HomeMy WebLinkAboutPiazza Apartments,-•rr
rl■
�■
FBF
CONSULTING
1■II PLANNING ■ RE51GN ■ CONSTRUCTION
s
a•II
Piazza Apartment
CUP 08-020/DR 08-010
.,, (C,9 -i I auN►fEK)
Fontana
.. San Bernardino County, California
•� HYDROLOGY & HYDRAULICS REPORT
Owner:
Elderly Housing Development & Operations Corporation
•• 1580 Sawgrass Corporate Parkway # 210
Fort Lauderdale, FL 33323-2859
Prepared For:
TC Architect, Inc
755 White Pond Dr, Suite 401
Akron, OH 44320
Consultant:
40 RBF CONSULTING�oQRO ESS/ONq!
3300 East Guasti Road, Suite 100 Q C
�• Ontario, CA 91761
(909) 974-4900
,oto
�. Contact: Matthew C. Hicks, PE, PLS '
r CIVIL
AN FOF CAL,��e'
qq
At
July 8, 2009 (Revision No. 1)
JN 65-100519
Apr, O
12•ti-09
*� LIST OF EXHIBITS
�
Exhibit1 — Vicinity Map............................................................................................. 12
AN
"M TECHNICAL APPENDICES
to
A. Rational Method (AES RatscX) Calculations:
dill
b. Existing Condition —100 -year Storm Event
qq
c. Proposed Condition — 25 -year Storm Event
do
B. Tributary Area Maps
TABLE OF CONTENTS
in
b. Proposed Condition
Ad
C. Hydraulic Calculations
q,
HYDROLOGY STUDY ....................
SECTION 1 - INTRODUCTION............................................................................................1-1
b. Calculations for under sidewalk drains
do
1.1 Location and Setting1-1
1.2 Project Objectives........................................................................................................
1-1
40
1.3 Pre -Developed Condition-
SECTION2 - HYDROLOGY.................................................................................................2-3
2.1 Hydrology Methodology2-3
2.2 Hydrology Post -Developed Condition...........................................................................
2-3
2.3 Conclusions...................................................................................................................
2-3
*� LIST OF EXHIBITS
�
Exhibit1 — Vicinity Map............................................................................................. 12
AN
"M TECHNICAL APPENDICES
to
a. 10 -year — 1 Hour Isoheytal Map
b. 100 -year — 1 Hour Isoheytal Map
c. 25 Yr. — 1 Hr. Rainfall Intensity Graph
** d. Hydrologic Soils Group Map
I"
All
9
A. Rational Method (AES RatscX) Calculations:
a. Existing Condition — 25 -year Storm Event
b. Existing Condition —100 -year Storm Event
c. Proposed Condition — 25 -year Storm Event
d. Proposed Condition —100 -year Storm Event
B. Tributary Area Maps
a. Existing Condition
b. Proposed Condition
C. Hydraulic Calculations
a. Calculations for area drain sizing
"r
b. Calculations for under sidewalk drains
c. Calculations for graded swale
D. Reference Material
a. 10 -year — 1 Hour Isoheytal Map
b. 100 -year — 1 Hour Isoheytal Map
c. 25 Yr. — 1 Hr. Rainfall Intensity Graph
** d. Hydrologic Soils Group Map
I"
All
9
0
,., SECTION 1 - INTRODUCTION
1" 1.1 LOCATION AND SETTING
46
qW The proposed project will develop an existing parking area into a five story senior apartment
complex south of the existing Dino Papavero apartments. The project site is located east of Juniper
40Avenue south of the intersection of Juniper Avenue and Marygold Avenue. Drainage current flows
from north to south and is eventually transmitted to Juniper Avenue.
Am 1.2 PROJECT OBJECTIVES
The objectives of this study include the following:
❖ Prepare hydrologic analysis of the proposed condition watershed based on land uses,
drainage patterns, ground slopes, and soil types to generate the 25 and 100 -year flood
storm events as required by the City of Fontana. The hydrology computations are based on
the San Bernardino County Flood Hydrology Manual Rational Method.
'� ❖ Develop post -developed condition hydrology map identifying drainage boundaries, drainage
patterns, and concentration points for onsite area.
"' ❖ Design onsite storm drain system to transmit flows to Juniper Avenue
r7
❖ Size under sidewalk drains to transmit above ground drainage to Juniper Avenue.
,m
1.3 PRE -DEVELOPED CONDITION
I" The majority of the project site is currently paved and functions as a parking area. A garage
structure is located on the site and is currently utilized for storage for the Dino Papavero apartment
complex. The project site is bounded by Juniper Avenue to the west an apartment complex to the
south, a vacant field to the east, and the Dino Papavero Center to the north.
The existing site drainage pattern is generally north to south and the site accepts run-off from the
10 Dino Papavero apartment complex and open space area to the east. A portion of the run-off
40 crossing the site continues southerly into a parking lot cross gutter in the adjacent apartment
complex to the south and ultimately outlets in Juniper Avenue via surface drainage. The remainder
of run-off crossing the site is transmitted westerly along a small retaining wall along the southerly
property line and outlets in Juniper Avenue. A portion of this run-off may pass over the retaining wall
into the adjacent apartment complex parking lot during larger storm events and pass through to
Juniper via surface drainage.
