HomeMy WebLinkAboutTract 16678HYDROLOGY/HYDRAULIC STUDY
For
DRAINAGE OFFSITE TRACT # 16678
FONTANA, CALIFORNIA
Job No. 05086-000
September 10, 2004
Prepared for
Pacific Grove Corporation
19 Corporate Plaza, Suite 210
Newport Beach, CA 92660
(949)706-6750
Prepared By
Hall & Foreman, Inc.
9130 Anaheim Place, Suite 120
Rancho Cucamonga, CA 91730
(909) 484-9090
Herman Hovagimyan
RCE# 20278, Exp. 9/30/05
Mr Half- & Foreman, Inc.
T .j Civil Engineering - Planning - Surveying • Public Works
?,pFESSIpNgC otic
W Herman S. Hovagimyan
No.20278
* Exp. 9-30- 05
Civil
!' jqedicsicW Se,= - 1961- 00
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Table of Contents
1. Discussion
2. Hydrology
*
3. 100 Year
4. Line "DZ -6"
5. Line "DZ -6" Revised
6. Line "DZ -7
7. Line "DZ -5"
8. Line "DZ -5" Revised
9. Declez Channel
10. Declez Channel Revised
11. Hydraulics
40
12. Declez Channel
13. Declez Channel Revised
14. Line "DZ -5" Revised
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DISCUSSION
In PURPOSE
41 The purpose of this report is to verify that the proposed storm drain (per master plan) in
Santa Ana Ave., west of Cypress Avenue and in Oleander Ave. will be sufficient to take
,0 the flow (Qioo) from Tract 16678 and offsite, after development of the tract is complete.
as All drainage systems have been designed to carry a 100 -year frequency storm.
SITE
49 This tract is located on the and northeast corner of the intersection of Cypress Avenue
and Santa Ana Avenue in the city of Fontana, California (Vicinity Map, Figure 1). The
tract comprises approximately 55 acres (gross) and is bounded to the north by vacant
41 land: to the south by Santa Ana Avenue, to the west by Cypress Avenue; and to the east
by Juniper Avenue.
The drainage area extends farther north and east as shown on the 100 year Hydrology
(figure 7), which is part of "South Fontana Master Plan of Drainage Study, Empire
Center Area" by Hall & Foreman, Inc., 2004. The highlighted area is tract 16678. The
area numbers and note numbers are those of Hall & Foreman's above-mentioned study.
a
SITE OF TOPOGRAPHY
The general site vicinity slopes downward to the southwest. The site is relatively flat.
s Drainage from the site is via sheet flow to Cypress Avenue and Santa Ana Avenue.
SUMMARY
r Sections "DZ -5", "DZ -6", and "DZ -7" are plotted from Hall & Foreman's original study
(as mentioned above) of the overall area prior to the tract development "DZ -5" revised
and "DZ -6" revised calculations are both revised to reflect this study.
The 84" pipe is Oleander Ave., north to Jurupa Ave to Santa Ana Ave., from the "Master
Plan" should be increased to 90" to contain adequately all of the flow. However to 84"
+� pipe west of Cypress Ave. from the "Master Plan" will adequately contain all of the flow
with the minimum pipe slope of 0.0048. Then the detention basin on tract 16678 will no
" longer be necessary.
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SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
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LIMITATIONS,
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I. Maxlmum length = 1000 Feet
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2. Maximum area = 10 Acres
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20- Single Family -I Acre Lot
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10 - Single Family- 2 1/2 Acre Lot
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EXAMPLE
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(1) La 550', H-5,0', K= Single Family (5-7 DU/AC)
Development, Tc=12.6 min.
(2 ) L= 550', H• 5.0', K2 Commercial
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Development, Tc. g,7 min.
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
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V44 OpI �4 - - B C — D SLOPE
LEVEL UNE /e
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2.0 % SEE NOTES ° SIDEWALK
CURB & GUTTER
TYPICAL SECTION ALTERNATE SIDEWALK
LEVEL (IF SHOWN ON PLAN)
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LEVEL LINE
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TYPICAL SECTION
TILT
B" CURB LEVEL
TILT
6° CURB LEVEL
TILT
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0
0,00'
0.33'
0.2P'
0.33'
0.44'
0.66'
0.50'
033'
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0.16'
0.05'
0.16'
0.44'
0.49'
0,33'
0.16'
1
NOTE
I. STRUCTURAL SECTION OF ROADWAY SHALL BE DETERMINED FROM SOILS TESTS
AND SO INDICATED ON CONSTRUCTION PLANS.
2. MINIMUM DESIGN PAVING THICKNESS SHALL It 0.20' ASPHALT CONCRETE,
S. CONSTRUCTION OUTSIDE R/W WILL REQUIRE SLOPE EASEMENTS
4 WHEN PREPARING SUllGRADE FOR PAVIN¢, CENTERLINE CROWN ON THE 'LEVEL SECTION" SMALL BE
RELOCATED EITH2R LEFT OR RIGHT 0.50 TO MATCH CROWN BREAK M PAVING MACHINE.
SAN BERNARDINO COUNTY ROAD DEPARTMENT
a►T[:IJ�9•G John R. Shone • LOCAL STREET 104
COUNTY HIOHWAY ENGINEER
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„Q f-xchange Suite 10Q, - '� j� (n 78 JOB No. 0 50 (?G
,;IRE, CA -92602=140
301
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DATE ,
`665.=4500,_ SHT. - 99
mac. 4�:6f 5-4501 OF
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♦ LAND PLANNING CIVIL ENGINEERING SURVEYING
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San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
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CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4
Rational Hydrology Study Date: 08/31/04
------------------------------------------------------------------------
FONTANA / LINE DZ-6 HYDROLOGY
100 YEAR STORM
JN 04339
------------------------------------------------------------------------
Hall & Forman, Inc. - SIN 950
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
10 Year storm 1 hour rainfall = 0.930(In.)
100 Year storm 1 hour rainfall = 1.350(In.)
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.350 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 714.000 to Point/Station 715.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1104.000(Ft.)
Bottom (of initial area) elevation = 1092.000(Ft.)
Difference in elevation = 12.000(Ft.)
• Slope = 0.01200 s(%)= 1.20
TC = k(0.304)*[(length"3)/(elevation change)]-0.2
Initial area time of concentration = 11.669 min.
Rainfall intensity = 3.606(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.876
M Subarea runoff = 22.101(CFS)
Total initial stream area = 7.000(Ac.)
" Pervious area fraction = 0.100
a� Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 715.000 to Point/Station 716.000
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**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
+ Top of street segment elevation = 1092.000(Ft.)
End of street segment elevation = 1089.000(Ft.)
it Length of street segment = 800.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
10 Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
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Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.632(Ft.), Average velocity =
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
39.465(CFS)
2.897(Ft/s)
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 2.90(Ft/s)
Travel time = 4.60 min. TC = 16.27 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Rainfall intensity = 2.954(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.870
Subarea runoff = 24.165(CFS) for 11.000(Ac.)
Total runoff = 46.266(CFS)
Effective area this stream = 18.00(Ac.)
Total Study Area (Main Stream No. 1) = 18.00(Ac.)
•. Area averaged Fm value = 0.098(In/Hr)
Street flow at end of street = 46.266(CFS)
Half street flow at end of street = 23.133(CFS)
Depth of flow = 0.666(Ft.), Average velocity =
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
3.085(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 716.000 to Point/Station 717.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1089.000(Ft.)
End of street segment elevation = 1081.500(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 42.000(Ft.)
Distance from crown to crossfall grade break = 40.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side (s) of the street
Distance from curb to property line = 13.000(Ft.)
41 Slope from curb to property line (v/hz) = 0.020
M
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
'r Estimated mean flow rate at midpoint of street = 71.969(CFS)
Depth of flow = 0.840(Ft.), Average velocity = 4.894(Ft/s)
" Warning: depth of flow exceeds top of curb
a Distance that curb overflow reaches into property = 8.67(Ft.)
Streetflow hydraulics at midpoint of street travel:
* Halfstreet flow width = 37.258(Ft.)
Flow velocity = 4.89(Ft/s)
Travel time = 2.25 min. TC = 18.52 min.
Adding area flow to street
COMMERCIAL subarea type
® Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Rainfall intensity = 2.733(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.868
Subarea runoff = 43.861(CFS) for 20.000(Ac.)
Total runoff = 90.127(CFS)
Effective area this stream = 38.00(Ac.)
Total Study Area (Main Stream No. 1) = 38.00(Ac.)
Area averaged Fm value = 0.098(In/Hr)
Street flow at end of street = 90.127(CFS)
Half street flow at end of street = 90.127(CFS)
Depth of flow = 0.901(Ft.), Average velocity = 5.099(Ft/s)
'i Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 11.71(Ft.)
Flow width (from curb towards crown) = 40.290 (Ft. )
A
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 717.000 to Point/Station 33.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1075.000(Ft.)
Downstream point/station elevation = 1061.000(Ft.)
Pipe length = 990.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 90.127(CFS)
Given pipe size = 36.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
.. The approximate hydraulic grade line above the pipe invert is
7.857(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 18.070(Ft.)
Minor friction loss = 3.787(Ft.) K -factor = 1.50
Pipe flow velocity = 12.75(Ft/s)
�r Travel time through pipe = 1.29 min.
Time of concentration (TC) = 19.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
,n Process from Point/Station 33.000 to Point/Station 33.000
**** CONFLUENCE OF MINOR STREAMS ****
M
Along Main Stream number: 1 in normal stream number 1
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Stream flow area =
Runoff from this stream
Time of concentration =
Rainfall intensity =
Area averaged loss rate
Area averaged Pervious
38.000(Ac.)
= 90.127(CFS)
19.81 min.
2.625(In/Hr)
(Fm) = 0.0978(In/Hr)
ratio (Ap) = 0.1000
W
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 718.000 to Point/Station 719.000
4A **** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
di SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)=
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1082.000(Ft.)
40 Bottom (of initial area) elevation = 1075.000(Ft.)
Difference in elevation = 7.000(Ft.)
Slope = 0.00700 s(%)= 0.70
TC = k(0.304)*[(length"3)/(elevation change)1^0.2
Initial area time of concentration = 12.997 min.
Rainfall intensity = 3.380(In/Hr) for a 100.0
Effective runoff coefficient used for area (Q=KCIA)
. Subarea runoff = 14.770(CFS)
Total initial stream area = 5.000(Ac.)
'o Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
,.
0.098(In/Hr)
year storm
is C = 0.874
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 719.000 to Point/Station 720.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1075.000(Ft.)
End of street segment elevation = 1073.300(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.561(Ft.), Average velocity =
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
22.155(CFS)
2.057(Ft/s)
;,�),5
w
Flow velocity = 2.06(Ft/s)
Travel time = 5.35 min. TC = 18.34 min.
M Adding area flow to street
Ai COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
+ Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Rainfall intensity = 2.749(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.868
Subarea runoff = 9.088(CFS) for 5.000(Ac.)
Total runoff = 23.858(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 48.00(Ac.)
�r Area averaged Fm value = 0.098(In/Hr)
Street flow at end of street = 23.858(CFS)
Half street flow at end of street = 11.929(CFS)
A Depth of flow = 0.573(Ft.), Average velocity = 2.119 (Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown) = 20.000(Ft.)
d
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 720.000 to Point/Station 721.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1073.300(Ft.)
End of street segment elevation = 1070.000(Ft.)
' Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
,. Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.530(Ft.), Average velocity =
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
' Flow velocity = 3.75(Ft/s)
Travel time = 1.47 min. TC = 19.81 min.
Adding area flow to street
" COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
„ Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)=
35.787(CFS)
3.746 (Ft/s)
0.098(In/Hr)
Rainfall intensity = 2.625(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.866
Subarea runoff = 21.625(CFS) for 10.000(Ac.)
°9 Total runoff = 45.483(CFS)
Effective area this stream = 20.00(Ac.)
Total Study Area (Main Stream No. 1) = 58.00(Ac.)
Area averaged Fm value = 0.098(In/Hr)
Street flow at end of street = 45.483(CFS)
Half street flow at end of street = 22.742(CFS)
Depth of flow = 0.567(Ft.), Average velocity = 4.120(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 721.000 to Point/Station 722.000
,rr **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.! Top of street segment elevation = 1070.000(Ft.)
End of street segment elevation = 1068.000(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 42.000(Ft.)
++� Distance from crown to crossfall grade break = 40.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on (1] side (s) of the street
Distance from curb to property line = 13.000(Ft.)
.. Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500 (In. )
,. Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
a Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 56.854(CFS)
Depth of flow = 0.861(Ft.), Average velocity = 3.624(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 9.72(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 38.304(Ft.)
a Flow velocity = 3.62(Ft/s)
Travel time = 1.52 min. TC = 21.33 min.
Adding area flow to street
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
s Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr)
Rainfall intensity = 2.511(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.836
Subarea runoff = 17.472(CFS) for 10.000(Ac.)
Total runoff = 62.955(CFS)
Effective area this stream = 30.00(Ac.)
Total Study Area (Main Stream No. 1) = 68.00(Ac.)
Area averaged Fm value = 0.179(In/Hr)
Street flow at end of street = 62.955(CFS)
Half street flow at end of street = 62.955(CFS)
Depth of flow = 0.889(Ft.), Average velocity = 3.693(Ft/s)
Warning: depth of flow exceeds top of curb
40 Distance that curb overflow reaches into property = 11.10(Ft.)
Flow width (from curb towards crown)= 39.681(Ft.)
+s
4d
IN
As
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 722.000 to Point/Station 722.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 30.000(Ac.)
Runoff from this stream = 62.955(CFS)
Time of concentration = 21.33 min.
Rainfall intensity = 2.511(In/Hr)
Area averaged loss rate (Fm) = 0.1793(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1833
Summary of stream data:
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 33.000 to Point/Station 34.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1061.00a(Ft.)
Downstream point/station elevation = 1048.200(Ft.)
Pipe length = 990.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 151.455(CFS)
Given pipe size = 39.00(In.)
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min)
(In/Hr)
1 90.127 19.81
2.625
2 62.955 21.33
2.511
Qmax (i ) _
1.000 * 1.000 * 90.127)
+
1.049 * 0.929 * 62.955)
+ = 151.455
w
Qmax (2 ) _
0.955 * 1.000 * 90.127)
+
1.000 * 1.000 * 62.955)
+ = 149.029
'
Total of 2 streams to confluence:
a
Flow rates before confluence point:
90.127 62.955
,*
Maximum flow rates at confluence using above data:
151.455 149.029
Area of streams before confluence:
38.000 30.000
Effective area values after confluence:
65.867 68.000
Results of confluence:
Total flow rate = 151.455(CFS)
Time of concentration = 19.813 min.
Effective stream area after confluence =
65.867(Ac.)
Stream Area average Pervious fraction(Ap)
= 0.137
Stream Area average soil loss rate(Fm) =
0.134(In/Hr)
Study area (this main stream) = 68.00(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 33.000 to Point/Station 34.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1061.00a(Ft.)
Downstream point/station elevation = 1048.200(Ft.)
Pipe length = 990.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 151.455(CFS)
Given pipe size = 39.00(In.)
l08
ar NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
qm 28.262(Ft.) at the headworks or inlet of the pipe(s)
49 Pipe friction loss = 33.299(Ft.)
Minor friction loss = 7.764(Ft.) K -factor = 1.50
Pipe flow velocity = 18.26(Ft/s)
Travel time through pipe = 0.90 min.
Time of concentration (TC) = 20.72 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34.000 to Point/Station 34.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 65.867(Ac.)
Runoff from this stream = 151.455(CFS)
rr Time of concentration = 20.72 min.
Rainfall intensity = 2.555(In/Hr)
Area averaged loss rate (Fm) = 0.1337(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1368
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 723.000 to Point/Station 724.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
. Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1072.000(Ft.)
Bottom (of initial area) elevation = 1066.600(Ft.)
Difference in elevation = 5.400(Ft.)
Slope = 0.00540 s(%)= 0.54
TC = k(0.360)*[(1ength"3)/(elevation change)]^0.2
Initial area time of concentration = 16.212 min.
Rainfall intensity = 2.960(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.796
a Subarea runoff = 11.781(CFS)
Total initial stream area = 5.000(Ac.)
. Pervious area fraction = 0.350
�r
Initial area Fm value = 0.342(In/Hr)
I.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 724.000 to Point/Station 725.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1066.600(Ft.)
End of street segment elevation = 1063.000(Ft.)
,. Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
44
am
to
�I11
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.474(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.973(Ft.)
Flow velocity = 2.41(Ft/s)
Travel time = 4.57 min. TC = 20.78 min.
Adding area flow to street
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
17.672(CFS)
2.407(Ft/s)
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr)
Rainfall intensity = 2.550(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
'* rational method)(Q=KCIA) is C = 0.779
Subarea runoff = 8.093(CFS) for 5.000(Ac.)
Total runoff = 19.874(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 78.00(Ac.)
Area averaged Fm value = 0.342(In/Hr)
Street flow at end of street = 19.874(CFS)
" Half street flow at end of street = 9.937(CFS)
Depth of flow = 0.492(Ft.), Average velocity = 2.478(Ft/s)
Flow width (from curb towards crown)= 19.847(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 725.000 to Point/Station 729.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
r
Top of street segment elevation = 1063.000(Ft.)
* End of street segment elevation = 1056.600(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 42.000(Ft.)
Distance from crown to crossfall grade break = 40.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side (s) of the street
Distance from curb to property line = 13.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.558(Ft.), Average velocity =
19.874(CFS)
3.653(Ft/s)
W
AW Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 23.171(Ft.)
