HomeMy WebLinkAboutParcel Map 19626-1 Parcel 2 Hydrology Study PROJECT NO: rn/1'/5'75
HYDROLOGY STUDY
FILE CATETORY: 7g
g
FOR
43500 Ridge Park Drive
Temecula, California
Prepared for Owner/Developer:
M&A, LP
9034 W. Sunset Blvd
West Hollywood, CA 90069
Prepared By:
DRC Engineering, Inc.
160 South Old Springs Road, Suite 210
Anaheim Hills, CA 92808
(714) 685-6860
ssiN
..45;?943FEotte
Prepared under the supervision of: ' w
''� '� 14 .
in
\NN 1*(4e- 41.
CA-
7/5/ /7Warren W. Williams R.C.E. ,� 43179 p. 03-31-18
April 19, 2017
Project No. 16-097
Hydrology Study Corona Vista
TABLE OF CONTENTS
SECTION NO DESCRIPTION
1 Narrative
Purpose of Report
Project Description
Existing Drainage Condition
Proposed Drainage Condition
Hydrology Methodology
Conclusion
Appendix A Vicinity Map
Appendix B Existing Hydrology Map
Proposed Hydrology Map
Appendix C Hydrology Calculations for Existing Condition
10-Year Storm Event
100-Year Storm Event
Appendix D Hydrology Calculations for Proposed Condition
10-Year Storm Event
100-Year Storm Event
SECTION 1
M:\2016\16-097 Charles Co Temecula MOB\HM\6097 Hyd Report.doc
Hydrology Study Corona Vista
NARRATIVE
M:\2016\16-097 Charles Co Temecula MOB\HM\6097 Hyd Report.doc
Hydrology Study Corona Vista
Purpose of Report
The purpose of this Hydrology Study is to analyze the drainage pattern and runoff of the precise
graded condition of the project and compare that with the amount of flow generated under the
existing conditions.
Project Description
The project site is located along Ridge Park Drive in the city of Temecula. The site is bounded by
University of Redlands Temecula Campus to the south, Charter School Management Corporation
to the north, Temecula Financial Services and S & L Property Management to the west, and
Metal Powders USA to the east. The site is currently occupied by a medical office building and
parking lot that will remain untouched.
Existing Drainage Conditions:
The site is±1.6 acres in size. The majority of the lot is occupied by a medical office building and
parking lot as stated above. Behind the building is a 2:1 landscape filled slope. The existing
condition drains water away and towards the back of the building where it is picked up by a
concrete gutter in the 2:1 slope and discharged through an offsite system.
Existinji Condition
Area Q10(cfs) Q100(cfs)
A 1.34 1.97
B 1.83 2.77
C 0.94 1.51
Peak Flow Rate 3.80 5.66
Proposed Drainage Conditions
Proposed improvements will consist of a two-level parking structure on top of the existing
parking lot just south of the building, as well as sidewalk and ADA ramps. One additional
driveway entrance will be proposed to the site, connecting directly to the 2'level of the proposed
parking structure. The proposed drainage system includes the installation of one drop inlet,where
water is being collected and directed through an underground storm drain pipe and discharged out
into the existing concrete gutter located behind the building at the slope.
Proposed Condition
Area Q10(cfs) Q100(cfs)
A 1.34 1.97
B 2.00 2.93
C 0.94 1.51
Peak Flow Rate 3.91 5.82
M:\2016\16-097 Charles Co Temecula MOB\HM\6097 Hyd Report.doc
Hydrology Study Corona Vista
Hydrology Methodology
The hydrology calculations are based on the Riverside County Hydrology Manual utilizing the
software developed by AES. This software calculates the flow from the sub-areas and accounts
for the time of concentration. See Appendices C and D for hydrology calculations of the 10 and
100-year storm events in the existing and proposed conditions.
Conclusion
Conclusions from the data shown above and calculations in Appendices C and D show that
during the existing condition,the peak flow rate is 3.80 cfs for the 10-year storm event and 5.66
cfs for the 100-year storm event. Similarly, during the proposed condition,the peak flow rate is
3.91 cfs for the 10-year storm event and 5.82 cfs for the 100-year storm event. The data shows
that the peak flow rate increases by 3%from existing condition to proposed condition. This
difference is so minimal that it is considered negligible,however,the calculations do not consider
the infiltration bmp utilized in the proposed condition in which case peak flow for the proposed
condition can be reduced to equal or below the existing condition.Notice in the charts above,
flow rates do not fluctuate from existing to proposed in areas A and C. This makes sense being
that no changes are proposed for these drainage areas.Area B is where the parking structure is
proposed and where flow rates show increase due to the difference between pre-developed and
developed conditions.
