HomeMy WebLinkAboutParcel Map 31711 Parcel 1-3 Hydrology(May25,2005)
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HYDROLOGY STUDY
FOR
CITY OF TEMECULA
PM 31711
GALLATIN DENTAL OFFICE BUILDING
COMPLEX
COT P A 04-0612
PREPARED BY
RDS & ASSOCIATES
RICH SOLTYSIAKRCE No. 37233
MAY 25, 2005
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RDS & Associates
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I. BACKGROUND
The project is located on the northeast comer of De Portola and Margarita Roads within
the City of Temecula. The project is a development plan to (:onstruct a 3 Office Buildings
on a vacant 3 acre parcel.
Existine Drainaee
The existing site's storm flow run off is currently conveyed across the site from north to
south into De Portola Road. De Portola Road drains via an existing storm drain system
and ultimately into Temecula Creek.
Proposed Drainaee
Developed flows will be conveyed via overland curb and gutter flow into a landscaped
bio-filter along the east property line. The bio-filter will drain via storm drain pipe into an
existing catch basin in De Portola Road. The developed drainage pattern remains
virtually the same from existing to developed condition.
II. PURPOSE OF STUDY
This hydrology report is intended to support the precise grading, paving, and drainage
plan for the proposed development.
m. METHODOLOGY
The hydrology report incorporates a CiviICADD/Civil Design Computer Program based
on the Riverside County Flood Control and Water Conservation Rational Method
Hydrology. This computer program requires input data for rainfall, soil type, type of
development, and topographic data for the study area.
Rainfall Data: Standard intensity-duration curve data generated from Plate D-4.1 of the
Riverside County Flood Control and Water Conservation Rational Hydrology Manual for
the Murrieta- Temecula & Rancho California area was used.
Soil Type Data: The soil type was obtained from the Hydrologic Soils Group Map within
the Riverside County Flood Control and Water Conservation Rational Hydrology
Manual. A copy of this map is included within this report.
Tvoe of Develooment: The project site is planned for a commercial office building
facility. Therefore the hydrology report incorporates factors that generate discharges
representing commercial type development.
RDS & Associates
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Topographic Data: The Hydrology Map, Exhibit "A" defines the subareas and contains
information used as the basis of generating the project hydrology study.
RDS & Associates
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100 YEAR STORM
ULTIMATE CONDITIONS
,
RDS & Associates
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.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992
Rational Hydrology Study Dace: OS/25/05
Version 3.3
AREA A AND AREA B A'l'i:et>. D
100 YR FLOW
DEPOT FILE
*********
Hydrology Study Control Information **********
RANPAC Engineering Corporation, Temecula, CA - SIN 560
Rational Method Hydrology Program based 011
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) ~ 100.00 Antecedent Moisture Condition 3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity ~ 2.360 (in./hr.)
10 year storm 60 minute intensity ~ 0.880 (in. /hr.)
100 year storm 10 minute intensity 3.480 (in./hr.)
100 year storm 60 minute intensity ~ 1. 300 (in. /hr.)
.
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300 (in./hr.)
Slope of intensity duration curve ~ 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
.
Initial area flow distance ~ 650.000(Ft.)
Top (of initial area) elevation ~ 74.400(Ft.)
Bottom (of initial area) elevation = 65.800(Ft.)
Difference in elevation ~ 8.600(Ft.)
Slope = 0.01323 s(percent)= 1.32
TC = k(0.300)*[(length^3)j(elevation change)]^0.2
Initial area time of concentration = 9.505 min.
Rainfall intensity 3.581(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient ~ 0.890
Decimal fraction soil group A 0.000
Decimal fraction soil group B 1.000.
Decimal fraction soil group C 0.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 3) 74.80
Pervious area fraction ~ 0.100; Impervious fraction 0.900
Initial subarea runoff ~ 1.594(CFS)
Total initial stream area 0.500(Ac.)
(p
Pervious area fraction
0.100
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.500(Ac.)
Runoff from this stream 1.594(CFS)
Time of concentration 9.51 min.
Rainfall intensity ~ 3.581(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 t.o Point/Station 4.000
**** INITIAL AREA EVALUATION ****
Ini tial area flow distance = 215.000 (Ft.. )
Top (of initial area) elevation ~ 73.800(Ft.)
Bottom (of initial area) elevation = 69.700(FL)
Difference in elevation ~ 4.100(Ft.)
