICAL
ROAD SECTIONS
GRADING PERMIT OR BUILDING PERMIT.
7. TRANSPORTATION DEPARTMENT APPROVAL DOES NOT'INCLUDE WATER AND SEWER
SYSTEMS OR ESTIMATES OF QUANTITIES.*
_j
8. A PERMIT SHALL BE OBTAINED FROM THE COUNTY TRANSPORTATION DEPARTMENT
H
BARBEE ST
PRIOR TO ANY'CONSTRUCTION OF THIS PROJECT.
go 'WHENEVER A STREET WITH PREDOMINANT GRADES EQUAL TO 3.0% OR GREATER
Uj
cr_
BARBEE
IS CLASSIFIED BY THE COUNTY AS A WATER- CARRIER. DEFLECTOR CURBS OF
A -TYPE SATISFACTORY 1*0 COUNTY REQUIREMENTS SHALL BE INSTALLED ON
F60THIL
THE DOWNSTREAM SIDE OF THE DRIVEWAY APP OACHES. K.,
10. LEAVE 8" X 8" BLOCKOUTS IN SIDEWALKS -FOR MAILBOXES. ETC., WHEN SIDEWALK
IS PLACEDADJACENT TO CURB.
11. ALL LATERAL CUTS IN COUNTY MAINTAINED ROADWAYS SHALL BE TESTED 1*0 VERIFY
DENSIFICATION TO 90 Z RELATIVE COMPACTION (R.C.) AT VARYING DEPTHS TO -
WITHIN 0;5* OF GRADING PLANE. THE TOP 0.5' SHALL BE DENSIFIED 1*0 95 X.
1.2. ALL LONGITUDINAL CUTS SHALL BE TESTED IN ACCORDANCE WITH THE SPECIFIED
LIMITS AND FREQUENCY AS OUTLINED IN SECTION 5 OF THE SAN BERNARDINO
COUNTY STANDARDS AND SPECIFICATIONS.
13. IMMEDIATELY FOLLOWING REMOVAL OF EXISTING PAVEMENT OR DIKE OR CURB
AND/OR GUTTERr THE CONTRACTOR SHALL DILIGENTLY PURSUE THIS PORTION OF
WORK UNTIL COMPLETION.
14. AT THE COMPLETION OF PAVINGe A MATERIAL REPORT SHALL BE SUBMITTED. TO THE
CONTRACTS ENGINEER OF THE SAN BERNARDINO CO. TRANSPORTATION DEPARTMENT
LISTING ALL TESTS OR DETERMINATIONS COMPLETED TO VERIFY:,
A. R -VALUE* SIEVE ANALYSIS AND SAND EQUIVALENT OF AGGREGATE BASES.
B. STABILITY. OIL CONTENT AND SIEVE ANALYSIS OF ASPHALT SURFACING.
RIALTO 15. 1 F ASPHALT CONCRETE I S TO BE PLACED - D I RECTLY ON SUBGRADE OF ROAD OR
DRAINAGE FACILITIES. A SOIL STERILANT REGISTERED BY THE E.P.A. FOR USE
FONTAN
CIS
40
0111
G.O. 2�' Rt P1 PROS
AREA
EASEMENT -T.T,N
SHEET. Kin R
.13681
.4
INDEX MAP'. I
- SCALE* I'*=I 00'
a rmuruom IJ Ortfto rAU ANIJ Ina MALVIA14W WMIUMM_ OUMMnn OMUP AIJUIULUMAL
CONCRETE ROCK.SLOPE PROTECTION AND/OR EROSION PROTECTION MAY BE REQUIRED
Y AS DIRECTED.BY THE COUNTY.
VIN -N __M A P
(NO SCALEY
23. THE.ENGIN'EER SHALL INSPECT AND CERTIFY THAT ALL PRIVATE ROADS AND
DRAINAGE IMPROVEMENTS HAVE BEEN BUILT IN ACCORDANCE WITH THE APPROVED
County.-appr PLANS.
oval of plans does not r*elieve .-,he developer from responsibi I ity
for the correction of error and omission d:iscovered during construction.