M:\2016\16-097 Charles Co Temecula MOB\HM\6097 Hyd Report.doc
Hydrology Study Corona Vista
Appendix A
Vicinity Map
.' I�_ ������� � `mac� +r� '-�, ,:j.
, 44 .. , IiiiV . , a• ��4'
4 ji"
4,\ 4� /— Sngic a�-fir s° . ..\, .., +G* u,,,,. ,,,•.
.✓' t 'i.. Ak— 1 �' t
A , . ..
__.....--:, t.,: lk k* '? it • . --.
1 a - 10 -'4 '
,— '4 0 ' \ \' ')Iiii"‘ %'" 'lelip. 4,2' / \ '
SITE 6.-.. 'y, 1 ;, :- \', dr.,,
t r •Cr'7 ` v
\�, F3_Y yn v.. .• ____.*°‘ ` "It./Vis., ':\
•:. ',,,I.,. #'.,
i{';�}�'�,'4 '. � ,, � .`y may"' %'''
,
. J-•� s•?' 4, p , • it•; , .�, 1`- .
,ft Ir.
- d.. 4 '• ,•t \\ / ('-• .
• 40
M:\2016\16-097 Charles Co Temecula MOB\HM\6097 Hyd Report.doc
Hydrology Study Corona Vista
Appendix B
Existing Hydrology Map
Proposed Hydrology Map
M:\2016\16-097 Charles Co Temecula MOB\HM\6097 Hyd Report.doc
LEGEND:
� - ' ' - DRAINAGE BOUNDARY
Y `! DRAINAGE FLOW PATH
1/11.°1 -"-------- ........_.,....._;fuyll; ;�ty,1' �... 1I�1 ke � SUB AREA
VisollI �
�fGy1.7; _ .`i1.� �� I
�_+r t itt�i �� ACREAGE
�, r ��,„ •;i[•ri•i; ;�� je
1 0 NODE NUMBER
V' A.‘„,<,..„„itimil ,,,,
ro--- ;iHL•ili j,
., 4„,,,.. .-----P,..„,...............- ,....), _...........00.0.00004
;i[.Ll•�I ,Zi ✓ if[eI•yyi .newew�'s'
'.,►y �J .�we>ae�`Ir
#, , _
...livi-1-6._... ..--...-------,....„ ,. ..,..„,.... ,....... .1.1.4 ow
3141/11V
miniiimmimmull '" r '111....m.".".."."1111111-0 1.71.0 EL Ar
•
I1
e
1070.2 EL (43(D)
I26X PERVIOUS IIII _ '
1 . (A 74%IMPERMOUS
J •
. ___ _, ,i
32%PERVIOUS
:II ou 6/PERVIOUS owIll r
II
_ -
i
____ .-----------________ i , \
)L PI. 1
FJ
i' i '
f1 11 r 111 III �
�__ �, �11 III �i/�. �. ,I l i I I I �
i 40____ 1 _- I
1 :1:1111i
,1 iT; IIDI:Ier ir
\ 110,1,71 , , ,
iiiiii aEl — ea
0,tce, , n
- _ I - TOTAL DISTURBED
1082.7 EL AREA = 0.37 AC SCALE: 1"= 40'
s. °° - 01082.8 EL ��
43500 RIDGE PARK DRIVE
------ - RIDGE PARK DRIVE EXISTING HYDROLOGY MAP
OWNER&
EMERGENCY CONTACT: TEMECULA, CA
CHARLES COMPANY.
160 S.Old Springs Road,Ste.210
9034 W. SUNSET BLVD
WEST HOLLYWOOD, CA 90069 1111EIRC Engineering, Inc. Anaheim tills,California 92808
(310) 247-0900 Civil Engineering/Land Surveying/Land Planning
(714)685-6860
LEGEND:
i-�f 4�� � - DRAINAGE BOUNDARY
�� � ill
—›— -� DRAINAGE FLOW PATH
1,/i .111%."."4"1 `'�•.,, �, _-�r�� STORM DRAIN FLOW PAN
V _ ,1t� - Q � SUB AREA
V iI{I`S{$.,�.•.., ��` ;K{x'1'1'
'ma �,� _ --„r---�' 6l -ibig , /`'` ,, ,,(„--x-,,,,.