0
r-
4d Piazza Apartment — CUP 08-020/DR 08-010
Hydrology Study
go
rrr
dd
qq
AN EXHIBIT 1 — VICINITY MAP
w
do
qq
Al
"" SAN BERNARD I NO AVENUE
ori
I" VICINITY MAP
4I NOT TO SCALE
THE THOMAS GUIDE 2006
"" SAN BERNARDINO COUNTY, PAGE 604,
40 COORDINATE J-6
I"
At
.q
46
M
I"
All Piazza Apartment - CUP 08-020/DR 08-010
Hydrology Study
'� 1-2
w
PROJECT
SITE
W
r
MALLORY
DRIVE Q
MARY
OLD AVENUE
w
>
�
w
Ld z
>
w
a
Q
w
'Q
z
Q
w
VALLEY
Q
BOULEVARD
� �
o
U
w
w
a�
WASHINGTON
DRIVE
10
SAN BERNARDION
FREEWAY
4d
I" VICINITY MAP
4I NOT TO SCALE
THE THOMAS GUIDE 2006
"" SAN BERNARDINO COUNTY, PAGE 604,
40 COORDINATE J-6
I"
At
.q
46
M
I"
All Piazza Apartment - CUP 08-020/DR 08-010
Hydrology Study
'� 1-2
rrr
SECTION 2 - HYDROLOGY
10 2.1 HYDROLOGY METHODOLOGY
"o The Methodology presented in this study is in compliance with the San Bernardino Hydrology
ME Manual (Reference 1, hereinafter referred to as the Manual).
MODEL DESCRIPTIONS - The Integrated Rational Method Hydrology System Model (Reference 2)
within the Advanced Engineering Systems Software (AES) was used to generate the peak 25 -year
and 100 -year on-site flows.
di
SOIL TYPE - The Manual utilizes the Soil Conservation Service (SCS) soil classification system,
which classifies soils into four (4) hydrological groups (HSG): A through D, with D being the least
impervious. The soils map (Figure C-16 of the Manual) is included in Appendix A. According to this
figure, this project lies within HSG "A".
DEVELOPMENT TYPE - The development was based on the commercial land use type.
INTENSITY - The intensity values (inches/hour) used in the rational models were obtained from
Figure B-3, B-4, and Figure D-2 of the Manual. The 25 -year and 100 -year values for the entire site
"I are .1.1"/hr and 1.4"/hr, respectively. Copies of the figures are included in the Appendix.
DRAINAGE AREAS AND FLOWS PATTERNS - The drainage areas and flow patterns for pre -developed
condition were determined using the existing topography (Cadd). The areas were measured using
the computer capabilities of AutoCad.
2.2 HYDROLOGY POST -DEVELOPED CONDITION
In the post developed condition storm water run-off will be split between a small area drain system
north of the proposed building and an open channel (graded bio-swale) south of the proposed
parking lot. Both drainage areas will transmit run-off westerly to Juniper Avenue via two under -
sidewalk drains. The approximate 2.5 acres that previously drained southerly across the site
+� through the adjacent apartment complex and into Juniper will be diverted westerly along the
southerly property directly into Juniper.
49 2.3 CONCLUSIONS
I" Based on the relatively minor change in impervious areas between pre- and post -developed
conditions there is no significant increase in run-off values due to the proposed development. As
notedpreviously, the proposed project will redevelop an existing parking lot and structure with a new
apartment building and parking lot.
The site has been designed to eliminate the existing cross -lot drainage that occurs between the
project site and the southerly apartment complex by diverting run-off westerly along the southerly
project boundary. This diversion accounts for an approximate 10 cfs increase of run-off (100 -yr) at
the proposed southerly Juniper St. outlet. In the pre -developed condition this 10 cfs surface drains
through the drive aisle in the adjacent apartment complex and outlets into Juniper approximately
Piazza Apartment - CUP 08-020/DR 08-010
Hydrology Study
2-3
0
a
F
d
0
0
E
0
R
d
M
w
h'
5
0
r
south of the proposed new outlet location. Based on the proximity of the pre- and post- developed
outlet locations, impacts to Juniper Avenue street drainage capacity can be considered negligible.
Piazza Apartment — CUP 08-020/DR 08-010
Hydrology Study
2-4
■
I"
i
in
s
Technical Appendix A
Rational Method (AES RatscX) Calculations
I"
49
M
M
0,
L -
A. Existing Condition - 25 -Yr. Storm Event
B. Existing Condition - 100 -Yr. Storm Event
C. Proposed Condition - 25 -Yr. Storm Event
D. Proposed Condition - 100 -Yr. Storm Event
Piazza Apartment - CUP 08-020/DR 08-010
Hydrology Study
2-5
ew
r�
A
go
di
40
A
4"
di
qq
di
in
di
qR
a
qI
49
A
Existing Condition — 25 -Year Storm Event
Piazza Apartment — CUP 08-020/DR 08-010
.4 Hydrology Study
A 2-6
Date: 07/13/09 File name: 51925YR.RES Page 1
..x+x................x+....x....*.***....*.....+.*...*.....**..xx*x*x.