Flow velocity = 3.65(Ft/s)
Travel time = 3.01 min. TC = 23.79 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
+� Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Rainfall intensity = 2.352(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.769
Subarea runoff = 0.000(CFS) for 0.000(Ac.)
Total runoff = 19.874(CFS)
�r Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 78.00(Ac.)
• Area averaged Fm value = 0.342(In/Hr)
a Street flow at end of street = 19.874(CFS)
Half street flow at end of street = 19.874(CFS)
Depth of flow = 0.558(Ft.), Average velocity = 3.653(Ft/s)
Flow width (from curb towards crown)= 23.171(Ft.)
"++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 729.000 to Point/Station 729.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 10.000(Ac.)
Runoff from this stream = 19.874(CFS)
Time of concentration = 23.79 min.
Rainfall intensity = 2.352(In/Hr)
Area averaged loss rate (Fm) = 0.3422(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
a
,R
a
a�
49
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 726.000 to Point/Station 727.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM subarea type
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
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)=
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1069.200(Ft.)
Bottom (of initial area) elevation = 1062.000(Ft.)
Difference in elevation = 7.200(Ft.)
Slope = 0.00720 s(g)= 0.72
TC = k(0.360)*[(length-3)/(elevation change)] -0.2
Initial area time of concentration = 15.305 min.
Rainfall intensity = 3.064(In/Hr) for a 100.0
Effective runoff coefficient used for area (Q=KCIA)
0.257(In/Hr)
year storm
is C = 0.825
Subarea runoff
Total initial
�. Pervious area
Initial area F
12.633(CFS)
stream area = 5.000(Ac.)
fraction = 0.350
m value = 0.257(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
■ Process from Point/Station 727.000 to Point/Station 728.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1062.000(Ft.)
End of street segment elevation = 1060.000(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
ar
sr
48
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on (2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.477(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 19.098(Ft.)
Flow velocity = 2.55(Ft/s)
Travel time = 2.16 min. TC = 17.46 min.
Adding area flow to street
CONDOMINIUM subarea type
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
SCS curve number for soil(AMC 2) = 56.00
18.950(CFS)
2.548(Ft/s)
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr)
Rainfall intensity = 2.831(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.818
Subarea runoff = 10.534(CFS) for 5.000(Ac.)
s Total runoff = 23.167(CFS)
Effective area this stream = 10.00(Ac.)
* Total Study Area (Main Stream No. 1) = 88.00(Ac.)
Area averaged Fm value = 0.257(In/Hr)
Street flow at end of street = 23.167(CFS)
Half street flow at end of street = 11.584(CFS)
Depth of flow = 0.505(Ft.), Average velocity = 2.710(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
n
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
„ Process from Point/Station 728.000 to Point/Station 729.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1060.000(Ft.)
r
e End of street segment elevation = 1056.600(Ft.)
Length of street segment = 660.000(Ft.)
r Height of curb above gutter flowline = 8.0(In.)
At Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2) side (s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.578(Ft.), Average velocity =
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 3.03(Ft/s)
Travel time = 3.63 min. TC = 21.09 min.
Adding area flow to street
CONDOMINIUM subarea type
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
SCS curve number for soil(AMC 2) = 56.00
34.751(CFS)
3.032(Ft/s)
1112
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr)
Rainfall intensity = 2.528(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.809
Subarea runoff = 17.710(CFS) for 10.000(Ac.)
a Total runoff = 40.877(CFS)
Effective area this stream = 20.00(Ac.)
" Total Study Area (Main Stream No. 1) = 98.00(Ac.)
Area averaged Fm value = 0.257(In/Hr)
Street flow at end of street = 40.877(CFS)
Half street flow at end of street = 20.439(CFS)
Depth of flow = 0.608(Ft.), Average velocity = 3.233(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
a�
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 729.000 to Point/Station 729.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 20.000(Ac.)
Runoff from this stream = 40.877(CFS)
Time of concentration = 21.09 min.
Rainfall intensity = 2.528(In/Hr)
Area averaged loss rate (Fm) = 0.2569(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
dr
do
,.
r
.r
AV
s
INN
rr
�r
r
w
IN
a
1
151.455
20.72
2.555
2
19.874
23.79
2.352
3
40.877
21.09
2.528
Qmax (1)
_
1.000
*
1.000
*
151.455)
+
1.101
*
0.871
*
19.874)
+
1.012
*
0.982
*
40.877)
+ = 211.148
Qmax (2 )
_
0.916
*
1.000
*
151.455)
+
1.000
*
1.000
*
19.874)
+
0.922
*
1.000
*
40.877)
+ = 196.296
Qmax(3)
_
0.989
*
1.000
*
151.455)
+
1.088
*
0.886
*
19.874)
+
1.000
*
1.000
*
40.877)
+ = 209.785
Total of 3 streams to confluence:
Flow rates before confluence point:
151.455 19.874 40.877
Maximum flow rates at confluence using above data:
211.148 196.296 209.785
Area of streams before confluence:
65.867 10.000 20.000
Effective area values after confluence:
94.219 95.867 94.732
Results of confluence:
Total flow rate = 211.148(CFS)
Time of concentration = 20.717 min.
Effective stream area after confluence = 94.219(Ac.)
Stream Area average Pervious fraction(Ap) = 0.203
Stream Area average soil loss rate(Fm) = 0.181(In/Hr)
Study area (this main stream) = 95.87(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34.000 to Point/Station 35.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1048.200(Ft.)
Downstream point/station elevation = 1042.000(Ft.)
Pipe length = 660.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 211.148(CFS)
Given pipe size = 39.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
52.036(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 43.146(Ft.)
Minor friction loss = 15.089(Ft.) K -factor = 1.50
Pipe flow velocity = 25.45(Ft/s)
Travel time through pipe = 0.43 min.
Time of concentration (TC) = 21.15 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 35.000 to Point/Station 35.000
**** CONFLUENCE OF MINOR STREAMS **** -
Along Main Stream number: 1 in normal stream number 1
1114
Stream flow area = 94.219(Ac.)
Runoff from this stream = 211.148(CFS)
Time of concentration = 21.15 min.
Rainfall intensity = 2.524(In/Hr)
Area averaged loss rate (Fm) = 0.1812(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2035
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 730.000 to Point/Station 731.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM subarea type
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
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)=
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1063.700(Ft.)
Bottom (of initial area) elevation = 1055.800(Ft.)
Difference in elevation = 7.900(Ft.)
Slope = 0.00790 s(%)= 0.79
TC = k(0.360)*[(length-3)/(elevation change)]"0.2
Initial area time of concentration = 15.024 min.
Rainfall intensity = 3.099(In/Hr) for a 100.0
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff = 12.788(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.257(In/Hr)
0.257(In/Hr)
year storm
is C = 0.825
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 731.000 to Point/Station 732.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1055.800(Ft.)
End of street segment elevation = 1053.600(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.472(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.840(Ft.)
Flow velocity = 2.65(Ft/s)
19.181(CFS)
2.649(Ft/s)
an
1115
M Travel time = 2.08 min. TC = 17.10 min.
Ir Adding area flow to street
CONDOMINIUM subarea type
+� Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
,r Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr)
Rainfall intensity = 2.867(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.819
Subarea runoff = 10.703 (CFS) for 5.000 (Ac. )
Total runoff = 23.491(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 108.00(Ac.)
Area averaged Fm value = 0.257(In/Hr)
Street flow at end of street = 23.491(CFS)
Half street flow at end of street = 11.745(CFS)
Depth of flow = 0.501(Ft.), Average velocity = 2.805(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 732.000 to Point/Station 733.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1053.600(Ft.)
End of street segment elevation = 1049.000(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 42.000(Ft.)
a Distance from crown to crossfall grade break = 40.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
. Slope from grade break to crown (v/hz) = 0.020
Street flow is on (1] side(s) of the street
Distance from curb to property line = 13.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
' Gutter width = 1.500(Ft.)
s Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
r Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 35.236(CFS)
Depth of flow = 0.717(Ft.), Average velocity = 3.590(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 2.53(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 31.112(Ft.)
Flow velocity = 3.59(Ft/s)
Travel time = 3.06 min. TC = 20.16 min.
Adding area flow to street
CONDOMINIUM subarea type
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
SCS curve number for soil(AMC 2) = 56.00
�' Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr)
BF.
,n Rainfall intensity = 2.597(In/Hr) for a 100.0 year storm
mo runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.811
A Subarea runoff = 18.632(CFS) for 10.000(Ac.)
Total runoff = 42.123(CFS)
■, Effective area this stream = 20.00(Ac.)
Total Study Area (Main Stream No. 1) = 118.00(Ac.)
Area averaged Fm value = 0.257(In/Hr)
Street flow at end of street = 42.123(CFS)
Half street flow at end of street = 42.123(CFS)
�I Depth of flow = 0.764(Ft.), Average velocity = 3.664(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 4.87(Ft.)
Flow width (from curb towards crown)= 33.450(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 733.000 to Point/Station 733.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 20.000(Ac.)
* Runoff from this stream = 42.123(CFS)
Time of concentration = 20.16 min.
Rainfall intensity = 2.597(In/Hr)
Area averaged loss rate (Fm) = 0.2569(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 211.148 21.15 2.524
2 42.123 20.16 2.597
Qmax (1) _
1.000 * 1.000 * 211.148) +
+�
Qmax (2 ) _ 0.969 * 1.000 * 42.123) + = 251.952
1.031 * 0.953 * 211.148) +
Id 1.000 * 1.000 * 42.123) + = 249.732
Total of 2 streams to confluence:
Flow rates before confluence point:
211.148 42.123
Maximum flow rates at confluence using above data:
` 251.952 249.732
Area of streams before confluence:
94.219 20.000
Effective area values after confluence:
114.219 109.830
Results of confluence:
Total flow rate = 251.952(CFS)
Time of concentration = 21.149 min.
Effective stream area after confluence = 114.219(Ac.)
Stream Area average Pervious fraction(Ap) = 0.229
* Stream Area average soil loss rate(Fm) = 0.194(In/Hr)
Study area (this main stream) = 114.22 Ac.
End of computations, Total Study 118.00 (Ac.)
Area = ( )
The following figures . g gores may
no '117
as be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.227
* Area averaged SCS curve number = 40.1
do
..
do
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Ad
..
a
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1151
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4
Rational Hydrology Study Date: 09/02/04
------------------------------------------------------------------------
FONTANA / TR 16678 LINE DZ -6 HYDROLOGY (REVISED)
+� 100 YEAR STOEM
JN 05086
CALCED BY : HERMAN HOVAGIMYAN
4d Hall & Forman, Inc. - SIN 950
-----------------------------------------------------------
s ********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
10 Year storm 1 hour rainfall = 0.930(In.)
100 Year storm 1 hour rainfall = 1.350(In.)
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.350 (In.)
Slope used for rainfall intensity curve b = 0.6000
r1 Soil antecedent moisture condition (AMC) = 2
me
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
s Process from Point/Station 717.000 to Point/Station 717.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
Im
Soil classification AP and SCS values input by user
dr USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 31.61
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Rainfall intensity = 2.733(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 18.52 min. Rain intensity = 2.73(In/Hr)
Total area this stream = 38.00(Ac.)
r1 Total Study Area (Main Stream No. 1) = 38.00(Ac.)
Total runoff = 90.13(CFS)
w
,s++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 717.000 to Point/Station 33.000
w **** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1075.000(Ft.)
Downstream point/station elevation = 1060.200(Ft.)
Pipe length = 1060.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 90.130(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 90.130(CFS)
Normal flow depth in pipe = 29.58(In.)
A Flow top width inside pipe = 33.39(In.)
Critical Depth = 35.16(In.)
a, Pipe flow velocity = 13.35(Ft/s)
Travel time through pipe = 1.32 min.
Time of concentration (TC) = 19.84 min.
in
do
1152
10
�.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
„* Process from Point/Station 33.000 to Point/Station 34.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
40
Upstream point/station elevation = 1060.200(Ft.)
Downstream point/station elevation = 1048.200(Ft.)
Pipe length = 1000.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 90.130(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 90.130(CFS)
Normal flow depth in pipe = 31.88(In.
„* Flow top width inside pipe = 30.14(In.)
Critical Depth = 35.16(In.)
Pipe flow velocity = 12.43(Ft/s)
Travel time through pipe = 1.34 min.
" Time of concentration (TC) = 21.18 min.
■
,.,++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34.000 to Point/Station 34.100
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1048.200(Ft.)
Downstream point/station elevation = 1042.700(Ft.)
Pipe length = 470.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 90.130(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 90.130(CFS)
Normal flow depth in pipe = 32.30(In.)
Flow top width inside pipe = 29.43(In.)
Critical Depth = 35.16(In.)
Pipe flow velocity = 12.27(Ft/s)
Travel time through pipe = 0.64 min.
Time of concentration (TC) = 21.82 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34.100 to Point/Station 34.100
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 38.000(Ac.)
Runoff from this stream = 90.130(CFS)
Time of concentration = 21.82 min.
Rainfall intensity = 2.477(In/Hr)
�. Area averaged loss rate (Fm) = 0.0980(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34.100 to Point/Station 34.100
**** USER DEFINED FLOW INFORMATION AT A POINT ****
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
„ SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.5700 Max loss rate(Fm)= 0.557(In/Hr)
Rainfall intensity = 3.397(In/Hr) for a 100.0 year storm
User specified values are as follows:
i
..
4M TC = 12.89 min. Rain intensity = 3.40(In/Hr)
Total area this stream = 57.60(Ac.)
„ Total Study Area (Main Stream No. 1) = 95.60(Ac.)
Total runoff = 114.60(CFS)
M++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
do Process from Point/Station 34.100 to Point/Station 34.100
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 57.600(Ac.)
„ Runoff from this stream = 114.600(CFS)
Time of concentration = 12.89 min.
Rainfall intensity = 3.397(In/Hr)
Area averaged loss rate (Fm) = 0.5574(In/Hr)
Area averaged Pervious ratio (Ap) = 0.5700
�r Summary of stream data:
�* Stream Flow rate TC Rainfall Intensity
rr
No. (CFS) (min) (In/Hr)
1 90.130 21.82 2.477
2 114.600 12.89 3.397
Qmax(1) _
1.000 * 1.000 * 90.130) +
0.676 * 1.000 * 114.600) + = 167.596
Qmax (2 ) _
1.387 * 0.591 * 90.130) +
1.000 * 1.000 * 114.600) + = 188.429
.r
Total of 2 streams to confluence:
Flow rates before confluence point:
r 90.130 114.600
Maximum flow rates at confluence using above data:
°* 167.596 188.429
Area of streams before confluence:
38.000 57.600
Effective area values after confluence:
95.600 80.045
do Results of confluence:
Total flow rate = 188.429(CFS)
Time of concentration = 12.890 min.
Effective stream area after confluence = 80.045(Ac.)
Stream Area average Pervious fraction(Ap) = 0.383
Stream Area average soil loss rate(Fm) = 0.375(In/Hr)
Study area (this main stream) = 95.60(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34.100 to Point/Station 34.200
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1041.700(Ft.)
Downstream point/station elevation = 1041.300(Ft.)
Pipe length = 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 188.429(CFS)
Nearest computed pipe diameter = 54.00(In.)
Calculated individual pipe flow = 188.429(CFS)
,r Normal flow depth in pipe = 42.38(In.)
Flow top width inside pipe = 44.39(In.)
Critical Depth = 47.46(In.)
Pipe flow velocity = 14.08(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 12.94 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34.200 to Point/Station 34.200
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 80.045(Ac.)
Runoff from this stream = 188.429(CFS)
Time of concentration = 12.94 min.
Rainfall intensity = 3.389 (In/Hr)
„r Area averaged loss rate (Fm) = 0.3748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3832
■
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 720.100 to Point/Station 720.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Initial subarea data:
Initial area flow distance = 990.000(Ft.)
. Top (of initial area) elevation = 1082.700(Ft.)
Bottom (of initial area) elevation = 1072.800(Ft.)
Difference in elevation = 9.900(Ft.)
Slope = 0.01000 s(a)= 1.00
TC = k(0.304)*[(length"3)/(elevation change)]"0.2
Initial area time of concentration = 12.054 min.
Rainfall intensity = 3.536(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.875
Subarea runoff = 15.473(CFS)
" Total initial stream area = 5.000(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 720.000 to Point/Station 721.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1076.100(Ft.)
End of street segment elevation = 1072.800(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 30.000(Ft.)
Distance from crown to crossfall grade break = 28.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.093
Slope from grade break to crown (v/hz) = 0.020
F
F
L
0
0
k
Id
0
I
I65
Street flow is on [1] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.680(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 30.947(CFS)
Depth of flow = 0.737(Ft.), Average velocity = 3.090(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 30.000(Ft.)
Flow velocity = 3.09(Ft/s)
Travel time = 3.56 min. TC = 15.61 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)=
3.52(Ft.)
0. 098 (In/Hr)
Rainfall intensity = 3.028(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.871
Subarea runoff = 24.081(CFS) for 10.000(Ac.)
Total runoff = 39.554(CFS)
Effective area this stream = 15.00(Ac.)
Total Study Area (Main Stream No. 1) = 110.60(Ac.)
Area averaged Fm value = 0.098(In/Hr)
Street flow at end of street = 39.554(CFS)
Half street flow at end of street = 39.554(CFS)
Depth of flow = 0.793(Ft.), Average velocity = 3.302(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 6.32(Ft.)
Flow width (from curb towards crown)= 30.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 721.000 to Point/Station 722.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1073.000(Ft.)
Encs of street segment elevation = 1067.200(Ft.)