X�( ACREAGE
u ,........„ ____,,......_ ...„,._....,., Y�,C�r. f���...a 1•y, // 0 NODE NUMBER
""' •••111,00, Imisin PE' •• in ,,,,„„,,.'"'""""111"4.4,4 40.................................mt... iiimo: ____,:20•• 140g■Nsim�iiC{Ll•. �'iay,' "�,*y✓ i��it{b7.7� *
o.w.••••m•■••■■•' 0000„,.....÷---'h.-----:---- d•' -"' .:_A._i _- 1,11,71,:itei:tc:.....1•••••"......„. ........ 0_,'
v�" x MPERVIOUS
OUS �it{L'1.7; =\�
.,,11,1
Iiim „...„.......w. ,iiiiiiiitei: _ ___ ____
T__.7ifis:
�;iNI1 I
IIII
II�10702L , - ' Ii4 , 1! ,
1� :I!J 26X' Ai 31 iii, .* "''"'"""'""_...oiuoOSMIO.11ia:/. i II \
Pill . ow ifv,
issi--------::-, I tli , 431.'41151 Ea 1 I 11.11. Li
monnwomm.f ,
10 .:-.. .:-‘‘4---”'----- 4 ' .11&...-,. . , _ ,, i
,i
b. I 1 .... ,
__ !
, ,
.,,,,, ,
, , .„„iiiiiri,......44, , ,, .... i
All 1 Walla II I;I g \
int __ _,Flir,_t,',„ . i Al AA - ' owris
"�___. as -��. a9_r,i a�tti
-111 _ ' - NS Nil W. .;., _.....iiii0 NW-!"LI immommi="is :iim . 4i".;
, i \ Ill., - itimalli_111111411,.. . iggwiwalmaiiiimaiiii7-174111=-.F
4
� � , „„..., , — Agilink,_ TOTAL DISTURBED
Q
1082.7 EL •0
AREA = 0.37 AC SCALE: 1"= 40'
1082.8 EL
\_ 43500 RIDGE PARK DRIVE
— `� � RDGE PARK DRIVE PROPOSED HYDROLOGY MAP
OWNER&
_ .__ _____ EMERGENCY CONTACT:
TEMECULA, CA
— CHARLES COMPANY. 160 S.Old Springs egad,Ste.210
9034 W. SUNSET BLVD
WEST HOLLYWOOD, CA 90069 (11131RIC Engineering, Inc. Anaheim Hills,California 92808
(310) 247-0900 Civil Engineering/Land Surveying/Land Planning
(ill)685-6860
Hydrology Study Corona Vista
Appendix C
Hydrology Calculations for Existing Condition
10 and 100-Year Storm Event
M:\2016\16-097 Charles Co Temecula MOB\HM\6097 Hyd Report.doc
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2015 Advanced Engineering Software (AES)
(Rational Tabling Version 22.0)
Release Date: 07/01/2015 License ID 1510
Analysis prepared by:
DRC Engineering, Inc.