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2006 Advanced Engineering Software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1264
Analysis prepared by:
RBF Consulting
14725 Alton Parkway
Irvine, CA 92618
.......................... DESCRIPTION OF STUDY ..........................
* Existing Condition (25 -Year Storm)
* Piazza Apartments
* Calc by: B.K. revised by L.J. for 25 -Year Storm
FILE NAME: 51925YR.DAT
TIME/DATE OF STUDY: 10:04 07/09/2009
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------- -----------------------------------------------------
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE (LOG (I; IN/HR) vs. LOG(Tc;MIN)) = 0.7000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.1100
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
-------------- ----------------- ------ ---- ------ ---- -------
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) -(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
....................................... ..-----------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
----------------------------------------------------------------------------
- -----------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 690.00
ELEVATION DATA: UPSTREAM(FEET) = 1136.50 DOWNSTREAM(FEET) = 1129.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.936
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.655
Date: 07/13/09 File name: 51925YR.RES Page 2
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS A 2.50 0.98 0.200 32 10.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 7.78
TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 7.78
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00
ELEVATION DATA: UPSTREAM(FEET) = 1134.50 DOWNSTREAM(FEET) =
1126.80
To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.843
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.612
SUBAREA To AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS To
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN (MIN.)
APARTMENTS A 1.30 0.98 0.200
32 7.84
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 5.17
TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 5.17
............. .««................. *........... *.......... *++++++...+.........
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE =
21
----------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<—
-USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
------------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00
ELEVATION DATA: UPSTREAM(FEET) = 1130.00 DOWNSTREAM(FEET) =
1126.90
To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.145
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 5.471
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN (MIN.)
RESIDENTIAL
-5-7 DWELLINGS/ACRE" A 0.30 0.98 0.500
32 6.14
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 1.35
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.35
«++«++++...........+..........+...+.............«+....«.««.«+..«.+........+.
FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE =
21
------------------ -.........................................................
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
-USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA«
----------------------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00
ELEVATION DATA: UPSTREAM(FEET) = 1134.50 DOWNSTREAM(FEET) =
1131.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 6.320
L,. A L. A L A AL ■ L A 1. A L A L/ L A h i ! i 1t l L i L A L i L A L! L! ! 1
Date: 07/13/09 File name: 51925YR.RES
Page 3
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
(MIN.)
APARTMENTS A 0.50 0.98 0.200 32
5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 2.76
TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.76
FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21
............................................................................
——RATIONAL METHOD INITIAL SUBAREA ANALYSIS««
»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA
INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00
ELEVATION DATA: UPSTREAM(FEET) = 1136.50 DOWNSTREAM(FEET) = 1133.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] "0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.059
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 5.525
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
(MIN.)
APARTMENTS A 0.60 0.98 0.200 32
6.06
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 2.88
TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.88
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.60 TC(MIN.) = 6.06
EFFECTIVE AREA(ACRES) = 0.60 AREA -AVERAGED Fm(INCH/HR)= 0.20
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.200
PEAK FLOW RATE(CFS) = 2.88
END OF RATIONAL METHOD ANALYSIS
Date: 07/13/09 File name: 51925YR.RES Page 4
40,
do
E
N
N
e
H
0
a
Existing Condition —100 -Year Storm Event
'0
0
E
0
d
e
0
4"
di Piazza Apartment — CUP 08-020/DR 08-090
Hydrology Study
2-7
++xr!!kkl++xk«kkkkk*k+k+++!!+!l+kkkk*++++++kr+++*krt+++++x+++++++++++++++++++
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2004 Advanced Engineering Software (aes)
Ver. 10.0 Release Date: 01/01/2004 License ID 1264
Analysis prepared by:
RBF Consulting
14725 Alton Parkway
Irvine, California 92618
+++++++++kk+++++++x+++++++ DESCRIPTION OF STUDY *+++++++++++++++++++++++++
* Existing Condition (100yr/1hr event)
* Piazza Apartment
* Calc by: B.K. 3/30/2009
FILE NAME: 519100YR.DAT
TIME/DATE OF STUDY: 12:39 03/26/2009
------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL*
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE (LOG (I; IN/HR) vs. LOG(TC;MIN)) = 0.7000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.4000
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) *(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
rt«#«#####rtkrtk«««4!!«!!l4++l4##4+##**kkkkkk«««««!!+!l+4+++*4!#4++***#*k*+«#+«
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
-------------------------------------------------------- - - -- - -- --------_
» —RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <<
>>USE TIM£ -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA—
--------------- "-------------------------------------______________________
INITIAL SUBAREA FLOW-LENGTH(FEET) = 690.00
ELEVATION DATA: UPSTREAM(FEET) = 1136.50 DOWNSTREAM(FEET) = 1129.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) - 10.936
* 100 YEAR RAINFALL INTENSITY(INCH/HR) - 4.609
SUBAREA TC AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS A 2.50 0.80 0.20 52 10.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20
SUBAREA RUNOFF(CFS) - 10.01
TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 10.01
l4+44444#rtrt#4*444*#*krt#+*kk#««rt#k«kk««lrt+4!!!«4##k*kkrtk#4x4«!««k#rtrt«rt«!+lkx#
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE - 21
----------------------------------------------------------------------------
» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <<<
-USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA
INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00
ELEVATION DATA: UPSTREAM(FEET) = 1134.50 DOWNSTREAM(FEET) = 1126.80
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.843
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.817
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS A 1.30 0.80 0.20 52 7.84
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20
SUBAREA RUNOFF(CFS) = 6.62
TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 6.62
4**444++++«!+*++#+rt*4#+******4k*rt**k**444444444+444444+#44**+k#*******444444
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21
-------
— —RATIONAL METHOD INITIAL SUBAREA ANALYSIS««
»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA—
INITIAL SUBAREA FLOW-LENGTH(FEET) _ 145.00
ELEVATION DATA: UPSTREAM(FEET) = 1130.00 DOWNSTREAM(FEET) = 1126.90
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.145
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.901
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.30 0.80 0.50 52 6.14
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA RUNOFF(CFS) = 1.76
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.76
FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21
____________________________________________________________________________
»> >RATIONAL METHOD INITIAL SUBAREA ANALYSIS «, c
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA«
INITIAL SUBAREA FLOW-LENGTH(FEET) 90.00
ELEVATION DATA: UPSTREAM(FEET) = 1134.50 DOWNSTREAM(FEET) = 1131.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 7.972
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS TC
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN (MIN.)