Length of street segment = 400.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 30.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side (s) of the street
Distance from curb to property line = 14.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
1
ji Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
.m Estimated mean flow rate at midpoint of street = 40.213(CFS)
Depth of flow = 0.656(Ft.), Average velocity = 5.063(Ft/s)
49 Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 28.055(Ft.)
Flow velocity = 5.06(Ft/s)
Travel time = 1.32 min. TC = 16.93 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)=
The area added to the existing stream causes a
a lower flow rate of Q = 38.870(CFS)
therefore the upstream flow rate of Q = 39.554(CFS;
Rainfall intensity = 2.884(In/Hr) for a 100.0 ye
Effective runoff coefficient used for area,(total area
rational method)(Q=KCIA) is C = 0.869
Subarea runoff = 0.000(CFS) for 0.500(Ac.)
Total runoff = 39.554(CFS)
Effective area this stream = 15.50(Ac.)
Total Study Area (Main Stream No. 1) = 111.10(Ac.)
Area averaged Fm value = 0.098(In/Hr)
Street flow at end of street = 39.554(CFS)
Half street flow at end of street = 39.554(CFS)
D 4-'k -F fl
0.098 (In/Hr)
is being used
ar storm
with modified
ep o ow = 0.653(Ft.), Average velocity = 5.042(Ft/s)
Flow width (from curb towards crown)= 27.880(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 722.000 to Point/Station 729.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1067.200(Ft.)
End of street segment elevation = 1055.200(Ft.)
Length of street segment = 1000.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 30.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side (s) of the street
* Distance from curb to property line = 14.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
' Estimated mean flow rate at midpoint of street = 41.276(CFS)
;o Depth of flow = 0.687(Ft.), Average velocity = 4.673(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 1.00(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 29.583(Ft.)
Flow velocity = 4.67(Ft/s)
do
Travel time = 3.57
min.
TC = 20.50 min.
Adding area flow to
street
140
COMMERCIAL subarea type
di
Decimal fraction soil
group A
= 1.000
Decimal fraction soil
group B
= 0.000
Decimal fraction soil
group C
= 0.000
Decimal fraction soil
group D
= 0.000
SCS curve number for
soil(AMC
2) = 32.00
Pervious ratio(Ap) =
0.1000
Max loss rate(Fm)=
The area added to the
existing
stream causes a
a lower flow rate of Q = 37.515(CFS)
they f h
0.098 (In/Hr)
I (57
e ore t e upstream flow rate of Q = 39.554(CFS) is being used
Rainfall intensity = 2.572(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.866
Subarea runoff = 0.000(CFS) for 1.350(Ac.)
Total runoff = 39.554(CFS)
Effective area this stream = 16.85(Ac.)
Total Study Area (Main Stream No. 1) = 112.45(Ac.)
*� Area averaged Fm value = 0.098(In/Hr)
Street flow at end of street = 39.554(CFS)
Half street flow at end of street = 39.554(CFS)
Depth of flow = 0.675(Ft.), Average velocity = 4.665(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 0.41(Ft.)
Flow width (from curb towards crown)= 28.992(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
#. Process from Point/Station 729.000 to Point/Station 733.100
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1055.200(Ft.)
End of street segment elevation = 1049.000(Ft.)
Length of street segment = 490.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
-" Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 30.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 14.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.673(Ft.), Average velocity =
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 28.888(Ft.)
Flow velocity = 4.79(Ft/s)
Travel time = 1.71 min. TC = 22.20 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
40.317(CFS)
4.790(Ft/s)
0.30 (Ft.)
Im
4M Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
The area added to the existing stream causes a
a lower flow rate of Q = 37.067(CFS)
therefore the upstream flow rate of Q = 39.554(CFS) is being used
Rainfall intensity = 2.451(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
�. rational method)(Q=KCIA) is C = 0.864
a Subarea runoff = 0.000(CFS) for 0.650(Ac.)
Total runoff = 39.554(CFS)
Effective area this stream = 17.50(Ac.)
Total Study Area (Main Stream No. 1) = 113.10(Ac.)
Area averaged Fm value = 0.098(In/Hr)
Street flow at end of street = 39.554(CFS)
Half street flow at end of street = 39.554(CFS)
Depth of flow = 0.667(Ft.), Average velocity = 4.788(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 0.03(Ft.)
Flow width (from curb towards crown)= 28.617(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 733.100 to Point/Station 733.100
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 17.500(Ac.)
Runoff from this stream = 39.554(CFS)
Time of concentration = 22.20 min.
Rainfall intensity = 2.451(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
•� Stream Flow rate TC Rainfall Intensity
ar
No. (CFS) (min) (In/Hr)
1 188.429 12.94 3.389
2 39.554 22.20 2.451
Qmax (1) _
1.000 * 1.000 * 188.429) +
1.399 * 0.583 * 39.554) + = 220.664
Qmax ( 2 ) _
0.689 * 1.000 * 188.429) +
1.000 * 1.000 * 39.554) + = 169.344
a
Total of 2 streams to confluence:
' Flow rates before confluence point:
188.429 39.554
Maximum flow rates at confluence using above data:
*� 220.664 169.344
Area of streams before confluence:
80.045 17.500
Effective area values after confluence:
90.243 97.545
Results of confluence:
Total flow rate = 220.664(CFS)
a
Time of concentration = 12.937 min.
'r Effective stream area after confluence = 90.243(Ac.)
® Stream Area average Pervious fraction(Ap) = 0.332
Stream Area average soil loss rate(Fm) = 0.325(In/Hr)
Study area (this main stream) = 97.55(Ac.)
M
,o++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34.200 to Point/Station 35.000
an **** PIPEFLOW TRAVEL TIME (Program estimated size) ****
" Upstream point/station elevation = 1040.800(Ft.)
Downstream point/station elevation = 1039.600(Ft.)
Pipe length = 80.00(Ft.) Manning's N = 0.013
a No. of pipes = 1 Required pipe flow = 220.664(CFS)
Nearest computed pipe diameter = 54.00(In.)
*� Calculated individual pipe flow = 220.664(CFS)
Normal flow depth in pipe = 40.69(In.)
Flow top width inside pipe = 46.55(In.)
Critical Depth = 49.89(In.)
Pipe flow velocity = 17.17(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 13.01 min.
End of computations, Total Study Area = 113.10 (Ac.)
r The following figures may
be used for a unit hydrograph study of the same area.
*� Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.339
Area averaged SCS curve number = 31.9
go
49
qm
49
�r
7M
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4
Rational Hydrology Study Date: 09/21/04
------------------------------------------------------------------------
FONTANA / LINE DZ -7 HYDROLOGY
100 YEAR STORM
JN 04339
,rr
------------------------------------------------------------------------
Hall & Forman, Inc. - SIN 950
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
'� Rational hydrology study storm event year is 100.0
10 Year storm 1 hour rainfall = 0.930(In.)
100 Year storm 1 hour rainfall = 1.350(In.)
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.350 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 800.000 to Point/Station 801.000
**** INITIAL AREA EVALUATION ****
+� COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
�* Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1098.000(Ft.)
Bottom (of initial area) elevation = 1088.000(Ft.)
Difference in elevation = 10.000(Ft.)
�. Slope = 0.01000 S(%-)= 1.00
TC = k(0.304)*[(length"3)/(elevation change)1^0.2
Initial area time of concentration = 12.102 min.
Rainfall intensity = 3.528(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.875
Subarea runoff = 18.522(CFS)
Total initial stream area = 6.000(Ac.)
' Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 801.000 to Point/Station 802.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
al Top of street segment elevation = 1088.000(Ft.)
End of street segment elevation = 1081.000(Ft.)
r-
_-0.0 �-� 1202
Length of street segment = 820.000(Ft.)
Height of curb above gutter flowline = 8. 0 (In. )
Width of half street (curb to crown) = 20.000(Ft.)
.. Distance from crown to crossfall grade break = 18.500(Ft.)
rr Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
'• Street flow is on [2] side (s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
,. Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
40 Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
40 Manning's N from grade break to crown = 0.0150
,r Estimated mean flow rate at midpoint of street = 33.957(CFS)
Depth of flow = 0.534(Ft.), Average velocity = 3.498(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 3.50(Ft/s)
Travel time = 3.91 min. TC = 16.01 min.
'" Adding area flow to street
COMMERCIAL subarea type
" Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
. Decimal fraction soil group D = 0.000
■ SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Rainfall intensity = 2.983(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.870
Subarea runoff = 23.020(CFS) for 10.000(Ac.)
Total runoff = 41.542(CFS)
Effective area this stream = 16.00(Ac.)
Total Study Area (Main Stream No. 1) = 16.00(Ac.)
., Area averaged Fm value = 0.098(In/Hr)
Street flow at end of street = 41.542(CFS)
Half street flow at end of street = 20.771(CFS)
Depth of flow = 0.565(Ft.), Average velocity = 3.790(Ft/s)
Note: depth of flow exceeds top of street crown.
a Flow width (from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 802.000 to Point/Station 803.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
am
Top of
street segment elevation = 1081.000(Ft.)
End of
street segment elevation = 1075.000(Ft.)
40
Length
of street segment = 620.000(Ft.)
Height
of curb above gutter flowline = 8.0(In.)
Width
of half street (curb to crown) = 42.000(Ft.)
Distance
from crown to crossfall grade break = 40.500(Ft.)
Slope
from gutter to grade break (v/hz) = 0.020
Slope
from grade break to crown (v/hz) = 0.020
Street
flow is on [1] side (s) of the street
Distance
from curb to property line = 13.000(Ft.)
Slope
from curb to property line (v/hz) = 0.020
Gutter
width = 1.500(Ft.)
1203
im
Gutter hike from flowline = 1.500(In.)
in Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
i` Manning's N from grade break to crown = 0.0150
+n Estimated mean flow rate at midpoint of street = 67.506(CFS)
Depth of flow = 0.844(Ft.), Average velocity = 4.529(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 8.89(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 37.474(Ft.)
Flow velocity = 4.53(Ft/s)
Travel time = 2.28 min. TC = 18.29 min.
Adding area flow to street
' COMMERCIAL subarea type
rr Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
�► Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Rainfall intensity = 2.753(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.868
Subarea runoff = 44.503(CFS) for 20.000(Ac.)
Total runoff = 86.045(CFS)
Effective area this stream = 36.00(Ac.)
4. Total Study Area (Main Stream No. 1) = 36.00(Ac.)
Area averaged Fm value = 0.098(In/Hr)
Street flow at end of street = 86.045(CFS)
Half street flow at end of street = 86.045(CFS)
Depth of flow = 0.910(Ft.), Average velocity = 4.736(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 12.18(Ft.)
Flow width (from curb towards crown)= 40.759(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 803.000 to Point/Station 36.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1069.000(Ft.)
Downstream point/station elevation = 1054.000(Ft.)
Pipe length = 990.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 86.045(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 86.045(CFS)
Normal flow depth in pipe = 31.41(In.)
Flow top width inside pipe = 24.02(In.)
Critical Depth = 33.83(In.)
Pipe flow velocity = 13.16(Ft/s)
Travel time through pipe = 1.25 min.
Time of concentration (TC) = 19.54 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 36.000 to Point/Station 36.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 36.000(Ac.)
,.
Runoff from this stream = 86.045(CFS)
AN Time of concentration = 19.54 min.
Rainfall intensity = 2.646(In/Hr)
�. Area averaged loss rate (Fm) = 0.0978(In/Hr)
,rr Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 804.000 to Point/Station 805.000
,., **** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
' Decimal fraction soil group B = 0.000
�r Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1081.500(Ft.)
Bottom (of initial area) elevation = 1071.000(Ft.)
Difference in elevation = 10.500(Ft.)
Slope = 0.01050 s (%) = 1.05
TC = k(0.304)*[(length^3)/(elevation change)] -0.2
Initial area time of concentration = 11.985 min.
Rainfall intensity = 3.548(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.875
' Subarea runoff = 15.528(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 805.000 to Point/Station 806.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1071.000(Ft.)
End of street segment elevation = 1069.000(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
�• Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500 (In. )
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 23.292(CFS)
Depth of flow = 0.506(Ft.), Average velocity = 2.716(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
+� Halfstreet flow width = 20.000(Ft.)
Flow velocity = 2.72(Ft/s)
m
1205
Travel time = 2.02 min. TC = 14.01 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
ai Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Rainfall intensity = 3.231(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.873
Subarea runoff = 12.673(CFS) for 5.000(Ac.)
Total runoff = 28.201(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 46.00(Ac.)
Area averaged Fm value = 0.098(In/Hr)
Street flow at end of street = 28.201(CFS)
Half street flow at end of street = 14.100(CFS)
Depth of flow = 0.532(Ft.), Average velocity = 2.931(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 806.000 to Point/Station 807.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1069.000(Ft.)
End of street segment elevation = 1065.000(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2 ] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.599(Ft.), Average velocity =
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 3.44(Ft/s)
Travel time = 3.20 min. TC = 17.21 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
42.301(CFS)
3.442(Ft/s)
air Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr)
Rainfall intensity = 2.856(In/Hr) for a 100.0 year storm
ZI
r,
Effective runoff coefficient used for area (total area with modified
rational method)(Q=KCIA) is C = 0.808
Subarea runoff = 17.935(CFS) for 10.000(Ac.)
Total runoff = 46.136(CFS)
s Effective area this stream = 20.00(Ac.)
Total Study Area (Main Stream No. 1) = 56.00(Ac.)
Area averaged Fm value = 0.293(In/Hr)
Street flow at end of street = 46.136(CFS)
Half street flow at end of street = 23.068(CFS)
Depth of flow = 0.615(Ft.), Average velocity = 3.563(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
.s
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 807.000 to Point/Station 808.000
*w **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1065.000(Ft.)
End of street segment elevation = 1060.000(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 42.000(Ft.)
" Distance from crown to crossfall grade break = 40.500(Ft.)
„r Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
.. Street flow is on [1] side (s) of the street
Distance from curb to property line = 13.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
.r Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
*� Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 57.669(CFS)
Depth of flow = 0.745(Ft.), Average velocity = 5.352(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 3.90(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 32.485(Ft.)
Flow velocity = 5.35(Ft/s)
,rr Travel time = 1.03 min. TC = 18.23 min.
Adding area flow to street
®a RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr)
Rainfall intensity = 2.759(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.783
Subarea runoff = 18.669 (CFS) for 10 .000 (Ac. )
Total runoff = 64.805(CFS)
Effective area this stream = 30.00(Ac.)
Total Study Area (Main Stream No. 1) = 66.00(Ac.)
Area averaged Fm value = 0.359(In/Hr)
A Street flow at end of street = 64.805(CFS)
Half street flow at end of street = 64.805(CFS)
a
it
s
ar
4d
Depth of flow = 0.775(Ft.), Average velocity =
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property =
Flow width (from curb towards crown)= 34.003(Ft.)
5.433(Ft/s)
5.42 (Ft.)
i'2,�
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 808.000 to Point/Station 808.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 30.000(Ac.)
Runoff from this stream = 64.805(CFS)
Time of concentration = 18.23 min.
Rainfall intensity = 2.759(In/Hr)
Area averaged loss rate (Fm) = 0.3585(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3667
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
ar
® 1 86.045 19.54 2.646
A 2 64.805 18.23 2.759
Qmax (1) _
•,� 1.000 * 1.000 * 86.045) +
0.953 * 1.000 * 64.805) + = 147.810
Qmax (2 ) _
1.044 * 0.933 * 86.045) +
1.000 * 1.000 * 64.805) + = 148.623
Total of 2 streams to confluence:
Flow rates before confluence point:
86.045 64.805
Maximum flow rates at confluence using above data:
147.810 148.623
Area of streams before confluence:
36.000 30.000
Effective area values after confluence:
' 66.000 63.585
ai Results of confluence:
Total flow rate = 148.623(CFS)
Time of concentration = 18.233 min.
Effective stream area after confluence = 63.585(Ac.)
Stream Area average Pervious fraction(Ap) = 0.221
Stream Area average soil loss rate(Fm) = 0.216(In/Hr)
Study area (this main stream) = 66.00(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 36.000 to Point/Station 37.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1054.000(Ft.)
Downstream point/station elevation = 1043.500(Ft.)
Pipe length = 990.00(Ft.) Manning's N,= 0.013
No. of pipes = 1 Required pipe flow = 148.623(CFS)
At Given pipe size = 42.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
AV
'? CO E
.� The approximate hydraulic grade line above the pipe invert is
16.655(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 21.597(Ft.)
Minor friction loss = 5.558(Ft.) K-factor = 1.50
ar Pipe flow velocity = 15.45(Ft/s)
Travel time through pipe = 1.07 min.
** Time of concentration (TC) = 19.30 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 37.000 to Point/Station 37.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
■ Stream flow area = 63.585(Ac.)
Runoff from this stream = 148.623(CFS)
Time of concentration = 19.30 min.
do Rainfall intensity = 2.666(In/Hr)
Area averaged loss rate (Fm) = 0.2163(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2212
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 809.000 to Point/Station 810.000
**** INITIAL AREA EVALUATION ****
w RESIDENTIAL(5 - 7 dwl/acre)
A Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr)
"* Initial subarea data:
A Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1068.000(Ft.)
Bottom (of initial area) elevation = 1061.000(Ft.)
Difference in elevation = 7.000(Ft.)
do Slope = 0.00700 s(%-)= 0 .70
TC = k(0.389)*[(length"3)/(elevation change)]-0.2
Initial area time of concentration = 16.631 min.
ai Rainfall intensity = 2.915(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.749
Ae Subarea runoff = 10.918(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction = 0.500
Initial area Fm value = 0.489(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 810.000 to Point/Station 811.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
�. Top of street segment elevation = 1061.000(Ft.)