160 South Old Springs Road, Suite 210
Anaheim, CA 92808
714-685-6860
************************** DESCRIPTION OF STUDY **************************
* Existing 10 Year Storm Analysis *
* 16-097 *
* 43500 Ridge Park Drive *
**************************************************************************
FILE NAME: 6097EX.DAT
TIME/DATE OF STUDY: 14 :14 04/19/2017
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT (YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE (INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.889
SLOPE OF INTENSITY DURATION CURVE = 0.5506
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*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.*
+ +
Area A I
1 Existing 10 Year Storm
16-097
+ +
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] **.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 252.00
UPSTREAM ELEVATION(FEET) = 1082.80
DOWNSTREAM ELEVATION(FEET) = 1070.20
ELEVATION DIFFERENCE (FEET) = 12. 60
TC = 0.303* [ ( 252.00**3) / ( 12. 60) ] **.2 = 5.039
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.476
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8792
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.34
TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 1.34
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN. ) = 5.04
RAINFALL INTENSITY (INCH/HR) = 3.48
TOTAL STREAM AREA(ACRES) = 0.44
PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.34
+ +
Area B
Existing 10 Year Storm
16-097
+ +
****************************************************************************
FLOW PROCESS FROM NODE 200.00 TO NODE 201 .00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] **.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 287.00
UPSTREAM ELEVATION(FEET) = 1082.70
DOWNSTREAM ELEVATION(FEET) = 1071.00
ELEVATION DIFFERENCE (FEET) = 11 .70
TC = 0.303* [ ( 287.00**3) / ( 11.70) ] **.2 = 5.529
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.303
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8783
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.89
TOTAL AREA(ACRES) = 0.65 TOTAL RUNOFF(CFS) = 1.89
****************************************************************************
FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN. ) = 5.53
RAINFALL INTENSITY(INCH/HR) = 3.30
TOTAL STREAM AREA(ACRES) = 0.65
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.89
+ +
Area C
Existing 10 Year Storm
16-097
+ +
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] **.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 164.00
UPSTREAM ELEVATION(FEET) = 1070.20
DOWNSTREAM ELEVATION(FEET) = 1049.00
ELEVATION DIFFERENCE (FEET) = 21.20
TC = 0.709* [ ( 164.00**3) / ( 21.20) ] **.2 = 8.214
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.656
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = . 6454
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.94
TOTAL AREA(ACRES) = 0.55 TOTAL RUNOFF(CFS) = 0.94
****************************************************************************
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN. ) = 8.21
RAINFALL INTENSITY(INCH/HR) = 2.66
TOTAL STREAM AREA(ACRES) = 0.55
PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.94
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.34 5.04 3.476 0.44
2 1.89 5.53 3.303 0. 65
3 0.94 8.21 2.656 0.55
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 3. 64 5.04 3.476
2 3.80 5.53 3.303
3 3.49 8.21 2.656
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) = 3.80 Tc (MIN. ) = 5.53
TOTAL AREA(ACRES) = 1. 6
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 301.00 = 287.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1. 6 TC(MIN. ) = 5.53
PEAK FLOW RATE (CFS) = 3.80
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2015 Advanced Engineering Software (AES)
(Rational Tabling Version 22.0)
Release Date: 07/01/2015 License ID 1510
Analysis prepared by:
DRC Engineering, Inc.
160 South Old Springs Road, Suite 210
Anaheim, CA 92808
714-685-6860
************************** DESCRIPTION OF STUDY **************************
* Existing 100 Year Storm Analysis *
* 16-097 *
* 43500 Ridge Park Drive *
**************************************************************************
FILE NAME: 6097EX.DAT
TIME/DATE OF STUDY: 09:58 04/18/2017
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
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. 90
10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1 .300
SLOPE OF INTENSITY DURATION CURVE = 0.5496
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*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 0.0312 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.*
+ +
Area A
Existing 100 Year Storm
16-097 I
+ +
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] **.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 252.00
UPSTREAM ELEVATION(FEET) = 1082.80
DOWNSTREAM ELEVATION(FEET) = 1070.20
ELEVATION DIFFERENCE (FEET) = 12. 60
TC = 0.303* [ ( 252.00**3) / ( 12. 60) ] **.2 = 5.039
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.072
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1. 97
TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 1. 97
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN. ) = 5.04
RAINFALL INTENSITY(INCH/HR) = 5.07
TOTAL STREAM AREA(ACRES) = 0.44
PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.97
+ +
I Area B
Existing 100 Year Storm
16-097
+ +
****************************************************************************
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] **.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 287 .00
UPSTREAM ELEVATION(FEET) = 1082 .70
DOWNSTREAM ELEVATION(FEET) = 1071.00
ELEVATION DIFFERENCE (FEET) = 11.70
TC = 0.303* [ ( 287.00**3) / ( 11.70) ] **.2 = 5.529
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.819
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8839
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.77
TOTAL AREA(ACRES) = 0. 65 TOTAL RUNOFF(CFS) = 2.77
****************************************************************************
FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN. ) = 5.53
RAINFALL INTENSITY(INCH/HR) = 4.82
TOTAL STREAM AREA(ACRES) = 0. 65
PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.77
+ +
area c
Existing 100 Year Storm
I 16-097 I
+ +
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] **.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 164.00
UPSTREAM ELEVATION(FEET) = 1070.20
DOWNSTREAM ELEVATION(FEET) = 1049.00
ELEVATION DIFFERENCE (FEET) = 21.20
TC = 0.709* [ ( 164 .00**3) / ( 21.20) ] **.2 = 8.214
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.877
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7086
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.51
TOTAL AREA(ACRES) = 0.55 TOTAL RUNOFF(CFS) = 1.51
****************************************************************************
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN. ) = 8.21
RAINFALL INTENSITY(INCH/HR) = 3.88
TOTAL STREAM AREA(ACRES) = 0.55
PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.51
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE)
1 1. 97 5.04 5.072 0.44
2 2.77 5.53 4.819 0. 65
3 1.51 8.21 3.877 0.55
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 5.42 5.04 5.072
2 5. 66 5.53 4.819
3 5.25 8.21 3.877
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5. 66 Tc (MIN. ) = 5.53
TOTAL AREA(ACRES) = 1. 6
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 301.00 = 287.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.6 TC (MIN. ) = 5.53
PEAK FLOW RATE (CFS) = 5. 66
END OF RATIONAL METHOD ANALYSIS
Hydrology Study Corona Vista
Appendix D
Hydrology Calculations for Proposed Condition
10 and 100-Year Storm Event
M:\2016\16-097 Charles Co Temecula MOB\HM\6097 Hyd Report.doc
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2015 Advanced Engineering Software (AES)
(Rational Tabling Version 22.0)
Release Date: 07/01/2015 License ID 1510
Analysis prepared by:
DRC Engineering, Inc.