APARTMENTS A 0.50 0.80 0.20
52 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20
SUBAREA RUNOFF(CFS) = 3.52
TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 3.52
######iii+i+#iti+fffkki+iittfffkkk+#i#ftif #fikk*+kt+fkkkk#kkk#itis+itkf4iffk
FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21
-----------------------------------------------------------------
» >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS< « «
»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA -
INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00
ELEVATION DATA: UPSTREAM(FEET) = 1136.50 DOWNSTREAM(FEET) =
1133.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.059
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.969
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN (MIN.)
APARTMENTS A 0.60 0.80 0.20
52 6.06
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20
SUBAREA RUNOFF(CFS) = 3.68
TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 3.68
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.60 TC(MIN.) = 6.06
EFFECTIVE AREA(ACRES) = 0.60 AREA -AVERAGED Fm(INCH/HR)=
0.16
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.20
PEAK FLOW RATE(CFS) = 3.68
END OF RATIONAL METHOD ANALYSIS
E
R
P
E
R
dig
MM
do
Proposed Condition — 25 -Year Storm Event
F
8
F
0
�r
'0
r
d
0
Piazza Apartment — CUP 08-020/DR 08-010
Hydrology Study
� 2-8
& A & A & A k .A k i &/ k i & A k A i A ! A a/ & A & A & i k. ! & A a A a)
Date- 07/13/09 File name: 519P25.RES Page 1
RATIONAL +METHOD *HYDROLOGY *COMPUTER *PROGRAM +PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2006 Advanced Engineering Software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1264
Analysis prepared by:
RBF Consulting
14725 Alton Parkway
Irvine, CA 92618
************************** DESCRIPTION OF STUDY
* Proposed Condition (25 -Year Storm)
* Piazza Apartments
* Clac by: B.K. revised by L.J. for 25 -Year Storm
FILE NAME: 519P25.DAT
TIME/DATE OF STUDY: 11:51 07/09/2009
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.7000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.1100
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD-
-USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== --=- ------------------------- ====== ===== ------ ===== =======
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.157 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.-
-USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
............................................................................
--RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA-
------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 575.00
ELEVATION DATA: UPSTREAM(FEET) = 1136.50 DOWNSTREAM(FEET) = 1129.70
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.996
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.892
Date: 07/13/09 File name: 519P25.RES Page 2
SUBAREA To AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS A 2.40 0.98 0.200 32 10.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 7.98
TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 7.98
......................... +.... ***.... «.... *.... *..... **........ *......
+.+..+
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 82
----------------------------------------------------------------------------
»»>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc, -<<
<<
»»>(AND COMPUTE INITIAL SUBAREA RUNOFF)««<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00
ELEVATION DATA: UPSTREAM(FEET) = 1129.70 DOWNSTREAM(FEET) = 1126.30
To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.912
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.915
SUBAREA To AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS A 1.40 0.98 0.200 32 9.91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 1.40 INITIAL SUBAREA RUNOFF(CFS) = 4.69
** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC:
MAINLINE Tc(MIN) = 10.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.892
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.66
EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED Fm(INCH/HR) = 0.20
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.20
TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 12.64
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21
............................................................................
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA
INITIAL SUBAREA FLOW-LENGTH(FEET) = 255.00
ELEVATION DATA: UPSTREAM(FEET) = 1134.50 DOWNSTREAM(FEET) = 1129.30
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.475
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 5.274
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS A 0.60 0.98 0.200 32 6.48
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 2.74
TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.74
*k * **
FLOWPROCESS+FROM*NODE**300..`++
00TONODE 301.00 IS CODE = 21
------ - ------------------------ - ---------- - -
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA-
------
it l & A k ! k i k A k 1 a A t o t i & A iA !A &/ i i a A a A a A a i t l
Date: 07/13/09 File name: 519P25.RES
Page 3
INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00
ELEVATION DATA: UPSTREAM(FEET) = 1134.50 DOWNSTREAM(FEET) =
1131.50
To = K*[(LENGTH'* 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 6.320
SUBAREA To AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS To
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN (MIN.)