End of street segment elevation = 1057.000(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
+� Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
201
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side (s) of the street
4" Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
,. Estimated mean flow rate at midpoint of street = 16.377(CFS)
Depth of flow = 0.456(Ft.), Average velocity = 2.458(Ft/s)
" Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.057(Ft.)
on Flow velocity = 2.46(Ft/s)
A Travel time = 4.48 min. TC = 21.11 min.
Adding area flow to street
*� RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr)
Rainfall intensity = 2.527(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.726
�* Subarea runoff = 7.422(CFS) for 5.000(Ac.)
Total runoff = 18.341(CFS)
" Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 76.00(Ac.)
Area averaged Fm value = 0.489(In/Hr)
" Street flow at end of street = 18.341(CFS)
Half street flow at end of street = 9.170(CFS)
Depth of flow = 0.472(Ft.), Average velocity = 2.527(Ft/s)
Flow width (from curb towards crown)= 18.860(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 811.000 to Point/Station 812.000
a.
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
�r Top of street segment elevation = 1057.000(Ft.)
End of street segment elevation = 1051.000(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 42.000(Ft.)
Distance from crown to crossfall grade break = 40.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side (s) of the street
' Distance from curb to property line = 13.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
•. Gutter hike from flowline 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 36.682(CFS)
Depth of flow = 0.692(Ft.), Average velocity = 4.072(Ft/s)
Warning: depth of flow exceeds top of curb
i
�.
Distance that curb overflow reaches into property = 1.28(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 29.868(Ft.)
Flow velocity = 4.07(Ft/s)
AV Travel time = 2.70 min. TC = 23.81 min.
Adding area flow to street
SCHOOL subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr)
Rainfall intensity = 2.351(In/Hr) for a 100.0 year storm
,e Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.688
Subarea runoff = 30.165(CFS) for 20.000(Ac.)
Total runoff = 48.506(CFS)
Effective area this stream = 30.00(Ac.)
Total Study Area (Main Stream No. 1) = 96.00(Ac.)
Area averaged Fm value = 0.554(In/Hr)
Street flow at end of street = 48.506(CFS)
Half street flow at end of street = 48.506(CFS)
Depth of flow = 0.766(Ft.), Average velocity = 4.189(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 4.97(Ft.)
„ Flow width (from curb towards crown) = 33.558 (Ft. )
■
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 812.000 to Point/Station 812.000
a�f **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 30.000(Ac.)
Runoff from this stream = 48.506(CFS)
Time of concentration = 23.81 min.
Rainfall intensity = 2.351(In/Hr)
Area averaged loss rate (Fm) = 0.5541(In/Hr)
Area averaged Pervious ratio (Ap) = 0.5667
' Summary of stream data:
Stream Flow rate TC Rainfall Intensity
r No. (CFS) (min) (In/Hr)
AV
1 148.623 19.30 2.666
2 48.506 23.81 2.351
Id Qmax (1) _
1.000 * 1.000 * 148.623) +
" 1.176 * 0.811 * 48.506) + = 194.851
Qmax (2 ) _
0.871 * 1.000 * 148.623) +
.. 1.000 * 1.000 * 48.506) + = 177.992
°r Total of 2 streams to confluence:
Flow rates before confluence point:
148.623 48.506
a Maximum flow rates at confluence using above -data:
194.851 177.992
40
Area of streams before confluence:
63.585 30.000
Effective area values after confluence:
87.905 93.585
,rr Results of confluence:
Total flow rate = 194.851(CFS)
re Time of concentration = 19.301 min.
Effective stream area after confluence = 87.905(Ac.)
Stream Area average Pervious fraction(Ap) = 0.332
Stream Area average soil loss rate(Fm) = 0.325(In/Hr)
Study area (this main stream) = 93.58(Ac.)
,r
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 37.000 to Point/Station 38.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1043.500(Ft.)
Downstream point/station elevation = 1038.000(Ft.)
Pipe length = 660.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 194.851(CFS)
Given pipe size = 42.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
�* The approximate hydraulic grade line above the pipe invert is
28.801(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 24.747(Ft.)
Minor friction loss = 9.553(Ft.) K -factor = 1.50
Pipe flow velocity = 20.25(Ft/s)
Travel time through pipe = 0.54 min.
Time of concentration (TC) = 19.84 min.
M
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
-� Process from Point/Station 38.000 to Point/Station 38.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 87.905(Ac.)
Runoff from this stream = 194.851(CFS)
Time of concentration = 19.84 min.
Rainfall intensity = 2.622(In/Hr)
49 Area averaged loss rate (Fm) = 0.3246(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3320
El
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 813.000 to Point/Station 814.000
**** INITIAL AREA EVALUATION ****
a
CONDOMINIUM subarea type
*'
Decimal
fraction soil group A
= 1.000
Decimal
fraction soil group B
= 0.000
Decimal
fraction soil group C
= 0.000
Decimal
fraction soil group D
= 0.000
SCS curve number for soil(AMC
2) = 32.00
Pervious
ratio(Ap) = 0.3500
Max loss rate(Fm)= 0.342(In/Hr)
Initial
subarea data:
®
Initial
area flow distance =
1000.000(Ft.)
,.
Top (of
initial area) elevation = 1056.600(Ft.)
Bottom
(of initial area) elevation = 1048.500(Ft.)
Difference in elevation = 8.100(Ft.)
Slope = 0.00810 s(o)= 0.81
TC = k(0.360)*[(length"3)/(elevation change)]"0.2
" Initial area time of concentration = 14.949 min.
�r Rainfall intensity = 3.108(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.801
+� Subarea runoff = 12.445(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.342(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 814.000 to Point/Station 815.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1048.500(Ft.)
End of street segment elevation = 1047.300(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.510(Ft.), Average velocity =
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 2.13(Ft/s)
Travel time = 2.58 min. TC = 17.53 min.
Adding area flow to street
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
18.668(CFS)
2.133(Ft/s)
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr)
Rainfall intensity = 2.825(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.791
Subarea runoff = 9.898 (CFS) for 5.000 (Ac. )
Total runoff = 22.343(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 106.00(Ac.)
Area averaged Fm value = 0.342(In/Hr)
Street flow at end of street = 22.343(CFS)
Half street flow at end of street = 11.172(CFS)
Depth of flow = 0.535(Ft.), Average velocity = 2.290(Ft/s)
A Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
I"
F7
0
r-
12 [3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 815.000 to Point/Station 816.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
�. Top of street segment elevation = 1047.300(Ft.)
End of street segment elevation = 1045.000(Ft.)
' Length of street segment = 660.000(Ft.)
* Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 33.515(CFS)
Depth of flow = 0.607(Ft.), Average velocity = 2.656(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 2.66(Ft/s)
Travel time = 4.14 min. TC = 21.67 min.
Adding area flow to street
" CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr)
Rainfall intensity = 2.487(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA).is C = 0.776
Subarea runoff = 16.267(CFS) for 10.000(Ac.)
40 Total runoff = 38.610(CFS)
Effective area this stream = 20.00(Ac.)
Total Study Area (Main Stream No. 1) = 116.00(Ac.)
Area averaged Fm value = 0.342(In/Hr)
Street flow at end of street = 38.610(CFS)
Half street flow at end of street = 19.305(CFS)
' Depth of flow = 0.635(Ft.), Average velocity = 2.809(Ft/s)
�r Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
IN Process from Point/Station 816.000 to Point/Station 816.000
**** CONFLUENCE OF MINOR STREAMS ****
40
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 20.000(Ac.)
Runoff from this stream = 38.610(CFS)
Time of concentration = 21.67 min.
a.
r
12A
Rainfall intensity = 2.487(In/Hr)
Area averaged loss rate (Fm) = 0.3422(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
# No. (CFS) (min) (In/Hr)
s
1 194.851 19.84 2.622
2 38.610 21.67 2.487
� Qmax (1) _
1.000 * 1.000 * 194.851) +
1.063 * 0.916 * 38.610) + = 232.432
Qmax (2 ) _
0.941 * 1.000 * 194.851) +
1.000 * 1.000 * 38.610) + = 222.027
Total of 2 streams to confluence:
Flow rates before confluence point:
' 194.851 38.610
+r Maximum flow rates at confluence using above data:
232.432 222.027
Area of streams before confluence:
87.905 20.000
Effective area values after confluence:
106.221 107.905
Results of confluence:
Total flow rate = 232.432(CFS)
Time of concentration = 19.845 min.
Effective stream area after confluence = 106.221(Ac.)
r Stream Area average Pervious fraction(Ap) = 0.335
Stream Area average soil loss rate(Fm) = 0.328(In/Hr)
Study area (this main stream) = 107.91(Ac.)
End of computations, Total Study Area = 116.00 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.333
V Area averaged SCS curve number = 32.0
a
s
A
M
4d
40
A
do
do
qm
40
MR
As
AN
w
4.
49
1,300
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 701.000 to Point/Station 702.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1096.700(Ft.)
End of street segment elevation = 1095.000(Ft.)
49
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4
Rational Hydrology Study Date: 08/10/04
--------------------------------------------------------
FONTANA / LINE DZ -5 HYDROLOGY
100 YEAR STORM
JN 04339
�r
------------------------------------------------------------------------
Hall & Forman, Inc. - SIN 950
rr------------------------------------------------------------------------
********* Hydrology Study Control Information **********
-------------------------------------------------------------
Rational hydrology study storm event year is 100.0
10 Year storm 1 hour rainfall = 0.930(In.)
100 Year storm 1 hour rainfall = 1.350(In.)
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.350 (In.)
Slope used for rainfall intensity curve b = 0.6000
�r
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 700.000 to Point/Station 701.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1104.000(Ft.)
Bottom (of initial area) elevation = 1096.700(Ft.)
Difference in elevation = 7.300(Ft.)
Slope = 0.00730 s(%)= 0 .73
-0.2
TC = k(0.360)*[(length"3)/(elevation change)]
Initial area time of concentration = 15.263 min.
Rainfall intensity = 3.069(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.800
Subarea runoff = 12.272(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction = 0.350
41
Initial area Fm value = 0.342(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 701.000 to Point/Station 702.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1096.700(Ft.)
End of street segment elevation = 1095.000(Ft.)
49
.. Length of street segment = 330.000(Ft.)
IN Height of curb above gutter flowline = 8.0(In.)
,n Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.485(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 19.485(Ft.)
Flow velocity = 2.38(Ft/s)
Travel time = 2.31 min. TC = 17.57 min.
Adding area flow to street
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)=
18.408(CFS)
2.380(Ft/s)
0.342(In/Hr)
Rainfall intensity = 2.820(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.791
Subarea runoff = 10.031(CFS) for 5.000(Ac.)
Total runoff = 22.303(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 10.00(Ac.)
Area averaged Fm value = 0.342(In/Hr)
Street flow at end of street = 22.303(CFS)
Half street flow at end of street = 11.151(CFS)
Depth of flow = 0.511(Ft.), Average velocity = 2.542(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 702.000 to Point/Station 703.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of
street segment elevation = 1095.000(Ft.)
End of
street segment elevation = 1092.000(Ft.)
Length
of street segment = 660.000(Ft.)
"
Height
of curb above gutter flowline = 8.0(In.)
Width
of half street (curb to crown) = 20.000(Ft.)
Distance
from crown to crossfall grade break = 18.500(Ft.)
Slope
from gutter to grade break (v/hz) = 0.020
Slope
from grade break to crown (v/hz) = 0.020
Street
flow is on [2] side(s) of the street
Distance
from curb to property line = 10.000(Ft.)
Slope
from curb to property line (v/hz) = 0.020
Gutter
width = 1.500(Ft.)
Gutter
hike from flowline = 1.500(In.)
�r
1303
o.
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 33.454(CFS)
Depth of flow = 0.582(Ft.), Average velocity = 2.876(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 2.88(Ft/s)
.w Travel time = 3.83 min. TC = 21.40 min.
Adding area flow to street
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr)
Rainfall intensity = 2.506(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.777
' Subarea runoff = 16.645 (CFS) for 10.000 (Ac. )
Total runoff = 38.948(CFS)
Effective area this stream = 20.00(Ac.)
Total Study Area (Main Stream No. 1) = 20.00(Ac.)
Area averaged Fm value = 0.342(In/Hr)
Street flow at end of street = 38.948(CFS)
Half street flow at end of street = 19.474(CFS)
Depth of flow = 0.610(Ft.), Average velocity = 3.054(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 703.000 to Point/Station 704.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1092.000(Ft.)
End of street segment elevation = 1082.000(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 42.000(Ft.)
Distance from crown to crossfall grade break = 40.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side (s) of the street
Distance from curb to property line = 13.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
A Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
M Estimated mean flow rate at midpoint of street =
Depth of flow = 0.748(Ft.), Average velocity =
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 32.654(Ft.)
Flow velocity = 5.36(Ft/s)
58.422(CFS)
5.360(Ft/s)
4.07 (Ft.)
I 3d5
Travel time = 2.05 min. TC = 23.45 min.
Adding area flow to street
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342 (In/Hr}
�. Rainfall intensity = 2.372(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.770
Subarea runoff = 34.124(CFS) for 20.000(Ac.)
Total runoff = 73.072(CFS)
+ Effective area this stream = 40.00(Ac.)
Total Study Area (Main Stream No. 1) = 40.00(Ac.)
Area averaged Fm value = 0.342(In/Hr)
Street flow at end of street = 73.072(CFS)
Half street flow at end of street = 73.072(CFS)
„ Depth of flow = 0.806(Ft.), Average velocity = 5.532(Ft/s)
Warning: depth of flow exceeds top of curb
ar Distance that curb overflow reaches into property = 6.98(Ft.)
Flow width (from curb towards crown) = 35.567 (Ft. )
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
�* Process from Point/Station 704.000 to Point/Station 30.000
�I
**** PIPEFLOW TRAVEL TIME (User specified size) ****
■„ Upstream point/station elevation = 1076.000(Ft.)
Downstream point/station elevation = 1066.000(Ft.)
Pipe length = 660.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 73.072(CFS)
Given pipe size = 36.00(In.)
r Calculated individual pipe flow = 73.072(CFS)
Normal flow depth in pipe = 26.44(In.)
a Flow top width inside pipe = 31.80(In.)
Critical Depth = 32.37(In.)
Pipe flow velocity = 13.12(Ft/s)
Travel time through pipe = 0.84 min.
Time of concentration (TC) = 24.29 min.
A
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 30.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 40.000(Ac.)
Runoff from this stream = 73.072(CFS)
' Time of concentration = 24.29 min.
+r Rainfall intensity = 2.323(In/Hr)
Area averaged loss rate (Fm) = 0.3422(In/Hr)
Area averaged Pervious ratio (AP) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 705.000 to Point/Station 706.000
**** INITIAL AREA EVALUATION ****
Lj
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio (Ap) = 0.3500 Max loss rate (Fm) = 0 .342 (In/Hr)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
.. Top (of initial area) elevation = 1085.700(Ft.)
Bottom (of initial area) elevation = 1075.300(Ft.)
Difference in elevation = 10.400(Ft.)
Slope = 0.01040 s(o)= 1.04
TC = k(0.360)*[(length"3)/(elevation change)]"0.2
Initial area time of concentration = 14.220 min.
Rainfall intensity = 3.202(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.804
Subarea runoff = 25.742(CFS)
Total initial stream area = 10.000(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.342(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 706.000 to Point/Station 707.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1075.300(Ft.)
End of street segment elevation = 1072.000(Ft.)
Length of street segment = 330.000 (Ft. )
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
'* Estimated mean flow rate at midpoint of street = 35.396(CFS)
Depth of flow = 0.529(Ft.), Average velocity = 3.730(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 3.73(Ft/s)
Travel time = 1.47 min. TC = 15.69 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
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
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr)
Rainfall intensity = 3.018(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
�r
rational method)(Q=KCIA) is C = 0.795
Subarea runoff = 16.240(CFS) for 7.500(Ac.)
Total runoff = 41.983(CFS)
Effective area this stream = 17.50(Ac.)
Total Study Area (Main Stream No. 1) = 57.50(Ac.)
Area averaged Fm value = 0.353(In/Hr)
Street flow at end of street = 41.983(CFS)
Half street flow at end of street = 20.991(CFS)
Depth of flow = 0.554(Ft.), Average velocity = 3.991(Ft/s)
,w Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
40
w
w
rrt
13x7
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 707.000 to Point/Station 707.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 17.500(Ac.)
Runoff from this stream = 41.983(CFS)
Time of concentration = 15.69 min.
Rainfall intensity = 3.018(In/Hr)
Area averaged loss rate (Fm) = 0.3528(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4143
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
Rainfall Intensity
(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 31.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
1 73.072 24.29
2.323
2 41.983 15.69
3.018
Qmax (1) _
1.000 * 1.000 * 73.072)
+
0.739 * 1.000 * 41.983)
+ = 104.096
Qmax (2 ) _
1.351 * 0.646 * 73.072)
+
1.000 * 1.000 * 41.983)
+ = 105.786
ar
Total of 2 streams to confluence:
Flow rates before confluence point:
73.072 41.983
Maximum flow rates at confluence using above data:
104.096 105.786
Area of streams before confluence:
40.000 17.500
Effective area values after confluence:
57.500 43.345
Results of confluence:
Total flow rate = 105.786(CFS)
Time of concentration = 15.694 min.
Effective stream area after confluence =
43.345(Ac.)
Stream Area average Pervious fraction(Ap)
= 0.370
Stream Area average soil loss rate(Fm) =
0.345(In/Hr)
Study area (this main stream) = 57.50(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 31.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
.r Upstream point/station elevation = 1066.000(Ft.)
Downstream point/station elevation = 1062.200(Ft.)