160 South Old Springs Road, Suite 210
Anaheim, CA 92808
714-685-6860
************************** DESCRIPTION OF STUDY **************************
* Proposed 10 Year Storm Analysis *
* 16-097 *
* 43500 Ridge Park Drive *
**************************************************************************
FILE NAME: 6097PR.DAT
TIME/DATE OF STUDY: 14:17 04/19/2017
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT (YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE (INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0. 90
10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2 .360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.889
SLOPE OF INTENSITY DURATION CURVE = 0.5506
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*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 0.0312 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.*
+ +
Area A 1
1 Proposed 10 Year Storm Event
16-097 I
+ +
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] **.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 252.00
UPSTREAM ELEVATION(FEET) = 1082.80
DOWNSTREAM ELEVATION(FEET) = 1070.20
ELEVATION DIFFERENCE (FEET) = 12.60
TC = 0.303* [ ( 252.00**3) / ( 12. 60) ] **.2 = 5.039
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.476
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8792
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.34
TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 1.34
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN. ) = 5.04
RAINFALL INTENSITY(INCH/HR) = 3.48
TOTAL STREAM AREA(ACRES) = 0.44
PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.34
+ +
1 Area B I
Proposed 10 Year Storm Event
16-097 I
+ +
****************************************************************************
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] **.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 127.00
UPSTREAM ELEVATION(FEET) = 1082.70
DOWNSTREAM ELEVATION(FEET) = 1073.20
ELEVATION DIFFERENCE (FEET) = 9.50
TC = 0.303* [ ( 127.00**3) / ( 9.50) ] **.2 = 3.534
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.491
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8792
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.00
TOTAL AREA(ACRES) = 0. 65 TOTAL RUNOFF(CFS) = 2.00
****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1070.20 DOWNSTREAM(FEET) = 1064. 60
FLOW LENGTH(FEET) = 294.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC. ) = 5.71
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.00
PIPE TRAVEL TIME (MIN. ) = 0.86 Tc (MIN. ) = 5.86
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 421.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN. ) = 5.86
RAINFALL INTENSITY (INCH/HR) = 3.20
TOTAL STREAM AREA(ACRES) = 0. 65
PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.00
+ +
Area C
Proposed 10 Year Storm Event
16-097 I
+ +
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] **.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 164.00
UPSTREAM ELEVATION(FEET) = 1070.20
DOWNSTREAM ELEVATION(FEET) = 1049.00
ELEVATION DIFFERENCE (FEET) = 21.20
TC = 0.709* [ ( 164.00**3) / ( 21.20) ] **.2 = 8.214
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2. 656
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = . 6454
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0. 94
TOTAL AREA(ACRES) = 0.55 TOTAL RUNOFF(CFS) = 0. 94
****************************************************************************
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN. ) = 8.21
RAINFALL INTENSITY (INCH/HR) = 2. 66
TOTAL STREAM AREA(ACRES) = 0.55
PEAK FLOW RATE (CFS) AT CONFLUENCE = 0. 94
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE)
1 1.34 5.04 3.476 0.44
2 2.00 5.86 3.200 0. 65
3 0.94 8.21 2.656 0.55
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 3. 64 5.04 3.476
2 3. 91 5.86 3.200
3 3. 63 8.21 2. 656
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) = 3. 91 Tc (MIN. ) = 5.86
TOTAL AREA(ACRES) = 1. 6
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 301.00 = 421.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1. 6 TC(MIN. ) = 5.86
PEAK FLOW RATE (CFS) = 3. 91
END OF RATIONAL METHOD ANALYSIS
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2015 Advanced Engineering Software (AES)
(Rational Tabling Version 22.0)
Release Date: 07/01/2015 License ID 1510
Analysis prepared by:
DRC Engineering, Inc.