APARTMENTS A 0.30 0.98 0.200
32 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 1.65
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.65
...:......*.....*.*....****...*.*.....*..* .......... .........*....
FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE =
***..... *.
21
...................... ........................ ..............................
» >>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
-USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA
INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00
ELEVATION DATA: UPSTREAM(FEET) = 1136.50 DOWNSTREAM(FEET) =
1133.50
To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.059
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 5.525
SUBAREA To AND LOSS RATE OATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS To
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN (MIN.)
APARTMENTS A 0.60 0.98 0.200
32 6.06
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 2.88
TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.88
----------------------------------------------------------------------------
------------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.60 TC(MIN.) = 6.06
EFFECTIVE AREA(ACRES) = 0.60 AREA -AVERAGED Fm(INCH/HR)=
0.20
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.200
PEAK FLOW RATE(CFS) = 2.88
END OF RATIONAL METHOD ANALYSIS
Date: 07/13/09 File name: 519P25.RES Page 4
E
M
0
H
E
d
d
E
E
M
E
0
F
R
r
d
Proposed Condition —100 -Year Storm Event
Piazza Apartment — CUP 08-020/DR 08-010
Hydrology Study
2-9
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2004 Advanced Engineering Software (sea)
Ver. 10.0 Release Date: 01/01/2004 License ID 1264
Analysis prepared by:
RBF Consulting
14725 Alton Parkway
Irvine, California 92618
««««+«+««««+«««««««««««««« DESCRIPTION OF STUDY
* Proposed Condition (100yr/hr Event)
* Piazza Apartment
* Calc by: B.K.
FILE NAME: 519P100.DAT
TIME/DATE OF STUDY: 16:18 03/26/2009
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL*
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE (LOG (I; IN/HR) vs. LOG(Tc;MIN)) = 0.7000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.4000
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) -(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
---------------------------------------------- -_--_-_----------------------
» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS««.
»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA«
------------------------------------------------------------
----- ----------'---'---- '-------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 575.00
ELEVATION DATA: UPSTREAM(FEET) = 1136.50 DOWNSTREAM(FEET) = 1129.70
Tc - K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) - 9.996
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.908
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS A 2.40 0.80 0.20 52 10.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20
SUBAREA RUNOFF(CFS) = 10.26
TOTAL AREA(ACRES) - 2.40 PEAK FLOW RATE(CFS) - 10.26
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE =
82
------------- - - - --------------------- - ---- - - ---------------------
»» ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc, « « <
- ---
» >>(AND COMPUTE INITIAL SUBAREA RUNOFF) -<,
<,
INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00
ELEVATION DATA: UPSTREAM(FEET) = 1129.70 DOWNSTREAM(FEET) =
1126.30
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.912
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.938
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN (MIN.)
APARTMENTS A 1.40 0.80 0.20
52 9.91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20
SUBAREA AREA(ACRES) = 1.40 INITIAL SUBAREA RUNOFF(CFS) =
6.02
** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:
MAINLINE TC(MIN) = 10.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.908
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 5.98
EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED Pm(INCH/HR)
= 0.16
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.20
TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) =
16.24
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE =
21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««.
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA«
INITIAL SUBAREA FLOW-LENGTH(FEET) 255.00
ELEVATION DATA: UPSTREAM(FEET) = 1134.50 DOWNSTREAM(FEET) =
1129.30
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.475
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.652
SUBAREA TC AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap
SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN (MIN.)
APARTMENTS A 0.60 0.80 0.20
52 6.48
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20
SUBAREA RUNOFF(CFS) = 3.51
TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 3.51
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21
----------------------------------------------------------------------------
»> >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««.
-USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA-
INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00
ELEVATION DATA: UPSTREAM(FEET) = 1134.50 DOWNSTREAM(FEET) -
1131.50
Tc - K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 7.972
SUBAREA TC AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN (MIN.)
APARTMENTS A 0.30 0.80 0.20
52 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20
SUBAREA RUNOFF(CFS) = 2.11
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 2.11
FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21
--------------------------
> -RATIONAL METHOD INITIAL SUBAREA ANALYSIS-<<
-USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA -
INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00
ELEVATION DATA: UPSTREAM(FEET) - 1136.50 DOWNSTREAM(FEET) =
1133.50
Tc = K*[(LENGTH** 3.00)/ (ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.059
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.969
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN (MIN.)
APARTMENTS A 0.60 0.80 0.20
52 6.06
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20
SUBAREA RUNOFF(CFS) = 3.68
TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 3.68
--------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.60 TC(MIN.) = 6.06
EFFECTIVE AREA(ACRES) = 0.60 AREA -AVERAGED Fm(INCH/HR)=
0.16
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.20
PEAK FLOW RATE(CFS) = 3.68
END OF RATIONAL METHOD ANALYSIS
a
OR
tv
MR
do
0
F
e
h
d
F
r
F
a
d
a
I"
dd
MR
AN
Technical Appendix B
Tributary Area Maps
A. Existing Condition
B. Proposed Condition
a
dw
Piazza Apartment — CUP 08-020/DR 08-010
„R Hydrology Study
IN
2-10
.�
131.5
'\ 30
........ _
t'
HYDROLOGY SUMMARY TABLE
JUNIPER AVENUE
.. - .............. - ................