Pipe length = 990.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 105.786(CFS)
Given pipe size = 39.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
,.r The approximate hydraulic grade line above the pipe invert is
16.233(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 16.245(Ft.)
Minor friction loss = 3.787(Ft.) K -factor = 1.50
Pipe flow velocity = 12.75(Ft/s)
Travel time through pipe'= 1.29 min.
Time of concentration (TC) = 16.99 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 31.000 to Point/Station 31.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 43.345(Ac.)
Runoff from this stream = 105.786(CFS)
Time of concentration = 16.99 min.
+i Rainfall intensity = 2.878(In/Hr)
Area averaged loss rate (Fm) = 0.3455(In/Hr)
* Area averaged Pervious ratio (Ap) = 0.3696
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 708.000 to Point/Station 709.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(5 - 7 dwl/acre)
A 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
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr)
Initial subarea data:
4A Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1072.000(Ft.)
Bottom (of initial area) elevation = 1069.200(Ft.)
Difference in elevation = 2.800(Ft.)
Slope = 0.00280 s(o)= 0.28
TC = k (0 .389) * [ (length"3) / (elevation change)] -0.2
Initial area time of concentration = 19.976 min.
Rainfall intensity = 2.612(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.774
Subarea runoff = 15.152(CFS)
Total initial stream area = 7.500(Ac.)
Pervious area fraction = 0.500
"* Initial area Fm value = 0.367(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 709.000 to Point/Station 710.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW�ADD.ITION ****
ii
in
10
AM
4d
a
r
rr
Top of street segment elevation = 1069.200(Ft.)
End of street segment elevation = 1062.600(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 42.000(Ft.)
Distance from crown to crossfall grade break = 40.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on (1] side (s) of the street
Distance from curb to property line = 13.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.669(Ft.), Average velocity =
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 28.694(Ft.)
Flow velocity = 4.26(Ft/s)
Travel time = 2.58 min. TC = 22.56 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
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
SCS curve number for soil(AMC 2) = 56.00
35.354(CFS)
4.257(Ft/s)
0.11(Ft.)
130`
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr)
Rainfall intensity = 2.428(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.764
Subarea runoff = 35.855(CFS) for 20.000(Ac.)
Total runoff = 51.006(CFS)
Effective area this stream = 27.50(Ac.)
Total Study Area (Main Stream No. 1) = 85.00(Ac.)
Area averaged Fm value = 0.367(In/Hr)
Street flow at end of street = 51.006(CFS)
Half street flow at end of street = 51.006(CFS)
Depth of flow = 0.767(Ft.), Average velocity = 4.395(Ft/s)
'■ Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 5.01(Ft.)
Flow width (from curb towards crown)= 33.591(Ft.)
.e
'++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 710.000 to Point/Station 710.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
*� Stream flow area = 27.500(Ac.)
Runoff from this stream = 51.006(CFS)
Time of concentration = 22.56 min.
Rainfall intensity = 2.428(In/Hr)
Area averaged loss rate (Fm) = 0.3670(In/Hr)
Area averaged Pervious ratio (Ap) = 0.5000
Summary of stream data:
�r
' Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
�r
1 105.786 16.99 2.878
2 51.006 22.56 2.428
Qmax (1) _
1.000 * 1.000 * 105.786) +
1.219 * 0.753 * 51.006) + = 152.590
Qmax (2 ) _
0.822 * 1.000 * 105.786) +
1.000 * 1.000 * 51.006) + = 137.978
Total of 2 streams to confluence:
Flow rates before confluence point:
105.786 51.006
Maximum flow rates at confluence using above data:
152.590 137.978
Area of streams before confluence:
43.345 27.500
' Effective area values after confluence:
64.053 70.845
Results of confluence:
++r Total flow rate = 152.590(CFS)
Time of concentration = 16.988 min.
�+ Effective stream area after confluence = 64.053(Ac.)
Stream Area average Pervious fraction(Ap) = 0.420
Stream Area average soil loss rate(Fm) = 0.354(In/Hr)
Study area (this main stream) = 70.85(Ac.)
�r
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 31.000 to Point/Station 32.000
A **** PIPEFLOW TRAVEL TIME (User specified size)
+�r Upstream point/station elevation = 1056.600(Ft.)
Downstream point/station elevation = 1052.000(Ft.)
Pipe length = 660.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 152.590(CFS)
Given pipe size = 39.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
25.814(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 22.533(Ft.)
Minor friction loss = 7.880(Ft.) K -factor = 1.50
Pipe flow velocity = 18.39(Ft/s)
Travel time through pipe = 0.60 min.
A Time of concentration (TC) = 17.59 min.
rr++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 32.000 to Point/Station 32.000
** **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
„ Stream flow area = 64.053(Ac.)
Runoff from this stream = 152.590(CFS)
Time of concentration = 17.59 min.
Rainfall intensity = 2.819(In/Hr)
W
Area averaged loss rate (Fm) = 0.3538(In/Hr)
Area averaged Pervious ratio (AP) = 0.4202
+�++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 711.000 to Point/Station 712.000
**** INITIAL AREA EVALUATION ****
s
RESIDENTIAL(5 - 7 dwl/acre)
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
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367 (In/Hr)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1069.600(Ft.)
Bottom (of initial area) elevation = 1062.100(Ft.)
„ Difference in elevation = 7.500(Ft.)
Slope = 0.00750 s(%)= 0.75
TC = k(0.389)*[(length"3)/(elevation change)]"0.2
Initial area time of concentration = 16.404 min.
Rainfall intensity = 2.939(In/Hr) for a 100.0 year storm
+n Effective runoff coefficient used for area (Q=KCIA) is C = 0.788
Subarea runoff = 11.576(CFS)
^� Total initial stream area = 5.000(Ac.)
Pervious area fraction = 0.500
Initial area Fm value = 0.367(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 712.000 to Point/Station 713.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1062.100(Ft.)
.. End of street segment elevation = 1058.000(Ft.)
Length of street segment = 990.000(Ft.)
Height of curb above gutter flowline 8.0(In.)
Width of half street (curb to crown) = 42.000(Ft.)
f m crown to crossfall grade break = 40.500(Ft.)
Manning s N rom g
a Estimated mean flow rate at midpoint of street = 28.940(CFS)
Depth of flow = 0.734(Ft.), Average velocity = 2.785(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 3.37(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 31.949(Ft.)
Flow velocity = 2.78(Ft/s)
Travel time = 5.92 min. TC = 22.33 min.
Adding area flow to street
M
DlstanC= A.
Slope from gutter to grade break (v/hz)
= 0.020
Slope from grade break to crown (v/hz)
= 0.020
Street flow is on [11 side (s) of the street
Distance from curb to property line =
13.000(Ft.)
Slope from curb to property line (v/hz)
= 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break
= 0.0150
'f
rade break to crown
= 0.0150
Manning s N rom g
a Estimated mean flow rate at midpoint of street = 28.940(CFS)
Depth of flow = 0.734(Ft.), Average velocity = 2.785(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 3.37(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 31.949(Ft.)
Flow velocity = 2.78(Ft/s)
Travel time = 5.92 min. TC = 22.33 min.
Adding area flow to street
M
131
RESIDENTIAL(5 - 7 dwl/acre)
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
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr)
do Rainfall intensity = 2.443(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
�. rational method)(Q=KCIA) is C = 0.765
Subarea runoff = 25.791(CFS) for 15.000(Ac.)
Total runoff = 37.367(CFS)
Effective area this stream = 20.00(Ac.)
Total Study Area (Main Stream No. 1) = 105.00(Ac.)
■ Area averaged Fm value = 0.367(In/Hr)
Street flow at end of street = 37.367(CFS)
Half street flow at end of street = 37.367(CFS)
a Depth of flow = 0.801(Ft.), Average velocity = 2.882(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 6.69(Ft.)
Flow width (from curb towards crown)= 35.278(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 713.000 to Point/Station 713.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 20.000(Ac.)
Runoff from this stream = 37.367(CFS)
Time of concentration = 22.33 min.
Rainfall intensity = 2.443(In/Hr)
Area averaged loss rate (Fm) = 0.3670(In/Hr)
Area averaged Pervious ratio (Ap) = 0.5000
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 152.590 17.59
2 37.367 22.33
Qmax (1) =
1.000 *
1.181 *
Qmax (2 ) _
0.847 *
1.000 *
2.819
2.443
1.000 * 152.590) +
0.788 * 37.367) + _
1.000 * 152.590) +
1.000 * 37.367) + _
187.356
166.672
Total of 2 streams to confluence:
Flow rates before confluence point:
152.590 37.367
Maximum flow rates at confluence using above data:
187.356 166.672
Area of streams before confluence:
64.053 20.000
Effective area values after confluence:
79.806 84.053
Results of confluence:
Total flow rate = 187.356(CFS)
13i3
-,
do Time of concentration = 17.586 min.
Effective stream area after confluence = 79.806(Ac.)
Stream Area average Pervious fraction(Ap) = 0.439
Stream Area average soil loss rate(Fm) = 0.357(In/Hr)
Study area (this main stream) = 84.05(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 32.000 to Point/Station 35.000
.. **** PIPEFLOW TRAVEL TIME (User specified size) ****
A Upstream point/station elevation = 1052.000(Ft.)
Downstream point/station elevation = 1041.000(Ft.)
Pipe length = 1320.00(Ft.) Mannings N = 0.013
■ No. of pipes = 1 Required pipe flow = 187.356(CFS)
Given pipe size = 51.00(In.)
* NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
9.310(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 16.247(Ft.)
Minor friction loss = 4.063(Ft.) K -factor = 1.50
Pipe flow velocity = 13.21(Ft/s)
Travel time through pipe = 1.67 min.
Time of concentration (TC) = 19.25 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
a Process from Point/Station 35.000 to Point/Station 35.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 79.806(Ac.)
Runoff from this stream = 187.356(CFS)
Time of concentration = 19.25 min.
Rainfall intensity = 2.670(In/Hr)
Area averaged loss rate (Fm) = 0.3569(In/Hr)
�. Area averaged Pervious ratio (Ap) = 0.4392
�r
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 35.000 to Point/Station 35.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 40.10
Pervious ratio(Ap) = 0.2270 Max loss rate(Fm)= 0.208(In/Hr)
Rainfall intensity = 2.524(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 21.15 min. Rain intensity = 2.52(In/Hr)
Total area this stream = 114.22(Ac.)
s Total Study Area (Main Stream No. 1) = 219.22(Ac.)
Total runoff = 251.95(CFS)
+n
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 35.000 to Point/Station 35.000
**** CONFLUENCE OF MINOR STREAMS ****
r1
Along Main Stream number: 1 in normal stream number 2
•w
ar
Stream flow area = 114.220(Ac.)
Runoff from this stream = 251.950(CFS)
Time of concentration = 21.15 min.
Rainfall intensity = 2.524(In/Hr)
Area averaged loss rate (Fm) = 0.2079(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2270
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 187.356 19.25 2.670
2 251.950 21.15 2.524
Qmax (1) =
1.000 * 1.000 * 187.356) +
1.063 * 0.910 * 251.950) + = 431.201
Qmax (2 ) =
0.937 * 1.000 * 187.356) +
1.000 * 1.000 * 251.950) + = 427.444
Total of 2 streams to confluence:
Flow rates before confluence point:
187.356 251.950
ar Maximum flow rates at confluence using above data:
431.201 427.444
*� Area of streams before confluence:
79.806 114.220
Effective area values after confluence:
183.777 194.026
Results of confluence:
Total flow rate = 431.201(CFS)
Time of concentration = 19.252 min.
" Effective stream area after confluence = 183.777(Ac.)
Stream Area average Pervious fraction(Ap) = 0.314
Stream Area average soil loss rate(Fm) = 0.269(In/Hr)
Study area (this main stream) = 194.03(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
' Process from Point/Station 35.000 to Point/Station 38.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1041.000(Ft.)
Downstream point/station elevation = 1035.000(Ft.)
Pipe length = 1320.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 431.201(CFS)
Given pipe size = 84.00(In.)
Calculated individual pipe flow = 431.201(CFS)
Normal flow depth in pipe = 69.00(In.)
" Flow top width inside pipe = 64.34(In.)
Critical Depth = 65.56(In.)
Pipe flow velocity = 12.76(Ft/s)
Travel time through pipe = 1.72 min.
Time of concentration (TC) = 20.98 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 38.000 to Point/Station 38.000
**** CONFLUENCE OF MINOR STREAMS ****
L7
r-
f315
d.
Along Main Stream number: 1 in normal stream number 1
., Stream flow area = 183.777(Ac.)
Runoff from this stream = 431.201(CFS)
" Time of concentration = 20.98 min.
Rainfall intensity = 2.536(In/Hr)
Area averaged loss rate (Fm) = 0.2692(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3143
4=
4W ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 38.000 to Point/Station 38.000
10 **** USER DEFINED FLOW INFORMATION AT A POINT ****
di Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.3330 Max loss rate(Fm)= 0.326(In/Hr)
Rainfall intensity = 2.622(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 19.85 min. Rain intensity = 2.62(In/Hr)
Total area this stream = 106.22(Ac.)
Total Study Area (Main Stream No. 1) = 325.44(Ac.)
Total runoff = 232.43(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 38.000 to Point/Station 38.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 106.220(Ac.)
Runoff from this stream = 232.430(CFS)
Time of concentration = 19.85 min.
a Rainfall intensity = 2.622(In/Hr)
Area averaged loss rate (Fm) = 0.3256(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3330
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 431.201 20.98 2.536
9 2 232.430 19.85 2.622
Qmax (1) _
1.000 * 1.000 * 431.201) +
Qmax (2 ) _ 0.963 * 1.000 * 232.430) + = 654.984
1.038 * 0.946 * 431.201) +
1.000 * 1.000 * 232.430) + = 655.845
Total of 2 streams to confluence:
Flow rates before confluence point:
431.201 232.430
Maximum flow rates at confluence using above data:
654.984 655.845
Area of streams before confluence:
'r 183.777 106.220
Effective area values after confluence:
0
.�e
289.997 280.125
Results of confluence:
Total flow rate = 655.845(CFS)
Time of concentration = 19.850 min.
+� Effective stream area after confluence = 280.125(Ac.)
Stream Area average Pervious fraction(Ap) = 0.321
Stream Area average soil loss rate(Fm) = 0.290(In/Hr)
Study area (this main stream) = 290.00(Ac.)
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 280.125(Ac.)
Runoff from this stream = 655.845(CFS)
Time of concentration = 20.82 min.
Rainfall intensity = 2.548(In/Hr)
Area averaged loss rate (Fm) = 0.2899(In/Hr)
w
Area averaged Pervious ratio (Ap) = 0.3211
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
*� Process from Point/Station 817.000 to Point/Station 818.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr)
�. Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1049.000(Ft.)
Bottom (of initial area) elevation = 1044.000(Ft.)
Difference in elevation = 5.000(Ft.)
! Slope = 0.00500 s(%)= 0.50
TC = k(0.389)*[(length"3)/(elevation change)1^0.2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 38.000 to Point/Station 39.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
�r
Upstream point/station elevation = 1035.000(Ft.)
Downstream point/station elevation = 1026.600(Ft.)
+
Pipe length = 990.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 655.845(CFS)
Given pipe size = 84.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
8.795(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 10.431(Ft.)
"
Minor friction loss = 6.765(Ft.) K -factor = 1.50
�c
Pipe flow velocity = 17.04(Ft/s)
Travel time through pipe = 0.97 min.
*
Time of concentration (TC) = 20.82 min.
rr
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 39.000 to Point/Station 39.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 280.125(Ac.)
Runoff from this stream = 655.845(CFS)
Time of concentration = 20.82 min.
Rainfall intensity = 2.548(In/Hr)
Area averaged loss rate (Fm) = 0.2899(In/Hr)
w
Area averaged Pervious ratio (Ap) = 0.3211
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
*� Process from Point/Station 817.000 to Point/Station 818.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr)
�. Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1049.000(Ft.)
Bottom (of initial area) elevation = 1044.000(Ft.)
Difference in elevation = 5.000(Ft.)
! Slope = 0.00500 s(%)= 0.50
TC = k(0.389)*[(length"3)/(elevation change)1^0.2
Initial area time of concentration = 17.789 min.
Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.743
Subarea runoff = 10.399(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction = 0.500
Initial area Fm value = 0.489(In/Hr)
a1
44
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 818.000 to Point/Station 819.000
A
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1044.000(Ft.)
End of street segment elevation = 1042.300(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
do
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 10.000(Ft.)
'
Slope from curb to property line (v/hz) = 0.020
rri
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
•�
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 15.599(CFS)
Depth of flow = 0.461(Ft.), Average velocity = 2.284(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.285(Ft.)
Flow velocity = 2.28(Ft/s)
Travel time = 2.41 min. TC = 20.20 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
+�
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr)
*�
Rainfall intensity = 2.594(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.730
Subarea runoff = 8.551(CFS) for 5.000(Ac.)
Total runoff = 18.950(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 335.44(Ac.)
Area averaged Fm value = 0.489(In/Hr)
Street flow at end of street = 18.950(CFS)
Half street flow at end of street = 9.475(CFS)
Depth of flow = 0.489(Ft.), Average velocity = 2.397(Ft/s)
Flow width (from curb towards crown) = 19.703 (Ft. )
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 819.000 to Point/Station 820.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
NM
Top of street segment elevation = 1042.300(Ft.)
End of street segment elevation = 1039.000(Ft.)
Length of street segment = 660.000(Ft.)