160 South Old Springs Road, Suite 210
Anaheim, CA 92808
714-685-6860
************************** DESCRIPTION OF STUDY **************************
* Proposed 100 Year Storm Analysis *
* 16-097 *
* 43500 Ridge Park Drive *
**************************************************************************
FILE NAME: 6097PR.DAT
TIME/DATE OF STUDY: 10:23 04/18/2017
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT (YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE (INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300
SLOPE OF INTENSITY DURATION CURVE = 0.5496
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*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 0.0312 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.*
+ +
I Area A
I Proposed 100 Year Storm Event
16-097
+ +
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] **.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 252.00
UPSTREAM ELEVATION(FEET) = 1082.80
DOWNSTREAM ELEVATION(FEET) = 1070.20
ELEVATION DIFFERENCE (FEET) = 12. 60
TC = 0.303* [ ( 252 .00**3) / ( 12.60) ] **.2 = 5.039
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.072
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.97
TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 1. 97
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN. ) = 5.04
RAINFALL INTENSITY (INCH/HR) = 5.07
TOTAL STREAM AREA(ACRES) = 0.44
PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.97
+ +
Area B
Proposed 100 Year Storm Event
16-097
+ +
****************************************************************************
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] ** .2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 127.00
UPSTREAM ELEVATION(FEET) = 1082.70
DOWNSTREAM ELEVATION(FEET) = 1073.20
ELEVATION DIFFERENCE (FEET) = 9.50
TC = 0.303* [ ( 127.00**3) / ( 9.50) ] **.2 = 3.534
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.093
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2. 93
TOTAL AREA(ACRES) = 0. 65 TOTAL RUNOFF(CFS) = 2. 93
****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 1070.20 DOWNSTREAM(FEET) = 1064. 60
FLOW LENGTH(FEET) = 294.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12 .0 INCH PIPE IS 6. 9 INCHES
PIPE-FLOW VELOCITY (FEET/SEC. ) = 6.27
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2. 93
PIPE TRAVEL TIME (MIN. ) = 0.78 Tc (MIN. ) = 5.78
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 421.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN. ) = 5.78
RAINFALL INTENSITY (INCH/HR) = 4.70
TOTAL STREAM AREA(ACRES) = 0. 65
PEAK FLOW RATE (CFS) AT CONFLUENCE = 2. 93
+ +
Area C
Proposed 100 Year Storm Event
16-097 I
+ +
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K* [ (LENGTH**3) / (ELEVATION CHANGE) ] **.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 164.00
UPSTREAM ELEVATION(FEET) = 1070.20
DOWNSTREAM ELEVATION(FEET) = 1049.00
ELEVATION DIFFERENCE (FEET) = 21.20
TC = 0.709* [ ( 164 .00**3) / ( 21.20) ] **.2 = 8.214
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.877
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7086
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.51
TOTAL AREA(ACRES) = 0.55 TOTAL RUNOFF(CFS) = 1.51
****************************************************************************
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN. ) = 8.21
RAINFALL INTENSITY (INCH/HR) = 3.88
TOTAL STREAM AREA(ACRES) = 0.55
PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.51
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE)
1 1. 97 5.04 5.072 0.44
2 2. 93 5.78 4.703 0. 65
3 1.51 8.21 3.877 0.55
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 5.45 5.04 5.072
2 5.82 5.78 4.703
3 5.44 8.21 3.877
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) = 5.82 Tc (MIN. ) = 5.78
TOTAL AREA(ACRES) = 1. 6
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 301.00 = 421.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1. 6 TC (MIN. ) = 5.78
PEAK FLOW RATE (CFS) = 5.82
END OF RATIONAL METHOD ANALYSIS