Uponre.ouest 'the requ i red p 1 an - rev s i ons s ha I I be prompt ly submi tted to
the County Engineer for.app�oval.*
Vito
L.. L z,
PRIVATE ENGINEER"S NOTES TO CONTRACTOR
r
THE EXISTENCE AND LOCATI.ON OF ANY UNDERGROUND UTILITY PIPES* CONDUITS
OR STRUCTURES SHOWN ON THESE PLANS ARE-OBTAINED.BY A SEARCH -OF THE AVAIL- RECOMMENDED FOR APPROVAL: 13291
-WILLOAN ASSOCIATES
ABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE -THERE ARE.NO EXISTING UTILI-7 EXP. 3-41 -89
TIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR IS REQUIRED.TO.TAKE 4t
NES SHOWN ON THESE Z.
0
DUE PRECAUTIONARY -MEASURES TO PROTECT. THE UTILITY. LI
DRAWINGS.- THE CONTRACTOR FURTHER ASSUMES ALL*LIABILITY AND*RESPONSI- R)K.E. /6r &-alko-7
7., 7Z. D ATE
ON. THESE DRAWINGS. GLEN L "LU DATE
.0 13
BILITY FOR THE UTILITY PIPESP CONDUITS OR STRUCTURES -SHOWN OR NOT SHOWN.
oesto
Now= -4 D' 191
REGISTRATION EXPIRES MARCH- 31 1989
CONTRACTOR AGREES THAT HE SHALL:A5SUME SOLE AND COMPLETE RESPONSIBILITY
FOR JOB SITE CONDITIONS bURING THE COURSE OF QQNSTRUCTION-OF.THI'S PROJECTOP
W.O*o NO.*
COUNTY'01F SM BERNMDINO
INCLUDI * NG SAFETY Or ALL PERSONS AND"PROPERTY; 'THAT THIS-REOUI'REMENT,SHALL. FIELD BOOK REF.
ARPLY CONTINUOUSLY AND NbT BE -LIMITED TO NORMAL WORKING HOURS;. AND THAT ROAD DEPARTMENT
THE CONfkACTQR SHALL DEFE''ND** INDEMNIFY AND HOLD THE COUNTYs, THE.OWNER
STREET IMPROVEMENT PLANS ROAD NO.
,AND THE ENGI ' NEER liARMLESS-FAOM'ANT AND ALL LIABiL-ITY#. REAL.OR ALLEGED0 DESIGNED .'DRAWN -BY CHEC KED By APPROVED BY
IN -CONNECTION WITH*THE PERFORMANCE OF WORK ON..THIS',*PROJECTt,EXCEP-TING -ADF. TDM
FOR LIABILITY ARISING FROM THE.SOLE NEGLIGENCE OFTHE OWNER OR THE FILE NO.
CIVIL ENGINEERING SURVEYING
ENGINEER. -RAFFIC STUDIES SUBMITTED 6YA CoDoE.*
LANDPLANNING : T w ASST. COUNr( ENGR. ROADS DATE TRACT 13681
(7143 884-8217 109 E. TH I RD STREET
SAN BERNARDINO, CALIFORNIA 92410
ENGINEER SHEET I OF 6
MARK REVISIONS APPR DATE ASST....4 A MISSIGNER ENGRO DATE COUNTY DATE
*P* COVER SHEET FOR STREET PLANS - 3010,29]PFs 13681 55 30 -Jul -87 03:18 PM F00102-135
UNDER A.Q. AND P.C.C. SHALL BE UNIFORMLY APPLIED AT. THE MANUFACTURER08
BASELINE
ROAD
15'...IF
DURING CONSTRUCTION. GROUND WATER IS ENCOUNTERED. A SYSTEM APPROVED
us
BY THE SAN BERNARDINO COUNTY TRANSPORTATION DEPT. 'SHALL BE INSTALLED TO
DEWATER SAID AREA AT THE DIRECTION OF THE SOILS ENGINEER.
17.
CONTRACTOR IS TO-NOTIY ALL UTILITY AGENCIES PRIOR TO LOWERING GRADE.
AGENCIES TO BE NOTIFIED ARE AS FOLLOWSt .- -_ FONTANA - WATER
DISTRICT (882--2201 3; SOUTHERN CALIFORNIA GAS COMPANY C884-94113;
MESA RD
18.
IN EXPANSIVE SOIL AREAS, THE SUBGRADE UNDER CURBS, GUTTERS,'SIDEWALKS
WABASH- AVE
SHAMROCIZ��
3jkN JAWO
Avi%
a Ts
EIGHT (81 INCHES AND MOISTURE SHALL BE APPLIED TO MAINTAIN FREE WATER
ON. THE SURFACE FOR AT LEAST 24 HOURS PRIOR TO PLACING CONCRETE AND
THE SUBGRADE SHALL THEN BE PREPARED WITHOUT COMPACTIVE EFFORT.