Slope = 0.01907 s(percent)= 1.91
TC ~ k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = :,.676 min.
Rainfall intensity 4.756 (In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.892
Decimal fraction soil group A 0.000
Decimal fraction soil group B 1.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 3) 74.80
Pervious area fraction = 0.100; Impervious fraction 0.900
Initial subarea runoff = 2.546(CFS)
Total initial stream area 0.600 lAc. )
Pervious area fraction ~ 0.100
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++
Process from Point/Station 4.000 to Point/Station 2.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
Runoff Coefficient = 0.892
Decimal fraction soil group A 0.000
Decimal fraction soil group B 1.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 0.000
RI index for soi1(AMC 3) 74.80
Pervious area fraction ~ 0.100; Impervious fraction o. 'lOa
Time of concentration 5.68 min.
Rainfall intensity 4.756 (In/Hr) for a 100.0 year 13torm
Subarea runoff 4.540(CFS) for 1.070(Ac.)
Total runoff = 7.086 (CFS) Total area = 1. 670 (Ac.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 1:0 Point/Station 2.000
**** CONFLUENCE OF MINOR STREAMS ****
'1
.
Along Main Stream number: 1 in normal st:ream number 2
Stream flow area ~ 1.670(Ac.)
Runoff from this stream 7.086(CFS)
Time of concentration ~ 5.68 min.
Rainfall intensity = 4.756(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
( In/Hr)
1
2
Largest
Qp =
1.594 9.51
7.086 5.68
stream flow has longer
7.086 + sum of
Qa Tb/Ta
1.594 * 0.597
8.038
3.581
4.756
or shorter time
of concentration
0.952
Qp ~
.
Total of 2 streams to confluence:
Flow rates before confluence point:
1.594 7.086
Area of streams before confluence:
0.500 1.670
Results of confluence:
Total flow rate = 8.038(CFS)
Time of concentration = 5.676 min.
Effective stream area after confluence
End of computations, total study area =
The following figures may
be used for a unit hydrograph study of the
2.170(Ac.)
2.17 (P.c.)
same area.
Area averaged pervious area fraction (Ap)
Area averaged RI index number ~ 56.0
0.100
.
<0
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992
Rational Hydrology Study Dat:e: OS/25/05
Version 3.3
AREA C
100 YR FLOW
DEP
*********
Hydrology Study Control Information ** *** ** * **
RANPAC Engineering Corporation, Temecu1a, CA - SIN 560
Rational Method Hydrology Program based or,.
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year).~ 100.00 Antecedent l10isture Condition 3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta, Tmc, Rnch CaNorco ] ar,"a used.
10 year storm 10 minute intensity = 2.360 (in./hr.)
10 year storm 60 minute intensity = 0.880 (in./hr.)
100 year storm 10 minute intensity 3.480 (in./hr.)
100 year storm 60 minute intensity = 1.300 (in./hr.)
.
Storm event year ~ 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300 (in./hr.)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 5.000
**** INITIAL AREA EVAlUATION ****
Initial area flow distance = 172.000(Ft.)
Top (of initial area) elevation ~ 74.400(Ft.)
Bottom (of initial area) elevation = 72.690(Ft.)
Difference in elevation = 1.710(Ft.)
Slope ~ 0.00994 s(percent)= 0.99
TC ~ k(O.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration ~ 5.913 min.
Rainfall intensity 4.650 (In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient ~ 0.892
Decimal fraction soil group A 0.000
Decimal fraction soil group B 1.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 0.000
RI.index for soil(AMC 3) 74.80
Pervious area fraction = 0.100; Impervious fraction 0.900
Initial subarea runoff ~ 1.576(CFS)
Total initial stream area 0.380(Ac.)
.
C\
.
Pervious area fraction = 0.100
End of computations, total study area = 0.38 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction (Ap)
Area averaged RI index number = 56.0
0.100
.
.
~
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992
Rational Hydrology Study Date: OS/25/05
Version 3. 3
AREA E
100 YR FLOW
*********
Hydrology Study Control Information uu*****.
RANPAC Engineering Corporation, Temecu1a, CA - SIN 560
Rational Method Hydrology Program based ,m
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent 110isture Condition 3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity ~ 2.360 (in./hr.)
10 year storm 60 minute intensity ~ 0.880 (in./hr.)
100 year storm 10 minute intensity 3.480 (in./hr.)