.
,
<
NODE
FROM TO
AREA
LABEL
AREA
AC
Q25
CFS
Tc
MIN
Q100
CFS
Tc
MIN
100 101
Al
2.5
7.8
10.9
10.0
10.9
200 201
B1
1.3
5.2
7.8
6.6
7.8
300 301
Cl
0.3
1.4
6.1
1.8
6.1
400 401
D1
0.5
2.8
5.0
3.5
5.0
500 501
E1
0.6
2.9
6.1
3.7
6.1
SCALE: 1"=60'
SAN BERNARDINO (AVENUE
RY DRIVE 'a
w �
w
a �
U
w
an� VALLEY
WASHINGTON DRIVE
PROJECT SITE I
UUULD AVENUE
Ld
z
a
< BOULEVARD
SAN BERNARDION FREEWAY
VICINITY MAP
NOT TO SCALE
THE THOMAS GUIDE 2006
SAN BERNARDINO COUNTY, PAGE 604,
COORDINATE J-6
LEGEND
Al SUB AREA NAME
1.3 AC — SUB AREA
100 NODE NUMBER
660 NODE ELEVATION
L=793 LF FLOW LENGTH
—� - - — FLOW LINE
HYDROLOGY BOUNDARY
PROPERTY LINE
NODE
FROM TO
I }�
AREA
AC
Q25
CFS
Tc
MIN
SAN BERNARDINO
AVENUE
100 101
Al
2.4
8.0
10.0
10.3
10.0
101 102
.+..� ..�, .� ...1•
1.4
4.7
w
PROJECT
SITE
Al & A2
3.8
�.
\ '.•� _w
MALLORY
DRIVE a
MARYGOLD
AVENUE
0.6
w
w
3.5
6.5
300 301
Cl 1
....
�
5.0
2.1
5.0
400 401
D1 1
0.6
2.9
w
3.7
6.1
W
w
a
VALLEY
a
BOULEVARD
NODE
FROM TO
AREA
LABEL
AREA
AC
Q25
CFS
Tc
MIN
Q100
CFS
Tc
MIN
100 101
Al
2.4
8.0
10.0
10.3
10.0
101 102
A2
1.4
4.7
9.9
6.0
9.9
Al & A2
3.8
12.7
10.0
16.2
10.0
200 201
B1 1
0.6
2.7
6.5
3.5
6.5
300 301
Cl 1
0.3
1.7
5.0
2.1
5.0
400 401
D1 1
0.6
2.9
6.1
3.7
6.1
SCALE: 1 "=60'
PLANNING ■ DESIGN ■ CONSTRUCTION D(HIgR g
HYDROLOGY MAP
3300 EAST GAUSTI ROAD, SUITE 100 PROPOSED CONDITION
ONTARIO, CALIFORNIA 91761.8656
CONSULTING 909.974A900 • FAX 909.974.4904 • www.RBF.00m PLAZZq APARTMENTS
0
N
w
F
E
R
y
0
d
V.
io
..
4N
I"
A
E
•A
49
a
N
E'
0
Technical Appendix C
Hydraulic Calculations
A. Calculations for area drain sizing
B. Calculations for under sidewalk drains
C. Calculations for graded swale
Piazza Apartment — CUP 08-020/DR 08-010
Hydrology Study
2-11
rrri
Area Drain Sizing
Assumptions
1 n= 0.010
2 D/d=0.80
2.0% Q 0.34 1.01 2.17 6.40 11.60 18.86 28.45 40.62
Amax (ac) 0.09 0.25 0.54 1.60 2.90 4.72 7.11 10.16
Amax(sf) 3722 10973 23631 69673 126326 205420 309861 442397
2.5% Q 0.38 1.13 2.43 7.15 12.97 21.09 31.81 45.41
Amax (ac) 0.10 0.28 0.61 1.79 3.24 5.27 7.95 11.35
Amex(sf) 4161 12268 26421 77897 141237 229666 346435 494615
3.0% Q 0.42 1.23 2.66 7.84 14.21 23.10 34.85 49./5
Amax (ac) 0.10 0.31 0.66 1.96 3.55 5.78 8.71 12.44
Amax(sf) 4558 13439 28942 85332 154717 251587 379501 541823
3
Q/A= 4.00 cfs/ac
4
Area drain inlet calculation
per orifice equation with
80% of area
free from clogging.
on
5
Orifice Coefficient =0.6
Inlet Type
1212 CB 1218 CB 1818 CB 2424 CB ADS 8" ADS 10" ADS 12" ADS 15" ADS 18" ADS 24"
'"
6
Net area for inlet by ADS
per ADS chart.
129.6
194.4
345.6
20.3
29.7
62.7
do
7
Net area for inlet by Brooke assuming 60% clear opening.