19.
OF
THAT A MINIMUM OF PONDING OCCURS; SECTIONS HAVING GRADIENTS OF 0.50% OR
FMMY Avi, OF
FLATTER SHALL BE WATER TESTED IN THE PRESENCE OF THE INSPECTOR
LU
>
CITY j:
ILI
RAMOMA AVE
V
IN t,
COU
z
>
20.
STREET MARKERS PER SAN BERNARDINO COUNTY STANDARDS NOS. 303, 303A AND
Y
303B. SHALL BE CONSTRUCTED AT EACH INTERSECTION.
.21'.
THE WATER MAINS AND THE GAS MAINS SHALL BE PLACED UNDERGROUND PRIOR TO
PAVING CONSTRUCTION. THE SERVICE LATERALS FOR THE- WATER SYSTEM AND THE
MILLER
AVE
U_ i
CROSS THE PAVEMENT,PERVICE LATERALS SHALL BE BORED INTO PLACE.
22.
IF AN ELEVATION DIFFERENTIAL OF 5 FEET OR GREATER EXISTS BETWEEN ANY
n:
nomy v
U
-s
Auftm
k PA
_j
T
NEED
0
_j
H
BARBEE ST
Uj
cr_
BARBEE
F60THIL
BLVD
a rmuruom IJ Ortfto rAU ANIJ Ina MALVIA14W WMIUMM_ OUMMnn OMUP AIJUIULUMAL
CONCRETE ROCK.SLOPE PROTECTION AND/OR EROSION PROTECTION MAY BE REQUIRED
Y AS DIRECTED.BY THE COUNTY.
VIN -N __M A P
(NO SCALEY
23. THE.ENGIN'EER SHALL INSPECT AND CERTIFY THAT ALL PRIVATE ROADS AND
DRAINAGE IMPROVEMENTS HAVE BEEN BUILT IN ACCORDANCE WITH THE APPROVED
County.-appr PLANS.
oval of plans does not r*elieve .-,he developer from responsibi I ity
for the correction of error and omission d:iscovered during construction.
Uponre.ouest 'the requ i red p 1 an - rev s i ons s ha I I be prompt ly submi tted to
the County Engineer for.app�oval.*
Vito
L.. L z,
PRIVATE ENGINEER"S NOTES TO CONTRACTOR
r
THE EXISTENCE AND LOCATI.ON OF ANY UNDERGROUND UTILITY PIPES* CONDUITS
OR STRUCTURES SHOWN ON THESE PLANS ARE-OBTAINED.BY A SEARCH -OF THE AVAIL- RECOMMENDED FOR APPROVAL: 13291
-WILLOAN ASSOCIATES
ABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE -THERE ARE.NO EXISTING UTILI-7 EXP. 3-41 -89
TIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR IS REQUIRED.TO.TAKE 4t
NES SHOWN ON THESE Z.
0
DUE PRECAUTIONARY -MEASURES TO PROTECT. THE UTILITY. LI
DRAWINGS.- THE CONTRACTOR FURTHER ASSUMES ALL*LIABILITY AND*RESPONSI- R)K.E. /6r &-alko-7
7., 7Z. D ATE
ON. THESE DRAWINGS. GLEN L "LU DATE
.0 13
BILITY FOR THE UTILITY PIPESP CONDUITS OR STRUCTURES -SHOWN OR NOT SHOWN.
oesto
Now= -4 D' 191
REGISTRATION EXPIRES MARCH- 31 1989
CONTRACTOR AGREES THAT HE SHALL:A5SUME SOLE AND COMPLETE RESPONSIBILITY
FOR JOB SITE CONDITIONS bURING THE COURSE OF QQNSTRUCTION-OF.THI'S PROJECTOP
W.O*o NO.*
COUNTY'01F SM BERNMDINO
INCLUDI * NG SAFETY Or ALL PERSONS AND"PROPERTY; 'THAT THIS-REOUI'REMENT,SHALL. FIELD BOOK REF.
ARPLY CONTINUOUSLY AND NbT BE -LIMITED TO NORMAL WORKING HOURS;. AND THAT ROAD DEPARTMENT
THE CONfkACTQR SHALL DEFE''ND** INDEMNIFY AND HOLD THE COUNTYs, THE.OWNER
STREET IMPROVEMENT PLANS ROAD NO.