100 year storm 60 minute intensity ~ 1.300 (in./hr.)
.
Storm event year ~ 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300 (in./hr.)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 7.000
**** INITIAL AREA EVALUATION ****
.
Initial area flow distance ~ 267.000(Ft.)
Top (of initial area) elevation = 69.800(Ft.)
Bottom (of initial area) elevation ~ 66. 700(Ft.)
Difference in elevation = 3.100(Ft.)
Slope = 0.01161 s(percent)~ 1.16
TC ~ k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration ~ 6.835 min.
Rainfall intensity 4.293(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.891
Decimal fraction soil group A 0.000
Decimal fraction soil group B 1.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 0.000
RI index for soi1(AMC 3) 74.80
Pervious area fraction ~ 0.100; Impervious fraction 0.900
Initial subarea runoff = 1.l10(CFS)
Total initial stream area 0.290(Ac.)
'i\
.
Pervious area fraction = 0.100
End of computations, total study area = 0.29 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction (Ap)
Area averaged RI index number = 56.0
0.100
.
.
\'Z--
.
.
10 YR FLOW
i.
\~
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992
Rational Hydrology Study Date: OS/25/05
Version 3.3
AREA A AND AREA B - /o.r<.6p... t?
10 YEAR FLOW
* *'**** * * *
Hydrology Study Control Information * ** ** ** **.
RANPAC Engineering Corporation, Temecula, CA - SIN 560
Rational Method Hydrology Program based <or,
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) =
10.00 Antecedent Hoisture Condition
3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity ~ 2.360 (in./hr.)
10 year storm 60 minute intensity ~ 0.880 (in./hr.)
100 year storm 10 minute intensity 3.480 (in./hr.)
100 year storm 60 minute intensity = 1.300 (in./hr.)
.
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880 (in./hr.)
Slope of intensity duration curve ~ 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 650.000 (Fi:.T
Top (of initial area) elevation = 74.400(Ft.)
Bottom (of initial area) elevation = 65.800(Ft.)
Difference in elevation = 8.600(Ft.)
Slope ~ 0.01323 s(percent)= 1.3,
TC ~ k(0.300)*[(length^3)/(e1evation change)]^0.2
Initial area time of concentration = 9.505 min.
Rainfall intensity 2.424 (In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.886
Decimal fraction soil group A 0.000
Decimal fraction soil group B 1.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 0.000
RI index for soi1(AMC 3) 74.80
Pervious area fraction = 0.100; Impervious fraction 0.900
Initial subarea runoff ~ 1.074(CFS)
Total initial stream area 0.500(Ac.)
.
\'\
Pervious area fraction
0.100
.
++++++++++++++++++++++++++++++++++++++++'~4'++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** CONFLUENCE OF .MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.500(Ac.)
Runoff from this stream 1.074(CFSI
Time of concentration 9.51 min.
Rainfall intensity ~ 2.424(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++
Process from Point/Station 3.000 cO Point/Station 4.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance ~ 215.000(F~.)
Top (of initial area) elevation = 73.800(Ft.)
Bottom (of initial area) elevation = 69.700(Ft.)
Difference in elevation = 4.l00(Ft.)
Slope = 0.01907 s(percent)~ 1.91
TC = k(0.300)*[(length^3)/(e1evation change)]^0.2
Initial area time of concentration = 5.676 min.
Rainfall intensity 3.219 (In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.889
Decimal fraction soil group A 0.000
Decimal fraction soil group B 1.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 0.000
RI index for soi1(AMC 3) 74.80
Pervious area fraction = 0.100; Impervious fraction 0.900
Initial subarea runoff ~ 1.717(CFS)
Total initial stream area 0.600(Ac.)
Pervious area fraction = 0.100
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 2.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
Runoff Coefficient = 0.889
Decimal fraction soil group A 0.000
Decimal fraction soil group B 1.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 3} 74.80
Pervious area fraction = 0.100; Impervious fraction 0.900
Time of concentration 5.68 min.
Rainfall intensity 3.219(In/Hr) for a 10.0 year storm
Subarea runoff 3.062(CFS) for 1.070(Ac.)
Total runoff ~ 4.779 (CFS) Total area ~ 1.670 (Ac.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 2.000
**** CONFLUENCE OF MINOR STREAMS ****
\->
.
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.670(Ac.)