.r
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
"M
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
„
Street flow is on [2] side (s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
rr
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
*�
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 28.425(CFS)
Depth of flow = 0.548(Ft.), Average velocity = 2.774(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 2.77(Ft/s)
Travel time = 3.97 min. TC = 24.16 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
••
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
w
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr)
Rainfall intensity = 2.330(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area, (total area with modified
rational method)(Q=KCIA) is C = 0.711
Subarea runoff = 14.188(CFS) for 10.000(Ac.)
Total runoff = 33.138(CFS)
Effective area this stream = 20.00(Ac.)
Total Study Area (Main Stream No. 1) = 345.44(Ac.)
Area averaged Fm value = 0.489(In/Hr)
Street flow at end of street = 33.138(CFS)
dr Half street flow at end of street = 16.569(CFS)
Depth of flow = 0.572(Ft.), Average velocity = 2.948(Ft/s)
# Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 820.000 to Point/Station 821.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1039.000(Ft.)
End of street segment elevation = 1037.000(Ft.)
�. Length of street segment = 330.000(Ft.)
Height of curb above gutter.flowline = 8.0(In.)
Width of half street (curb to crown) = 42.000(Ft.)
# Distance from crown to crossfall grade break = 40.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
�r
i
Distance from curb to property line = 13.000(Ft.)
40
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500 (In. )
+�
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 41.423(CFS)
Depth of flow = 0.778(Ft.), Average velocity = 3.441(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 5.56(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 34.141(Ft.)
'
Flow velocity = 3.44(Ft/s)
Travel time = 1.60 min. TC = 25.76 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr)
"
Rainfall intensity = 2.242(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.704
Subarea runoff = 14.198 (CFS) for 10.000 (Ac. )
Total runoff = 47.336(CFS)
Effective area this stream = 30.00(Ac.)
Total Study Area (Main Stream No. 1) = 355.44(Ac.)
Area averaged Fm value = 0.489(In/Hr)
++
Street flow at end of street = 47.336(CFS)
Half street flow at end of street = 47.336(CFS)
Depth of flow = 0.813(Ft.), Average velocity = 3.512(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 7.30(Ft.)
Flow width (from curb towards crown)= 35.881(Ft.)
ar
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 821.000 to Point/Station 821.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 30.000(Ac.)
Runoff from this stream = 47.336(CFS)
Time of concentration = 25.76 min.
Rainfall intensity = 2.242(In/Hr)
Area averaged loss rate (Fm) = 0.4889(In/Hr)
Area averaged Pervious ratio (Ap) = 0.5000
Summary of stream data:
48
Stream Flow rate TC Rainfall Intensity
10
No. (CFS) (min) (In/Hr)
1 655.845 20.82 2.548
2 47.336 25.76 2.242-
�
Qmax(1) _
1.000 * 1.000 * 655.845) +
i
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 39.000 to Point/Station 40.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1026.600(Ft.)
Downstream point/station elevation = 1012.800(Ft.)
Pipe length = 1720.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 700.769(CFS)
Given pipe size = 84.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
14.613(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 20.690(Ft.)
+. Minor friction loss = 7.723(Ft.) K -factor = 1.50
Pipe flow velocity = 18.21(Ft/s)
Travel time through pipe = 1.57 min.
Time of concentration (TC) = 22.39 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
^* Process from Point/Station 40.000 to Point/Station 40.000
a
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 304.370(Ac.)
Runoff from this stream = 700.769(CFS)
Time of concentration = 22.39 min.
Rainfall intensity = 2.439(In/Hr)
Area averaged loss rate (Fm) = 0.3091(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3384
�r
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 822.000 to Point/Station 823.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(5 - 7 dwl/acre)
1.174 * 0.808 * 47.336) + =
700.769
Qmax (2 ) _
0.865 * 1.000 * 655.845) +
1.000 * 1.000 * 47.336) + =
614.395
rr
Total of 2 streams to confluence:
Flow rates before confluence point:
655.845 47.336
Maximum flow rates at confluence using above
data:
700.769 614.395
Area of streams before confluence:
280.125 30.000
Effective area values after confluence:
'
304.370 310.125
+�
Results of confluence:
Total flow rate = 700.769(CFS)
#
Time of concentration = 20.818 min.
Effective stream area after confluence =
304.370(Ac.)
Stream Area average Pervious fraction(Ap) =
0.338
Stream Area average soil loss rate(Fm) =
0.309(In/Hr)
Study area (this main stream) = 310.13(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 39.000 to Point/Station 40.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1026.600(Ft.)
Downstream point/station elevation = 1012.800(Ft.)
Pipe length = 1720.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 700.769(CFS)
Given pipe size = 84.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
14.613(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 20.690(Ft.)
+. Minor friction loss = 7.723(Ft.) K -factor = 1.50
Pipe flow velocity = 18.21(Ft/s)
Travel time through pipe = 1.57 min.
Time of concentration (TC) = 22.39 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
^* Process from Point/Station 40.000 to Point/Station 40.000
a
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 304.370(Ac.)
Runoff from this stream = 700.769(CFS)
Time of concentration = 22.39 min.
Rainfall intensity = 2.439(In/Hr)
Area averaged loss rate (Fm) = 0.3091(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3384
�r
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 822.000 to Point/Station 823.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(5 - 7 dwl/acre)
1521
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
++� SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(AP) = 0.5000 Max loss rate (Fm) = 0 .489 (In/Hr)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1037.700(Ft.)
�. Bottom (of initial area) elevation = 1034.300(Ft.)
Difference in elevation = 3.400(Ft.)
Slope = 0.00340 s(%)= 0.34
TC = k(0.389)*[(length-3)/(elevation change)]^0.2
Initial area time of concentration = 19.216 min.
Rainfall intensity = 2.673(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.735
'* Subarea runoff = 9.829(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction = 0.500
Initial area Fm value = 0 .489 (In/Hr)
r�r
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
" Process from Point/Station 823.000 to Point/Station 824.000
al **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1034.300(Ft.)
End of street segment elevation = 1032.000(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.481(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 19.288(Ft.)
Flow velocity = 1.94(Ft/s)
- 5 66 min TC = 24.87 min.
14.744(CFS)
1.944(Ft/S)
Travel time =
-
Adding area flow
to
street
RESIDENTIAL(5 - 7
dwl/acre)
Decimal fraction
soil
group
A
= 1.000
Decimal fraction
soil
group
B
= 0.000
Decimal fraction
soil
group
C
= 0.000
Decimal fraction
soil
group
D
= 0.000
SCS curve number
for
soil(AMC
2) = 32.00
Pervious ratio(Ap) =
0.5000
Max loss rate(Fm)=
0.489(In/Hr)
Rainfall intensity = 2.290(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.708
Subarea runoff = 6.378(CFS) for 5.000(Ac.)
w
i3 z
Total runoff = 16.208(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 365.44(Ac.)
Area averaged Fm value = 0.489(In/Hr)
air Street flow at end of street = 16.208(CFS)
Half street flow at end of street = 8.104(CFS)
+* Depth of flow = 0.495(Ft.), Average velocity = 1.990(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 824.000 to Point/Station 825.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
ar
Top of street segment elevation = 1032.000(Ft.)
End of street segment elevation = 1027.000(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 42.000(Ft.)
Distance from crown to crossfall grade break = 40.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side (s) of the street
,r Distance from curb to property line = 13.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
�. Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500( -In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 24.311(CFS)
Depth of flow = 0.619(Ft.), Average velocity = 3.501(Ft/s)
# Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 26.217(Ft.)
Flow velocity = 3.50(Ft/s)
Travel time = 3.14 min. TC = 28.02 min.
Adding area flow to street
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
ar Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr)
Rainfall intensity = 2.132(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.725
Subarea runoff = 14.688(CFS) for 10.000(Ac.)
Total runoff = 30.896(CFS)
Effective area this stream = 20.00(Ac.)
Total Study Area (Main Stream No. 1) = 375.44(Ac.)
Area averaged Fm value = 0.416(In/Hr)
.. Street flow at end of street = 30.896(CFS)
Half street flow at end of street = 30.896(CFS)
Depth of flow = 0.670(Ft.), Average velocity = 3.706(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 0.17(Ft.)
Flow width (from curb towards crown)= 28.751(Ft.)
r
s
■
,.
ar
40
do
■
do
..
.o
..
40
�r
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 825.000 to Point/Station 826.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1027.000(Ft.)
End of street segment elevation = 1023.000(Ft.)
Length of street segment = 750.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 42.000(Ft.)
Distance from crown to crossfall grade break = 40.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side (s) of the street
Distance from curb to property line = 13.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.755(Ft.), Average velocity =
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 32.977(Ft.)
Flow velocity = 3.19(Ft/s)
Travel time = 3.92 min. TC = 31.93 min.
Adding area flow to street
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
35.530(CFS)
3.190(Ft/s)
4.39 (Ft.)
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr)
Rainfall intensity = 1.971(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for arda,(total area with modified
rational method)(Q=KCIA) is C = 0.718
" Subarea runoff = 5.896(CFS) for 6.000(Ac.)
Total runoff = 36.792(CFS)
Effective area this stream = 26.00(Ac.)
�+ Total Study Area (Main Stream No. 1) = 381.44(Ac.)
Area averaged Fm value = 0.399(In/Hr)
Street flow at end of street = 36.792(CFS)
Half street flow at end of street = 36.792(CFS)
Depth of flow = 0.764(Ft.), Average velocity = 3.204(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 4.85(Ft.)
Flow width (from curb towards crown)= 33.431(Ft.)
�.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 826.000 to Point/Station 826.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 26.000(Ac.)
Runoff from this stream = 36.792(CFS)
132{
Time of concentration = 31.93 min.
" Rainfall intensity = 1.971(In/Hr)
Area averaged loss rate (Fm) = 0.3986(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4077
ri Summary of stream data:
Total of 2 streams to confluence:
Flow rates before confluence point:
700.769 36.792
Maximum flow rates at confluence using above data:
734.244 583.631
Area of streams before confluence:
304.370 26.000
.. Effective area values after confluence:
322.601 330.370
Results of confluence:
Total flow rate = 734.244(CFS)
Time of concentration = 22.393 min.
+• Effective stream area after confluence = 322.601(Ac.)
Stream Area average Pervious fraction(Ap) = 0.344
Stream Area average soil loss rate(Fm) = 0.316(In/Hr)
Study area (this main stream) = 330.37(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 94.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1011.300(Ft.)
Downstream point/station elevation = 1004.000(Ft.)
w Pipe length = 900.00(Ft.) Mannings N = 0.013
No. of pipes = 1 Required pipe flow = 734.244(CFS)
Given pipe size = 102.00(In.)
Calculated individual pipe flow = 734.244(CFS)
Normal flow depth in pipe = 66.56(In.)
Flow top width inside pipe = 97.14(In.)
Critical Depth = 81.36(In.)
" Pipe flow velocity = 18.73(Ft/s)
Travel time through pipe = 0.80 min.
Time of concentration (TC) = 23.19 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 94.000 to Point/Station 94.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream
Flow rate
TC
Rainfall Intensity
No.
(CFS)
(min)
(In/Hr)
w
1
700.769
22.39
2.439
2
36.792
31.93
1.971
Qmax(1)
_
1.000 *
1.000 *
700.769)
+
1.298 *
0.701 *
36.792)
+ = 734.244
Qmax (2 )
_
0.780 *
1.000 *
700.769)
+
1.000 *
1.000 *
36.792)
+ = 583.631
Total of 2 streams to confluence:
Flow rates before confluence point:
700.769 36.792
Maximum flow rates at confluence using above data:
734.244 583.631
Area of streams before confluence:
304.370 26.000
.. Effective area values after confluence:
322.601 330.370
Results of confluence:
Total flow rate = 734.244(CFS)
Time of concentration = 22.393 min.
+• Effective stream area after confluence = 322.601(Ac.)
Stream Area average Pervious fraction(Ap) = 0.344
Stream Area average soil loss rate(Fm) = 0.316(In/Hr)
Study area (this main stream) = 330.37(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 94.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1011.300(Ft.)
Downstream point/station elevation = 1004.000(Ft.)
w Pipe length = 900.00(Ft.) Mannings N = 0.013
No. of pipes = 1 Required pipe flow = 734.244(CFS)
Given pipe size = 102.00(In.)
Calculated individual pipe flow = 734.244(CFS)
Normal flow depth in pipe = 66.56(In.)
Flow top width inside pipe = 97.14(In.)
Critical Depth = 81.36(In.)
" Pipe flow velocity = 18.73(Ft/s)
Travel time through pipe = 0.80 min.
Time of concentration (TC) = 23.19 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 94.000 to Point/Station 94.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 322.601(Ac.)
Runoff from this stream = 734.244(CFS)
Time of concentration = 23.19 min.
" Rainfall intensity = 2.388(In/Hr)
Area averaged loss rate (Fm) = 0.3162(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3439
rr
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 827.000 to Point/Station 828.000
**** INITIAL AREA EVALUATION ****
ar
RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
. Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr)
Initial subarea data:
Initial area flow distance = 900.000(Ft.)
Top (of initial area) elevation = 1023.000(Ft.)
Bottom (of initial area) elevation = 1014.000(Ft.)
Difference in elevation = 9.000(Ft.)
Slope = 0.01000 s(%)= 1.00
TC = k(0.389)*[(length"3)/(elevation change)1^0.2
.e Initial area time of concentration = 14.847 min.
Rainfall intensity = 3.121(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.759
Subarea runoff = 14.211(CFS)
' Total initial stream area = 6.000(Ac.)
+�r Pervious area fraction = 0.500
Initial area Fm value = 0.489(In/Hr)
tr
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 828.000 to Point/Station 828.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 6.000(Ac.)
Runoff from this stream = 14.211(CFS)
Time of concentration = 14.85 min.
Rainfall intensity = 3.121(In/Hr)
Area averaged loss rate (Fm) = 0.4889(In/Hr)
Area averaged Pervious ratio (Ap) = 0.5000
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
a
■
1
734.244
23.19
2.388
..,
2
14.211
14.85
3.121
Qmax (1)
_
1.000
* 1.000 *
734.244)
+
0.722
* 1.000 *
14.211)
+ = 744.498
Qmax(2)
_
1.354
* 0.640 *
734.244)
+
1.000
* 1.000 *
14.211)
+ = 650.483
L-
"'
Total of 2 streams to confluence:
Flow rates before confluence point:
734.244 14.211
Maximum flow rates at confluence using above
data:
744.498 650.483
Area of streams before confluence:
322.601 6.000
Effective area values after confluence:
328.601 212.512
Results of confluence:
Total flow rate = 744.498(CFS)
Time of concentration = 23.194 min.
Effective stream area after confluence =
328.601(Ac.)
Stream Area average Pervious fraction(Ap) =
0.347
Stream Area average soil loss rate(Fm) =
0.319(In/Hr)
.�
Study area (this main stream) = 328.60(Ac.)
++++++++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 94.000 to Point/Station 94.000
+� **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
40 Stream flow area = 328.601(Ac.)
Runoff from this stream = 744.498(CFS)
Time of concentration = 23.19 min.
Rainfall intensity = 2.388(In/Hr)
Area averaged loss rate (Fm) = 0.3193(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3467
End of computations, Total Study Area = 387.44 (Ac.)
�r The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.348
Area averaged SCS curve number = 37.8
AN
do
4"
A
I"
do
49
0
/NL Z)z SN
REVISED
13 51
No
49
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4
Rational Hydrology Study Date: 09/02/04
------------------------------------------------------------------------
FONTANA / TR 16678 LINE DZ -5 HYDROLOGY (REVISED)
�.
100 YEAR STORM
JN 05086
CALLED BY : HERMAN HOVAGIMYAN
------------------------------------------------------------------------
Hall & Forman, Inc. - SIN 950
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
,rr
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
10 Year storm 1 hour rainfall = 0.930(In.)
100 Year storm 1 hour rainfall = 1.350 (In. )
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.350 (In.)
Slope used for rainfall intensity curve b = 0.6000
rr
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
wr Process from Point/Station 718.000 to Point/Station 719.000
**** INITIAL AREA EVALUATION ****
' COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Initial subarea data:
Initial area flow distance = 990.000(Ft.)
Top (of initial area) elevation = 1085.000(Ft.)
�r Bottom (of initial area) elevation = 1075.000(Ft.)
Difference in elevation = 10.000(Ft.)
Slope = 0.01010 s(%-)= 1.01
4 TC = k(0.304)*[(length"3)/(elevation change)] -0.2
Initial area time of concentration = 12.030 min.
Rainfall intensity = 3.541(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.875
Subarea runoff = 15.492(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 719.000 to Point/Station 709.100
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
49 Top of street segment elevation = 1075.000(Ft.)
End of street segment elevation = 1068.000(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 30.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side (s) of the street
Distance from curb to property line = 14.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
,A Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 23.239(CFS)
Depth of flow = 0.579(Ft.), Average velocity = 3.928(Ft/s)
* Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 24.176(Ft.)
Flow velocity = 3.93(Ft/s)
Travel time = 2.80 min. TC = 14.83 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
am Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
dN Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(Iri/Hr)
Rainfall intensity = 3.123(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.872
Subarea runoff = 11.732(CFS) for 5.000(Ac.)
Total runoff = 27.225(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 10.00(Ac.)
Area averaged Fm value = 0.098(In/Hr)
a Street flow at end of street = 27.225(CFS)
Half street flow at end of street = 27.225(CFS)
Depth of flow = 0.609(Ft.), Average velocity = 4.086(Ft/s)
Flow width (from curb towards crown)= 25.675(Ft.)
rr
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 709.100 to Point/Station 710.100
■
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1068.000(Ft.)
End of street segment elevation = 1064.000(Ft.)
A Length of street segment = 650.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 30.500(Ft.)