Depth (in)
A
1
Q
0.67
1.00
1.50
2.67
Area Drain Pipes
0.23
0.48
0.71
0.76
1.25
Diameter (in)
4
6
8
12
15
18
21
24
0.18
Slope (%)
0.31
Amax(sf)
7266
10898
16348
29062
1707
2498
0.5%
Q
0.17
0.50
1.09
3.20
5.80
9.43
14.23
20.31
Amax (ac)
0.04
0.13
0.27
0.80
1.45
2.36
3.56
5.08
1.73
2.60
Amax(sf)
1861
5486
11816
34837
63163
102710
154931
221198
Amax (ac)
1.0%
Q
0.24
0.71
1.53
4.52
8.20
13.34
20.12
28.73
R"
Amax (ac)
0.06
0.18
0.38
1.13
2.05
3.33
5.03
7.18
14376
23508
Amax (so
2632
7759
16710
49266
89326
145254
219105
312822
6
Q
1.63
2.45
3.68
6.54
0.38
1.5%
Q
0.30
0.87
1.88
5.54
10.05
16.34
24.64
35.18
0.92
1.63
Amax (ac)
0.07
0.22
0.47
1.39
2.51
4.08
6.16
8.80
17797
26696
Amax(sf)
3223
9503
20465
60339
109401
177899
268348
383127
8
Q
1.89
2.83
4.25
7.55
0.44
0.65
1.37
2.02
2.16
2.0% Q 0.34 1.01 2.17 6.40 11.60 18.86 28.45 40.62
Amax (ac) 0.09 0.25 0.54 1.60 2.90 4.72 7.11 10.16
Amax(sf) 3722 10973 23631 69673 126326 205420 309861 442397
2.5% Q 0.38 1.13 2.43 7.15 12.97 21.09 31.81 45.41
Amax (ac) 0.10 0.28 0.61 1.79 3.24 5.27 7.95 11.35
Amex(sf) 4161 12268 26421 77897 141237 229666 346435 494615
3.0% Q 0.42 1.23 2.66 7.84 14.21 23.10 34.85 49./5
Amax (ac) 0.10 0.31 0.66 1.96 3.55 5.78 8.71 12.44
Amax(sf) 4558 13439 28942 85332 154717 251587 379501 541823
Area Drain Inlets
Inlet Type
1212 CB 1218 CB 1818 CB 2424 CB ADS 8" ADS 10" ADS 12" ADS 15" ADS 18" ADS 24"
'"
Area (sq. in.)
86.4
129.6
194.4
345.6
20.3
29.7
62.7
92.5
98.7
161.4
Depth (in)
A
1
Q
0.67
1.00
1.50
2.67
0.16
0.23
0.48
0.71
0.76
1.25
Amax (ac)
0.17
0.25
0.38
0.67
0.04
0.06
0.12
0.18
0.19
0.31
Amax(sf)
7266
10898
16348
29062
1707
2498
5273
7779
8300
13573
MR
3
Q
1.16
1.73
2.60
4.62
0.27
0.40
0.84
1.24
1.32
2.16
Amax (ac)
0.29
0.43
0.65
1.16
0.07
0.10
0.21
0.31
0.33
0.54
Amax(sf)
12584
18877
28315
50338
2957
4326
9132
13473
14376
23508
6
Q
1.63
2.45
3.68
6.54
0.38
0.56
1.19
1.75
1.87
3.05
Amax (ac)
0.41
0.61
0.92
1.63
0.10
0.14
0.30
0.44
0.47
0.76
Amax(sf)
17797
26696
40043
71188
4181
6118
12915
19054
20331
33246
8
Q
1.89
2.83
4.25
7.55
0.44
0.65
1.37
2.02
2.16
3.53
Amax (ac)
0.47
0.71
1.06
1.89
0.11
0.16
0.34
0.51
0.54
0.88
Amax(sf)
20550
30825
46238
82201
4828
7064
14913
22001
23476
38389
10
Q
2.11
3.16
4.75
8.44
0.50
0.73
1.53
2.26
2.41
3.94
Amax (ac)
0.53
0.79
1.19
2.11
0.12
0.18
0.38
0.56
0.60
0.99
Amax(sf)
22976
34464
51696
91904
5398
7898
16673
24598
26247
42920
a�
Calculation Performed by: Ejaz
Mohammad
MIR
i
in
H:\Pdata\65100519\Calcs\Hydraulic
Calculations\AreaDrainWorksheet.xls
7/14/2009:
RBF Consulting
A
-W
0
N
.�
Undersidewalk Drain at Node 102
*# Do _ pbts ►
Friction Method
Manning Formula
Solve For
Discharge
Roughness Coefficient
0.013
.rr
Channel Slope
0.02800 ft/ft
..
Normal Depth
0.33 ft
Bottom Width
5.00 ft
arlt
Discharge
13.87 fN/s> )2.1 CYS ✓
iltl
Flow Area
1.65 ft'
Wetted Perimeter
5.66 ft
Top Width
5.00 ft
Critical Depth
0.62 ft
Critical Slope
0.00388 ft/ft
Velocity
8.41 ft/s
Velocity Head
1.10 ft
Specific Energy
1.43 ft
Froude Number
2.58
Flow Type
Supercritical
Downstream Depth
0.00 ft
Length
0.00 ft
Number Of Steps
0
Upstream Depth
0.00 ft
Profile Description
Profile Headloss
0.00 ft
Downstream Velocity
Infinity ft/s
Upstream Velocity
Infinity fUs
Normal Depth
0.33 ft
Critical Depth
0.62 ft
411
Channel Slope
0.02800 ft/ft
Critical Slope
0.00388 ft/ft
40
IN
9�
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
9/14/2009 6:15:06 PM
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 11 of 1
0
ZJ
Undersidewalk Drain at Node 201
Friction Method
Manning Formula
Solve For
Discharge
y
0-1
j`
?.�: �r=-tea 3saK'-.,�•w:tt: :•:.«AC�:� .�c
.,..� ;f"; n 5. ..