,AND THE ENGI ' NEER liARMLESS-FAOM'ANT AND ALL LIABiL-ITY#. REAL.OR ALLEGED0 DESIGNED .'DRAWN -BY CHEC KED By APPROVED BY
IN -CONNECTION WITH*THE PERFORMANCE OF WORK ON..THIS',*PROJECTt,EXCEP-TING -ADF. TDM
FOR LIABILITY ARISING FROM THE.SOLE NEGLIGENCE OFTHE OWNER OR THE FILE NO.
CIVIL ENGINEERING SURVEYING
ENGINEER. -RAFFIC STUDIES SUBMITTED 6YA CoDoE.*
LANDPLANNING : T w ASST. COUNr( ENGR. ROADS DATE TRACT 13681
(7143 884-8217 109 E. TH I RD STREET
SAN BERNARDINO, CALIFORNIA 92410
ENGINEER SHEET I OF 6
MARK REVISIONS APPR DATE ASST....4 A MISSIGNER ENGRO DATE COUNTY DATE
*P* COVER SHEET FOR STREET PLANS - 3010,29]PFs 13681 55 30 -Jul -87 03:18 PM F00102-135
UNDER A.Q. AND P.C.C. SHALL BE UNIFORMLY APPLIED AT. THE MANUFACTURER08
RECOMMENDED RATE FOR THE FULL PAVEMENT WIDTH PRIOR TO PAVING*.
15'...IF
DURING CONSTRUCTION. GROUND WATER IS ENCOUNTERED. A SYSTEM APPROVED
BY THE SAN BERNARDINO COUNTY TRANSPORTATION DEPT. 'SHALL BE INSTALLED TO
DEWATER SAID AREA AT THE DIRECTION OF THE SOILS ENGINEER.
17.
CONTRACTOR IS TO-NOTIY ALL UTILITY AGENCIES PRIOR TO LOWERING GRADE.
AGENCIES TO BE NOTIFIED ARE AS FOLLOWSt .- -_ FONTANA - WATER
DISTRICT (882--2201 3; SOUTHERN CALIFORNIA GAS COMPANY C884-94113;
PACIFIC - BELL TELEPHONE COMPANY. (00!T-6553 .
18.
IN EXPANSIVE SOIL AREAS, THE SUBGRADE UNDER CURBS, GUTTERS,'SIDEWALKS
AND DRIVEWAY APPROACHES SHALL BE SCARIFIED TO A DEPTH OF AT LEAST
EIGHT (81 INCHES AND MOISTURE SHALL BE APPLIED TO MAINTAIN FREE WATER
ON. THE SURFACE FOR AT LEAST 24 HOURS PRIOR TO PLACING CONCRETE AND
THE SUBGRADE SHALL THEN BE PREPARED WITHOUT COMPACTIVE EFFORT.
19.
CURB AND GUTTER, CROSS GUTTER AND SPRANDRELS SHALL BE SO CONSTRUCTED
THAT A MINIMUM OF PONDING OCCURS; SECTIONS HAVING GRADIENTS OF 0.50% OR
FLATTER SHALL BE WATER TESTED IN THE PRESENCE OF THE INSPECTOR
IMMEDIATELY PRIOR TO TRACT ACCEPTANCE. SECTIONS WHICH HAVE WATER
PONDING MORE THAN 6"'WIDE OR MORE THAN 4' LONG SHALL BE SAWCUTAND
REMOVED IN LENGTHS NOT'LESS THAN 4* AND REPLACED TO REDUCE PONDING TO
THE MAXIMUM SPECIFIED.
20.
STREET MARKERS PER SAN BERNARDINO COUNTY STANDARDS NOS. 303, 303A AND
Y
303B. SHALL BE CONSTRUCTED AT EACH INTERSECTION.
.21'.
THE WATER MAINS AND THE GAS MAINS SHALL BE PLACED UNDERGROUND PRIOR TO
PAVING CONSTRUCTION. THE SERVICE LATERALS FOR THE- WATER SYSTEM AND THE
GAS SYSTEM SHALL BE.INSTALLED AT A LATER DATE WHERE IT IS NECESSARY TO
CROSS THE PAVEMENT,PERVICE LATERALS SHALL BE BORED INTO PLACE.