Slope from gutter to grade bzeak (v/hz) = 0.020
�. Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side (s) of the street
Distance from curb to property line = 14.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)-
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.674(Ft.), Average velocity =
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 28.952(Ft.)
Flow velocity = 3.34(Ft/s)
Travel time = 3.24 min. TC = 18.07 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)=
The area added to the existing stream causes a
a lower flow rate of Q = 25.886(CFS)
1353
28.246(CFS)
3.341(Ft/s)
therefore the upstream flow rate of Q = 27.225(CFS)
Rainfall intensity = 2.773(In/Hr) for a 100.0 ye
Effective runoff coefficient used for area,(total area
rational method)(Q=KCIA) is C = 0.868
Subarea runoff = 0.000(CFS) for 0.750(Ac.)
Total runoff = 27.225(CFS)
Effective area this stream = 10.75(Ac.)
Total Study Area (Main Stream No. 1) = 10.75(Ac.)
0.37(Ft.)
0.098(In/Hr)
is being used
ar storm
with modified
is Area averaged Fm value = 0.098(In/Hr)
Street flow at end of street = 27.225(CFS)
Half street flow at end of street = 27.225(CFS)
Depth of flow = 0.664(Ft.), Average velocity = 3.330(Ft/s)
Flow width (from curb towards crown)= 28.467(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
.� Process from Point/Station 710.100 to Point/Station 713.100
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1064.000(Ft.)
End of street segment elevation = 1058.300(Ft.)
Length of street segment = 580.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
'* Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 30.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on (1] side (s) of the street
Distance from curb to property line = 14.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
A Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 28.048(CFS)
Depth of flow = 0.622(Ft.), Average velocity = 4.000(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 26.346(Ft.)
Flow velocity = 4.00(Ft/s)
i
Travel time = 2.42 min. TC = 20.49 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
'* Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
The area added to the existing stream causes a
a lower flow rate of Q = 25.388(CFS)
therefore the upstream flow rate of Q = 27.225(CFS) is being used
Rainfall intensity = 2.572(In/Hr) for a 100.0 year storm
' Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.866
Subarea runoff = 0.000 (CFS) for 0.650 (Ac. )
"* Total runoff = 27.225(CFS)
Effective area this stream = 11.40(Ac.)
Total Study Area (Main Stream No. 1) = 11.40(Ac.)
Area averaged Fm value = 0.098(In/Hr)
Street flow at end of street = 27.225(CFS)
Half street flow at end of street = 27.225(CFS)
Depth of flow = 0.616(Ft.), Average velocity = 3.970(Ft/s)
Flow width (from curb towards crown)= 26.049(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 713.100 to Point/Station 713.100
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 11.400(Ac.)
Runoff from this stream = 27.225(CFS)
Time of concentration = 20.49 min.
Rainfall intensity = 2.572(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
a
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
'" Process from Point/Station 32.000 to Point/Station 32.000
4d **** USER DEFINED FLOW INFORMATION AT A POINT ****
*A Soil classification AP and SCS values input by user
A USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 49.69
w Pervious ratio(Ap) = 0.4390 Max loss rate(Fm)= 0.357(In/Hr)
Rainfall intensity = 2.819(In/Hr) for a 100.0 year storm
W User specified values are as follows:
TC = 17.59 min. Rain intensity = 2.82(In/Hr)
Total area this stream = 15.00(Ac.)
Total Study Area (Main Stream No. 1) = 26.40(Ac.)
Total runoff = 187.36(CFS)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 32.000 to Point/Station 32.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
13ry5
Stream flow area = 15.000(Ac.)
Runoff from this stream = 187.360(CFS)
Time of concentration = 17.59 min.
.. Rainfall intensity = 2.819 (In/Hr)
•+ Area averaged loss rate (Fm) = 0.3570(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4390
Summary of stream data:
Stream Flow rate
No. (CFS)
1 27.225
2 187.360
Qmax (1) _
1.000 *
0.900 *
Qmax (2 ) _
1.100 *
1.000 *
TC
(min)
20.49
17.59
Rainfall Intensity
(In/Hr)
2.572
2.819
1.000 * 27.225) +
1.000 * 187.360) + _
0.858 * 27.225) +
1.000 * 187.360) + _
195.816
213.061
Total of 2 streams to confluence:
Flow rates before confluence point:
27.225 187.360
Maximum flow rates at confluence using above data:
195.816 213.061
Area of streams before confluence:
11.400 15.000
Effective area values after confluence:
26.400 24.787
Results of confluence:
Total flow rate = 213.061(CFS)
Time of concentration = 17.590 min.
Effective stream area after confluence = 24.787(Ac.)
Stream Area average Pervious fraction(Ap) = 0.293
Stream Area average soil loss rate(Fm) = 0.245(In/Hr)
Study area (this main stream) = 26.40(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 32.000 to Point/Station 35.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1050.000(Ft.)
A Downstream point/station elevation = 1040.650(Ft.)
Pipe length = 1320.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 213.061(CFS)
Nearest computed pipe diameter = 60.00(In.)
Calculated individual pipe flow = 213.061(CFS)
Normal flow depth in pipe = 47.72(In.)
Flow top width inside pipe = 48.42(In.)
Critical Depth = 49.83(In.)
Pipe flow velocity = 12.72(Ft/s)
•. Travel time through pipe = 1.73 min.
�r
Time of concentration (TC) = 19.32 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
AN Process from Point/Station 35.000 to Point/Station 35.000
**** CONFLUENCE OF MINOR STREAMS ****
4.
6
135
'o Along Main Stream number: 1 in normal stream number 1
Stream flow area = 24.787(Ac.)
Runoff from this stream = 213.061(CFS)
+r Time of concentration = 19.32 min.
Rainfall intensity = 2.665(In/Hr)
Area averaged loss rate (Fm) = 0.2451(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2926
.■
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 35.000 to Point/Station 35.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
A
a"
w.
.r
ar
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 31.90
Pervious ratio(Ap) = 0.3390 Max loss rate(Fm)= 0.332(In/Hr)
Rainfall intensity = 3.378(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 13.01 min. Rain intensity = 3.38(In/Hr)
Total area this stream = 113.10(Ac.)
Total Study Area (Main Stream No. 1) = 139.50(Ac.)
Total runoff = 220.66(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 35.000 to Point/Station 35.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
+� Stream flow area = 113.100(Ac.)
Runoff from this stream = 220.660(CFS)
"* Time of concentration = 13.01 min.
Rainfall intensity = 3.378 (In/Hr)
Area averaged loss rate (Fm) = 0.3317(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3390
A Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 213.061 19.32 2.665
2 220.660 13.01 3.378
Qmax (1) _
1.000 * 1.000 * 213.061) +
0.766 * 1.000 * 220.660) + = 382.045
Qmax (2 ) _
1.295 * 0.673 * 213.061) +
" 1.000 * 1.000 * 220.660) + = 406.445
Total of 2 streams to confluence:
�. Flow rates before confluence point:
213.061 220.660
Maximum flow rates at confluence using above data:
382.045 406.445
Area of streams before confluence:
24.787 113.100
Effective area values after confluence:
..
137.887 129.792
q" Results of confluence:
Total flow rate = 406.445(CFS)
Time of concentration = 13.010 min.
■. Effective stream area after confluence = 129.792(Ac.)
Stream Area average Pervious fraction(Ap) = 0.331
# Stream Area average soil loss rate(Fm) = 0.316(In/Hr)
Study area (this main stream) = 137.89(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
A Process from Point/Station 731.000 to Point/Station 732.000
**** INITIAL AREA EVALUATION ****
,rel COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Initial subarea data:
Initial area flow distance = 725.000(Ft.)
Top (of initial area) elevation = 1058.000(Ft.)
Bottom (of initial area) elevation = 1053.200(Ft.)
Difference in elevation = 4.800(Ft.)
Slope = 0.00662 s(%)= 0.66
TC = k(0.304)*[(length"3)/(elevation change)1^0.2
'r Initial area time of concentration = 11.557 min.
Rainfall intensity = 3.627(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.876
�r Subarea runoff = 3.176(CFS)
Total initial stream area = 1.000(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
10 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 732.000 to Point/Station 733.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1053.200(Ft.)
End of street segment elevation = 1048.800(Ft.)
aw Length of street segment = 5.950(Ft.)
a Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 30.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side (s) of the street
Distance from curb to property line = 14.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
a. Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 4.447(CFS)
Depth of flow = 0.197(Ft.), Average velocity = 13.415(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Fm
� 358
Halfstreet flow width = 5.101(Ft.)
Flow velocity = 13.42(Ft/s)
Travel time = 0.01 min. TC = 11.56 min.
Adding area flow to street
" COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
., Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
*• SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(AP) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Rainfall intensity = 3.625(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.876
.. Subarea runoff = 2.539(CFS) for 0.800(Ac.)
Total runoff = 5.715(CFS)
Effective area this stream = 1.80(Ac.)
„r Total Study Area (Main Stream No. 1) = 141.30(Ac.)
Area averaged Fm value = 0.098(In/Hr)
,. Street flow at end of street = 5.715(CFS)
Half street flow at end of street = 5.715(CFS)
Depth of flow = 0.210(Ft.), Average velocity = 14.128(Ft/s)
Flow width (from curb towards crown)= 5.773(Ft.)
End of computations, Total Study Area = 141.30 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.327
Area averaged SCS curve number = 33.8
DECLEZ CHANIVEL
MR
40
.■
Ad
..... � .. �._...�.�.� 14-o1
�. San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4
Rational Hydrology Study Date: 07/22/04
�r ------------------------------------------------------------------------
FONTANA / DECLEZ CHANNEL HYDROLOGY W/DET. AT SIERRA
MIN 100 YEAR STORM
42 JN 04339
■
Hall & Forman, Inc. - SIN 950
" -------- ----------------------------------------------------------------
********* Hydrology Study Control Information **********
�r ------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
A 10 Year storm 1 hour rainfall = 0.930(In.)
41 100 Year storm 1 hour rainfall = 1.350(In.)
Computed rainfall intensity:
In Storm year = 100.00 1 hour rainfall = 1.350 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 93.000 to Point/Station 93.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
' Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 91.60
■ Adjusted SCS curve number for AMC 3 = 98.32
Pervious ratio(Ap) = 0.7510 Max loss rate(Fm)= 0.025(In/Hr)
Rainfall intensity = 2.892(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 16.85 min. Rain intensity = 2.89(In/Hr)
, Total area this stream = 804.55(Ac.)
Total Study Area (Main Stream No. 1) = 804.55(Ac.)
Total runoff = 2064.31(CFS)
d++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 93.000 to Point/Station 94.000
■ **** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 1005.500(Ft.)
Downstream point elevation = 1004.000(Ft.)
Channel length thru subarea = 500.000(Ft.)
Channel base width = 24.000(Ft.)
Slope or 'Z' of left channel bank = 0.000
Slope or 'Z' of right channel bank = 0.000
Manning's 'N' = 0.014
Maximum depth of channel = 9.000(Ft.)
Flow(q) thru subarea = 2064.310(CFS)
Depth of flow = 5.911(Ft.), Average velocity = 14.552 (Ft/s)
Channel flow top width = 24.000(Ft.)
Flow Velocity = 14.55(Ft/s)
., I Ao"2
Al Travel time = 0.57 min.
Time of concentration = 17.42 min.
on Critical depth = 6.125(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 94.000 to Point/Station 94.000
�I **** CONFLUENCE OF MINOR STREAMS ****
* Along Main Stream number: 1 in normal stream number 1
Stream flow area = 804.550(Ac.)
Runoff from this stream = 2064.310(CFS)
Time of concentration = 17.42 min.
Rainfall intensity = 2.835(In/Hr)
Area averaged loss rate (Fm) = 0.0251(In/Hr)
Area averaged Pervious ratio (Ap) = 0.7510
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 94.000 to Point/Station 94.000
41 **** USER DEFINED FLOW INFORMATION AT A POINT ****
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 37.80
Adjusted SCS curve number for AMC 3 = 57.80
Pervious ratio(Ap) = 0.3480 Max loss rate(Fm)= 0.247(In/Hr)
Rainfall intensity = 2.395(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 23.07 min. Rain intensity = 2.40(In/Hr)
Total area this stream = 330.49(Ac.)
Total Study Area (Main Stream No. 1) = 1135.04(Ac.)
Total runoff = 768.00(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
* Process from Point/Station 94.000 to Point/Station 94.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 330.490(Ac.)
Runoff from this stream = 768.000(CFS)
Time of concentration = 23.07 min.
Rainfall intensity = 2.395(In/Hr)
Area averaged loss rate (Fm) = 0.2470(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3480
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2064.310 17.42 2.835
2 768.000 23.07 2.395
Qmax (1) =
1.000 * 1.000 * 2064.310) +
1.205 * 0.755 * 768.000) + = 2762.964
A Qmax (2 ) _
0.844 * 1.000 * 2064.310) +
1.000 * 1.000 * 768.000) + = 2509.420
Total of 2 streams to confluence:
Flow rates before confluence point:
2064.310 768.000
Maximum flow rates at confluence using above data:
2762.964 2509.420
Area of streams before confluence:
■ 804.550 330.490
Effective area values after confluence:
1054.139 1135.040
Results of confluence:
Total flow rate = 2762.964(CFS)
„ Time of concentration = 17.423 min.
Effective stream area after confluence = 1054.139(Ac.)
Stream Area average Pervious fraction(Ap) = 0.634
Stream Area average soil loss rate(Fm) = 0.090(In/Hr)
Study area (this main stream) = 1135.04(Ac.)
End of computations, Total Study Area = 1135.04 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.634
Area averaged SCS curve number = 75.9
'0
an
jW
0
0
y
M
E
M
E
e
E
DECLEZ CHANIVEL
RE V15ED
14-S
Will
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
.r
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4
Rational Hydrology Study Date: 09/23/04
------------------------------------------------------------------------
FONTANA / DECLEZ CHANNEL HYDROLOGY W/DET. AT SIERRA (REVISED)
a+• 100 YEAR STORM
JN 05086
Hall & Forman, Inc. - SIN 950
• ------------------------------------------------------------------------
********* Hydrology Study Control Information **********
,r ------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
�. 10 Year storm 1 hour rainfall = 0.930(In.)
100 Year storm 1 hour rainfall = 1.350(In.)
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.350 (In.)
Slope used for rainfall intensity curve b = 0.6000
�r Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 93.000 to Point/Station 93.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 91.60
Adjusted SCS curve number for AMC 3 = 98.32
Pervious ratio(Ap) = 0.7510 Max loss rate(Fm)= 0.025(In/Hr)
Rainfall intensity = 2.892(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 16.85 min. Rain intensity = 2.89(In/Hr)
Total area this stream = 804.55(Ac.)
Total Study Area (Main Stream No. 1) = 804.55(Ac.)
Total runoff = 2064.31(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 93.000 to Point/Station 94.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 1005.500(Ft.)
Downstream point elevation = 1004.000(Ft.)
Channel length thru subarea = 500.000(Ft.)
Channel base width = 24.000(Ft.)
Slope or 'Z' of left channel bank = 0.000
Slope or 'Z' of right channel bank = 0.000
Manning's 'N' = 0.014
Maximum depth of channel = 9.000(Ft.)
Flow(q) thru subarea = 2064.310(CFS)
Depth of flow = 5.911(Ft.), Average velocity =
Channel flow top width = 24.000(Ft.)
Flow Velocity = 14.55(Ft/s)
14.552(Ft/s)
Total of 2 streams to confluence:
Flow rates before confluence point:
2064.310 707.340
Maximum flow rates at confluence using above data:
2755.934 2689.583
Area of streams before confluence:
,. 804.550 330.490
Effective area values after confluence:
1113.622 1135.040
do Results of confluence:
Total flow rate = 2755.934(CFS)
Time of concentration = 17.423 min.
Effective stream area after confluence = 1113.622(Ac.)
Stream Area average Pervious fraction(Ap) = 0.633
Stream Area average soil loss rate(Fm) = 0.096(In/Hr)
Study area (this main stream) = 1135.04(Ac.)
End of computations, Total Study Area = 1135.04 (Ac.)
The following figures may
. be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.633
+� Area averaged SCS curve number = 74.4
e
air
F
E
E
M
�4s3
Travel time = 0.57 min.
Time of concentration = 17.42 min.
Critical depth = 6.125(Ft.)
r
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 94.000 to Point/Station 94.000
., **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
A Stream flow area = 804.550(Ac.)
Runoff from this stream = 2064.310(CFS)
* Time of concentration = 17.42 min.
Rainfall intensity = 2.835(In/Hr)
+� Area averaged loss rate (Fm) = 0.0251(In/Hr)
Area averaged Pervious ratio (Ap) = 0.7510
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 94.000 to Point/Station 94.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.50
Adjusted SCS curve number for AMC 3 = 52.50
'* Pervious ratio(Ap) = 0.3470 Max loss rate(Fm)= 0.270(In/Hr)
Rainfall intensity = 2.723(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 18.63 min. Rain intensity = 2.72(In/Hr)
Total area this stream = 330.49(Ac.)
Total Study Area (Main Stream No. 1) = 1135.04(Ac.)
Total runoff = 707.34 (CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
• Process from Point/Station 94.000 to Point/Station 94.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 330.490(Ac.)
Runoff from this stream = 707.340(CFS)
Time of concentration = 18.63 min.