Roughness Coefficient
0.013
Channel Slope
0.01000 fttft
Normal Depth
0.33 ft
Bottom Width
2.00 ft
2.98 ft3/s� Z G �5 ✓OIL
Discharge
.')
Flow Area
0.66 ft'
Wetted Perimeter
2.66 ft
Top Width
2.00 ft
Critical Depth
0.41 ft
Critical Slope
0.00524 fttft
Velocity
4.51 fits
tie
Velocity Head
0.32 ft
Specific Energy
0.65 ft
Froude Number
1.39
Flow Type
Supercritical
. ,� .,fir.. �:-�:,�r.- :�`r�;:a � � .:zc, . Fai°, •;gi�� <,:,.s,.,:>'ac, 'r'�
1W
Downstream Depth
0.00 ft
Length
0.00 ft
MIN
0
Number Of Steps
., �...
3��,Rli1' <�:.: `'.'f'_'. :.. ;y.,?s:Rc.i `/`<'`Y 4�:`.. !` (4,:;,,""''x_ ,`.Y+: ..(_....`rt-f.M..•--
(u
Upstream Depth
0.00 ft
'o
Profile Description
Profile Headloss
0.00 ft
Downstream Velocity
Infinity ft/s
Upstream Velocity
Infinity ft/s
Normal Depth
0.33 ft
'
Critical Depth
0.41 ft
Channel Slope
0.01000 ft/ft
Critical Slope
0.00524 fttft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001
9/14/2009 5:14:46 PM
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 1
+�A
ZJ
L-1
0
4m
e
A
d
y
F
do
R
d
E
E
N
R
0
0
Channel Capacity For.,
Graded Swale @ Southerly Property Line
1.49 A(A)2/3 (s)112
Slope
Q cfs
1.QQ°4
1:4.40
1.25%
16.10
1.50%
17.63
1.75%
19.05
2.00%
20.36
2.25%
21.60
2.50%
22.77
2.75%
23.88
3.00%
24.94
3.25%
25.96
3.50%
26.94
3.75%
27.88
4.00%
28.80
4.25%
29.68
4.50%
30.54
4.75%
31.38
5.00%1
32.20
5.25%1
32.99
5.50%
33.77
5.75%
34.53
6.00%
35.27
6.25%
36.00
6.50%
36.71
6.75%
37.41
7.00%
38.09
7.25%
38.77
7.50%
39.43
7.75%
40.08
A=
2(W H)
W=
5.5 ft
H=
1.1 ft
A=
3.025 ft2
P=
5.924 ft
A/P=
0.511 ft
n=
0.02 soil
Q=
rrr
R
R
�i
M
E
I"
40
I"
40
4.
qq
40
F
P
P
0
a
�I
E
Technical Appendix D
Reference Material
A. 10 Yr. —1 Hr. Isohyetal Map
B. 100 Yr. —1 Hr. Isohyetal Map
C. 25 Yr. — 1 Hr. Rainfall Intensity Graph
D. Hydrologic Soils Group Map
Piazza Apartment — CUP 08-020/DR 08-010
Hydrology Study
2-12
I A a A & A & A t A & A a A AL A a A I I i A a A & A i A h A k A a A k A a A
R.6W
R5 14W -4
RIW
T4N
R2E
L
• �
E- 7
-T
-4
•
T3N
7-1 1
L(
'F
lif
T2N
i.I—T2N
.
. . . . .
-T —'r
77F —
L
-7
LN
}-'-T:—
UPLANDA
._4
TIS
101
EWLANus
0
.............
RIE R E�l
T2S
L-
I RSIDE I
R 4 W 3 b
R 2 W I w
t
iFLOOD
SAN BERNARDINO COLNTY
CONTROL DISTRICT
T3S
—
R 5w:-
REDUCED DRAWING VALLEY AREA
Uo
SCALEI ISOHY
ALE "= 4 MILES Y. - 10 YEAR TA 11 HOUR
7sEC
SAN BERNARDINO COUNTY
DN USGL, IaOYI BLAS 2, BIS
i•JR W
R7W•
RG
HYDROLOGY MANUAL
L.EGENDIL LM C0NTR6L SEI
..............................
2.. PRECIPITATION (INCHES I
I «o -I 3 f �12
Ilk
EMIR
_—
P/iat�polioa
■����JP/1�r/L
�■f,f
■Cfai
i FiI'm
�\�C®"2����
WAVOMIM
+� �PENN
BIW
•S2i
y
� ��L.^� 4
ON
do
40
Am
0-
0
e
qm
do
8
r
0
E
P
d
IN
410
I"
Id
e
a
IN
41i
r
D-7 rluurzr_ WI
I I a I a I 11 a I i I i I k a I I k I k A k, A k A li A k A k- A a A k A & A
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
SCALE REDUCED BY 1/2