22.
IF AN ELEVATION DIFFERENTIAL OF 5 FEET OR GREATER EXISTS BETWEEN ANY
a rmuruom IJ Ortfto rAU ANIJ Ina MALVIA14W WMIUMM_ OUMMnn OMUP AIJUIULUMAL
CONCRETE ROCK.SLOPE PROTECTION AND/OR EROSION PROTECTION MAY BE REQUIRED
Y AS DIRECTED.BY THE COUNTY.
VIN -N __M A P
(NO SCALEY
23. THE.ENGIN'EER SHALL INSPECT AND CERTIFY THAT ALL PRIVATE ROADS AND
DRAINAGE IMPROVEMENTS HAVE BEEN BUILT IN ACCORDANCE WITH THE APPROVED
County.-appr PLANS.
oval of plans does not r*elieve .-,he developer from responsibi I ity
for the correction of error and omission d:iscovered during construction.
Uponre.ouest 'the requ i red p 1 an - rev s i ons s ha I I be prompt ly submi tted to
the County Engineer for.app�oval.*
Vito
L.. L z,
PRIVATE ENGINEER"S NOTES TO CONTRACTOR
r
THE EXISTENCE AND LOCATI.ON OF ANY UNDERGROUND UTILITY PIPES* CONDUITS
OR STRUCTURES SHOWN ON THESE PLANS ARE-OBTAINED.BY A SEARCH -OF THE AVAIL- RECOMMENDED FOR APPROVAL: 13291
-WILLOAN ASSOCIATES
ABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE -THERE ARE.NO EXISTING UTILI-7 EXP. 3-41 -89
TIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR IS REQUIRED.TO.TAKE 4t
NES SHOWN ON THESE Z.
0
DUE PRECAUTIONARY -MEASURES TO PROTECT. THE UTILITY. LI
DRAWINGS.- THE CONTRACTOR FURTHER ASSUMES ALL*LIABILITY AND*RESPONSI- R)K.E. /6r &-alko-7
7., 7Z. D ATE
ON. THESE DRAWINGS. GLEN L "LU DATE
.0 13
BILITY FOR THE UTILITY PIPESP CONDUITS OR STRUCTURES -SHOWN OR NOT SHOWN.
oesto
Now= -4 D' 191
REGISTRATION EXPIRES MARCH- 31 1989
CONTRACTOR AGREES THAT HE SHALL:A5SUME SOLE AND COMPLETE RESPONSIBILITY
FOR JOB SITE CONDITIONS bURING THE COURSE OF QQNSTRUCTION-OF.THI'S PROJECTOP
W.O*o NO.*
COUNTY'01F SM BERNMDINO
INCLUDI * NG SAFETY Or ALL PERSONS AND"PROPERTY; 'THAT THIS-REOUI'REMENT,SHALL. FIELD BOOK REF.
ARPLY CONTINUOUSLY AND NbT BE -LIMITED TO NORMAL WORKING HOURS;. AND THAT ROAD DEPARTMENT
THE CONfkACTQR SHALL DEFE''ND** INDEMNIFY AND HOLD THE COUNTYs, THE.OWNER
STREET IMPROVEMENT PLANS ROAD NO.
,AND THE ENGI ' NEER liARMLESS-FAOM'ANT AND ALL LIABiL-ITY#. REAL.OR ALLEGED0 DESIGNED .'DRAWN -BY CHEC KED By APPROVED BY
IN -CONNECTION WITH*THE PERFORMANCE OF WORK ON..THIS',*PROJECTt,EXCEP-TING -ADF. TDM
FOR LIABILITY ARISING FROM THE.SOLE NEGLIGENCE OFTHE OWNER OR THE FILE NO.
CIVIL ENGINEERING SURVEYING
ENGINEER. -RAFFIC STUDIES SUBMITTED 6YA CoDoE.*
LANDPLANNING : T w ASST. COUNr( ENGR. ROADS DATE TRACT 13681
(7143 884-8217 109 E. TH I RD STREET
SAN BERNARDINO, CALIFORNIA 92410
ENGINEER SHEET I OF 6
MARK REVISIONS APPR DATE ASST....4 A MISSIGNER ENGRO DATE COUNTY DATE
*P* COVER SHEET FOR STREET PLANS - 3010,29]PFs 13681 55 30 -Jul -87 03:18 PM F00102-135
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