Runoff from this stream 4.779(CFS)
Time of concentration ~ 5.68 min.
Rainfall intensity = 3.219(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Largest
Qp =
1.074 9.51
4.779 5.68
stream flow has longer or
4.779 + sum of
Qa Tb/Ta
1.074 * 0.597
5.420
2.424
3.219
shorter time
of concentration
0.641
Qp ~
.
Total of 2 streams to confluence:
Flow rates before confluence point:
1.074 4.779
Area of streams before confluence:
0.500 1.670
Results of confluence:
Total flow rate = 5.420(CFS)
Time of concentration = 5.676 min.
Effective stream area after confluence
End of computations, total study area ~
The following figures may
be used for a unit hydrograph study of the
2.170(Ac.)
2.17 (Ac.)
same area.
Area averaged pervious area fraction (Ap)
Area averaged RI index number ~ 56.0
0.100
.
\'0
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992
Rational Hydrology Study Date: OS/25/05
Version 3.3
AREA C
10 YR FLOW
*********
Hydrology Study Control Information ********H
RANPAC Engineering Corporation, Temecu1a, CA - SIN 560
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) =
10.00 Antecedent Moisture Condition
3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta, Tmc, Rnch CaNorco ] arE,a used.
10 year storm 10 minute intensity ~ 2.360 (in. /hr.)
10 year storm 60 minute intensity ~ 0.8aO (in. /hr.)
100 year storm 10 minute intensity 3.',80 (in. /hr.)
100 year storm 60 minute intensity ~ 1.300 (in./hr.)
.
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880 (in./hr.)
Slope of intensity duration curve = 0.5500
+++++ + ++ +++ +++ + ++++++++++ ++ ++ + +++++++++ +,- + + ++ ++++++ ++ ++ + ++++ + + + + +++++ +
Process from Point/Station 1.000 to Point/Station 5.000
**** INITIAL AREA EVALUATION ****
.
Ini tial area flow distance = 172.000 (Ft. )
Top (of initial area) elevation = 74.400(Ft.)
Bottom (of initial area) elevation = 12.690(Ft.)
Difference in elevation ~ 1.710(Ft.)
Slope ~ 0.00994 s(percentl~ 0.99
TC ~ k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.913 min.
Rainfall intensity 3.147(In/Hr) for a 10.0 year "torm
COMMERCIAL subarea type
Runoff Coefficient ~ 0.889
Decimal fraction soil group A 0.000
Decimal fraction soil group B 1.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 3) 74.80
Pervious area fraction ~ 0.100; Impervious fraction 0.900
Initial subarea runoff = 1.063(CFS)
Total initial stream area 0.380(Ac.)
\"\
.
Pervious area fraction ~ 0.100
End of computations, total study area ~ 0.38 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction (Ap)
Area averaged RI index number ~ 56.0
0.100
.
.
\'2>
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992
Rational Hydrology Study Dat:e: OS/25/05
'version 3.3
AREA E
10 YR FLOW
*********
Hydrology Study Control Information **********
RANPAC Engineering Corporation, Temecula, CA - SIN 560
Rational Method Hydrology Program based on
Ri verside County Flood Control & Water Conservation Distri::t
1978 hydrology manual
Storm event (year) =
10.00 Antecedent 110isture Condition
3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360 (in./hr.)
10 year storm 60 minute intensity = 0.880 (in./hr.)
100 year storm 10 minute intensity 3.480 (in./hr.)
100 year storm 60 minute intensity ~ 1.300 (in./hr.)
.
Storm event year ~ 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880 (in./hr.)
Slope of intensity duration curve ~ 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 7.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 267.000(Ft.)
Top (of initial area) elevation = 69.800 (Ft. )
Bottom (of initial area) elevation ~ 66.700(Ft.)
Difference in elevation = 3.100(Ft.)
Slope ~ 0.01161 s(percent)= 1.16
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.835 min.
Rainfall intensity 2.906(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.888
Decimal fraction soil group A 0.000
Decimal fraction soil group B 1.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 3) 74.80
Pervious area fraction ~ 0.100; Impervious fraction 0.900
Initial subarea runoff ~ 0.748(CFS)
Total initial stream area 0.290(Ac.)
.
\'\
.
Pervious area fraction = 0.100
End of computations, total study area ~ 0.29 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction (Ap)
Area averaged RI index number ~ 56.0
0.100
.
.
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