Rainfall intensity = 2.723(In/Hr)
Area averaged loss rate (Fm) = 0.2703(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3470
•� Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2064.310 17.42 2.835
2 707.340 18.63 2.723
Qmax (1) =
1.000 * 1.000 * 2064.310) +
„ 1.046 * 0.935 * 707.340) + = 2755.934
Qmax (2 ) =
0.960 * 1.000 * 2064.310) +
1.000 * 1.000 * 707.340) + = 2689.583
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100 YEAR STORM
T3
JN 04339
SO
23300.0001002.670
1
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24242.1301005.500
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2 4 1 .000
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FILE: DECLEZOCH.WSW
W S P G
W - EDIT LISTING - Version 12.9 Date:
9-22-2004
Time: 1:46: 2
WATER SURFACE
PROFILE - CHANNEL DEFINITION
LISTING
PAGE
1
CARD SECT
CHN
NO
OF AVE PIER HEIGHT 1 BASE
ZL ZR
INV Y(1) Y(2)
Y(3) Y(4) Y(5) Y(6)
Y(7) Y(8)
Y(9)
Y(10)
CODE NO
TYPE
PIER/PIP
WIDTH DIAMETER WIDTH
DROP
CD 1
2
0 .000 11.000
24.000
.00
CD 2
4
1 9.000
CD 3
3
0 .000 9.000
14.000
.000 .000
.00
W S P G W
PAGE NO
1
WATER SURFACE
PROFILE -
TITLE CARD LISTING
HEADING LINE
NO
1 IS
-
FONTANA
/ DECLEZ
CHANNEL W/ DET. AT SIERRE (AMC3)
0
HEADING LINE
NO
2 IS
-
100 YEAR
STORM
HEADING LINE
NO
3 IS
-
JN
04339
W S P G W
PAGE NO
2
WATER SURFACE
PROFILE -
ELEMENT CARD
LISTING
ELEMENT NO
1
IS A
SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W S ELEV
23300.000
1002.670
1
1002.670
ELEMENT NO
2
IS A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
24100.000
1005.070
1
.014
.000
.000
.000
0
ELEMENT NO
3
IS A
JUNCTION
U/S DATA STATION
INVERT
SECT LAT -1 LAT -2 N Q3
Q4 INVERT -3 INVERT -4 PHI
3 PHI 4
24100.010
1005.070
1 2
0 .014 699.000 .000 1005.070
.000
.000
.000
RADIUS
ANGLE
.000
.000
THE ABOVE ELEMENT
CONTAINED AN INVERT ELEV
WHICH WAS NOT GREATER
THAN THE PREVIOUS
INVERT ELEV -WARNING
THE ABOVE ELEMENT
CONTAINED AN INVERT ELEV
WHICH WAS NOT GREATER
THAN THE PREVIOUS
INVERT ELEV -WARNING
ELEMENT NO
4
IS A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
24242.120
1005.500
1
.014
.000
.000
.000
0
ELEMENT NO
5
IS A
WALL EXIT
U/S DATA STATION
INVERT
SECT
24242.120
1005.500
3
ELEMENT NO
6
IS A
REACH
U/S DATA STATION
INVERT
SECT
RADIUS
ANGLE
ANG PT
MAN H
24242.130
1005.500
3
.013
.000
.000
.000
0
ELEMENT NO
7
IS A
SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
24242.130
1005.500
3
1005.500
4:-
k i a i 1 a i i t h A i► f f► i ■ A a 1 i I 1t l k i i I 1 & l t 1 k 1 k i
❑ FILE: DECLEZOCH.WSW W S P G W - CIVILDESIGN Version 12.9 PAGE 1
For: Lohr + Associates, Inc., Temecula, CA - S/N 773
WATER SURFACE PROFILE LISTING Date: 9-22-2004 Time: 1:45:39
FONTANA / DECLEZ CHANNEL W/ DET. AT SIERRE (AMC3) 0
100 YEAR STORM
JN 04339
I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I
L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch
I I I I I I I I I I I I I
23300.000 1002.670 7.246 1009.916 2763.00 15.89 3.92 1013.84 .00 7.44 24.00 11.000 24.000 .00 0 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
727.668 .0030 .0030 2.18 7.25 1.04 7.25 .014 .00 .00 RECTANG
I I I I I I I I I I I I I
24027.670 1004.853 7.246 1012.099 2763.00 15.89 3.92 1016.02 .00 7.44 24.00 11.000 24.000 .00 0 .0
-i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
72.332 .0030 .0029 .21 7.25 1.04 7.25 .014 .00 .00 RECTANG
I I I I I I I I I I I I I
24100.000 1005.070 7.440 1012.510 2763.00 15.47 3.72 1016.23 .00 7.44 24.00 11.000 24.000 .00 0 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
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I I I I I I I I I I I I I
24100.010 1005.070 10.000 1015.070 2064.00 8.60 1.15 1016.22 .00 6.12 24.00 11.000 24.000 .00 0 .0
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142.109 .0030 .0007 .10 10.00 .48 5.89 .014 .00 .00 RECTANG
I I I I I I I I I I I I I
24242.120 1005.500 9.567 1015.067 2064.00 8.99 1.25 1016.32 .00 6.12 24.00 11.000 24.000 .00 0 .0
WALL EXIT
I I I I I I I I I I I I I
24242.120 1005.500 9.568 1015.068 2064.00 16.38 4.17 1019.23 .00 8.77 14.00 9.000 14.000 .00 0 .0
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I I i I I I I I I I I I I
24242.130 1005.500 9.568 1015.068 2064.00 16.38 4.17 1019.23 .00 8.77 14.00 9.000 14.000 .00 0 .0
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FILE: DECLEZOCH.WSW
W S P G
W - EDIT LISTING - Version 12.9
Date:
9-23-2004
Time: 5:11: 3
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
PAGE
1
CARD SECT
CHN
NO
OF AVE PIER HEIGHT 1 BASE
ZL ZR INV Y(1) Y(2) Y(3)
Y(4) Y(5) Y(6)
Y(7) Y(8)
Y(9)
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CODE NO
TYPE
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CD 1
2
0 .000 11.000 24.000
.00
CD 2
4
1 9.000
CD 3
3
0 .000 9.000 14.000
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W S P G W
PAGE NO
1
WATER SURFACE PROFILE -
TITLE CARD LISTING
HEADING LINE
NO
1
IS
-
FONTANA / DECLEZ
CHANNEL W/ DET. AT SIERRE (AMC3) (REVISED)
HEADING LINE
NO
2
IS
-
100 YEAR STORM
HEADING LINE
NO
3
IS
-
JN 04339
W S P G W
PAGE NO
2
WATER SURFACE PROFILE -
ELEMENT CARD LISTING
ELEMENT NO
1
IS
A
SYSTEM OUTLET
U/S DATA STATION INVERT
SECT
W S ELEV
23300.000 1002.670
1
1002.670
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2
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A
REACH
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24100.000 1005.070
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3
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24100.010 1005.070
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THE ABOVE ELEMENT
CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT
ELEV -WARNING
ELEMENT NO
4
IS
A
REACH
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24242.120 1005.500
1 .014
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5
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24242.130 1005.500
3 .013
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0
ELEMENT NO
7
IS
A
SYSTEM HEADWORKS
U/S DATA STATION INVERT
SECT
W S ELEV
24242.130 1005.500
3
1005.500
❑ FILE: DECLEZOCH.WSW W S P G W - CIVILDESIGN Version 12.9 PAGE 1
For: Lohr + Associates, Inc., Temecula, CA - S/N 773
WATER SURFACE PROFILE LISTING Date: 9-23-2004 Time: 5:10:35
FONTANA / DECLEZ CHANNEL W/ DET. AT SIERRE (AMC3) (REVISED)
100 YEAR STORM
JN 04339
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-I- -I- -I- -I- -i- -I- -I- -I- -i- -I- -I- -I- -I- 1-
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24027.140 1004.851 7.233 1012.084 2756.00 15.88 3.91 1016.00 .00 7.43 24.00 11.000 24.000 .00 0 .0
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24100.000 1005.070 7.426 1012.496 2756.00 15.46 3.71 1016.21 .00 7.43 24.00 11.000 24.000 .00 0 .0
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24100.010 1005.070 9.989 1015.059 2064.00 8.61 1.15 1016.21 .00 6.12 24.00 11.000 24.000 .00 0 .0
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24242.120 1005.500 9.556 1015.056 2064.00 9.00 1.26 1016.31 .00 6.12 24.00 11.000 24.000 .00 0 .0
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24242.120 1005.500 9.556 1015.056 2064.00 16.38 4.17 1019.22 .00 8.77 14.00 9.000 14.000 .00 0 .0
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FILE: 678DZ5R.WSW
W S P G
W -
EDIT LISTING - Version 12.9 Date:
9-23-2004
Time: 9:
2:13
WATER SURFACE
PROFILE
- CHANNEL DEFINITION
LISTING
PAGE
1
CARD SECT
CHN
NO
OF AVE PIER HEIGHT 1 BASE
ZL
ZR INV Y(1) Y(2)
Y(3) Y(4) Y(5) Y(6)
Y(7) Y(8)
Y(9)
Y(10)
CODE NO
TYPE
PIER/PIP
WIDTH DIAMETER WIDTH
DROP
CD 1
3
0 .000 7.000 12.000
.000
.000 .00
CD 2
4
1 8.500
CD 3
4
1 1.500
CD 4
3
0 .000 5.500 9.000
.000
.000 .00
CD 5
4
1 2.000
CD 6
4
1 7.000
CD 7
4
1 2.500
CD 8
4
1 5.000
CD 10
4
1 7.500
W
S P G W
PAGE NO
1
WATER SURFACE PROFILE -
TITLE
CARD LISTING
HEADING LINE
NO
1
IS
-
FONTANA / TR 16678 LINE"DZ-5"
(REVISED)
HEADING LINE
NO
2
IS
-
100 YEAR STORM
HEADING LINE
NO
3
IS
-
JN 05086
W
S P G W
PAGE NO
2
WATER SURFACE PROFILE -
ELEMENT CARD LISTING
ELEMENT NO
1
IS
A
SYSTEM OUTLET
U/S DATA STATION INVERT
SECT
W S ELEV
31.220 1005.750
1
1015.060
ELEMENT NO
2
IS
A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
67.930 1005.820
1
.013
45.000
-46.741
.000
0
ELEMENT NO
3
IS
A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
101.740 1005.890
1
.013
.000
.000
.000
0
ELEMENT NO
4
IS
A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
164.440 1006.020
1
.013
120.000
29.937
.000
0
ELEMENT NO
5
IS
A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
227.140 1006.140
1
.013
120.000
-29.937
.000
0
ELEMENT NO
6
IS
A
TRANSITION
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
247.140 1006.180
2
.013
.000
.000
ELEMENT NO
7
IS
A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
326.610 1006.340
2
.013
.000
.000
.000
0
ELEMENT NO
8
IS
A
JUNCTION
U/S DATA STATION INVERT
SECT LAT -1 LAT -2 N Q3
Q4 INVERT -3 INVERT -4 PHI
3 PHI 4
326.620 1006.340
2
3 0 .013 12.000
.000 1009.090
.000 45.000
.000
RADIUS
ANGLE
.000
.000
THE ABOVE ELEMENT
CONTAINED AN INVERT ELEV WHICH WAS NOT
GREATER THAN THE PREVIOUS
INVERT ELEV -WARNING
THE ABOVE ELEMENT
CONTAINED AN INVERT ELEV WHICH WAS NOT
GREATER THAN THE PREVIOUS
INVERT ELEV -WARNING
ELEMENT NO
9
IS
A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
i i i i a JI a i ! i h/ a i I l ■ i i i t i l i t i E I a A a A t l 1 i i i
417.950
1006.520
2
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ELEMENT
NO
10
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
489.350
1006.670
2
.013
45.000
90.909
.000
0
ELEMENT
NO
11
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
494.350
1006.680
2
.014
.000
.000
.000
1
W S P G W
PAGE NO
3
WATER SURFACE
PROFILE
- ELEMENT CARD
LISTING
ELEMENT
NO
12
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
572.540
1006.830
2
.013
.000
.000
.000
0
ELEMENT
NO
13
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
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ANGLE
ANG PT
MAN H
656.390
1007.000
2
.013
120.001
-40.035
.000
0
ELEMENT
NO
14
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
664.370
1007.020
2
.013
150.006
-3.048
.000
0
ELEMENT
NO
15
IS
A
TRANSITION
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
684.370
1007.060
4
.013
150.009
-7.639
ELEMENT
NO
16
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
704.370
1007.100
4
.013
150.009
-7.639
.000
0
ELEMENT
NO
17
IS
A
TRANSITION
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
724.370
1007.140
2
.013
150.009
-7.639
ELEMENT
NO
18
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
740.000
1007.260
2
.013
150.006
-5.970
.000
0
ELEMENT
NO
19
IS
A
JUNCTION
U/S DATA
STATION
INVERT
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N
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740.010
1007.260
2 5
0
.013
31.000
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THE ABOVE ELEMENT
CONTAINED AN
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THAN
THE
PREVIOUS INVERT
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THE ABOVE ELEMENT
CONTAINED AN
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WHICH WAS NOT GREATER
THAN
THE
PREVIOUS INVERT
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ELEMENT
NO
20
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
788.030
1007.650
2
.013
150.002
-18.342
.000
0
ELEMENT
NO
21
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2
N
Q3 Q4
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793.030
1008.690
10 0
0
.014
.000
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.000
.000
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.000
W S P G W
PAGE NO
4
WATER
SURFACE
PROFILE
- ELEMENT CARD
LISTING
ELEMENT
NO
22
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
2070.000
1020.440
10
.013
.000
.000
.000
0
ELEMENT
NO
23
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2
N
Q3 Q4
INVERT -3 INVERT -4 PHI
3 PHI 4
2075.000
1020.480
10 7
0
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42.000
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.000
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ANGLE
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ELEMENT NO 24 IS A REACH
U/S DATA STATION INVERT SECT N
3350.000 1032.210 10 .013
ELEMENT NO 25 IS A JUNCTION
U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3
3355.000 1032.760 6 8 0 .014 212.000
ELEMENT NO 26 IS A REACH
U/S DATA STATION INVERT SECT N
3426.000 1033.100 6 .013
ELEMENT NO 27 IS A REACH
U/S DATA STATION INVERT SECT N
4685.000 1039.140 6 .013
ELEMENT NO 28 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
4685.000 1039.140 6
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RADIUS ANGLE ANG PT MAN H
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* *
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.000 1033.730 .000 .000 .000
RADIUS ANGLE
.000 .000
RADIUS ANGLE ANG PT MAN H
45.000 90.400 .000 0
RADIUS ANGLE ANG PT MAN H
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W S ELEV
1039.140
W
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a A a A k i ! i a A i t a l M A a j & l r A a i & i I A & i IL i i I t 1 I I
❑ FILE: 678DZ5R.WSW
W S
P G W -
CIVILDESIGN Version 12.9
PAGE 1
For: Lohr + Associates,
Inc.,
Temecula,
CA - SIN
773
WATER
SURFACE
PROFILE LISTING
Date: 9-23-2004
Time:
8:58:51
FONTANA / TR 16678 LINE"DZ-5"
(REVISED)
100 YEAR STORM
JN 05086
I Invert I
Depth I Water I 4 I
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(FT) I Elev I (CFS) I
(FPS)
Head I
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I Depth I
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-I- -I-
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-I-
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]Prs/Pip
-I
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-I- -I- -I-
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31.220
I I
1005.750
I I I
9.310 1015.060 707.00
8.42
I
1.10
I
1016.16
.00
I
4.76
-I-
12.00
7.000
-I- -I-
12.000
.00
0 .0
-I-
36.710
-I-
.0019
-I- -I- -I-
-I-
-I-
.0019
-I-
.07
-I-
.00
.56
I
5.75
.013
-I-
.00
.00
1-
BOX
67.930
I I
1005.820
I I I
9.468 1015.288 707.00
8.42
I
1.10
I
1016.39
.00
I
4.76
-I-
12.00
I
7.000
-I- -I-
I I
12.000
-I-
.00
I
0 .0
-I-
33.810
-I-
.0021
-I- -I- -I-
-I-
-I-
.0019
-I-
.06
-I-
9.47
.56
5.58
.013
.00
.00
1-
BOX
101.740
I I
1005.890
I I I
9.461 1015.351 707.00
8.42
I
1.10
I
1016.45
.00
I I
4.76
-I-
12.00
I
7.000
-I- -I-
I I
12.000
-I-
.00
I
0 .0
-I-
62.7.00
-I-
.0021
-I- -I- -I-
-I-
-I-
.0019
-I-
.12
-I-
.00
.56
I
5.58
.013
.00
I I
.00
1-
BOX
I
164.440
I I
1006.020
I I I
9.576 1015.596 707.00
8.42
I
1.10
I
1016.70
.00
I
4.76
-I-
12.00
I
7.000
-I- -I-
12.000
-I-
.00
0 .0
1-
-I-
62.700
-I-
.0019
-I- -I- -I-
-I-
-I-
.0019
-I-
.12
-I-
.00
.56
5.75
.013
.00
.00
BOX
227.140
I I
1006.140
I I I
9.701 1015.841 707.00
8.42
I
1.10
I
1016.94
.00
I I
4.76
12.00
I
7.000
I I
12.000
.00
I
0 .0
TRANS STR
.0020
.0031
.06
9.70
.56
.013
.00
.00
BOX
247.140
I I
1006.180
I I I
8.675 1014.855 707.00
12.46
I
2.41
I
1017.27
.00
I I
6.66
-I-
.00
I
8.500
-I- -I-
I I
.000
-I-
.00
I
1 .0
-I-
79.470
-I-
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-I- -I- -I-
-I-
-I-
.0043
-I-
.35
-I-
8.68
.00
8.50
.013
.00
.00
1-
PIPE
326.610
I I
1006.340
I I I
8.861 1015.201 707.00
12.46
I
2.41
I
1017.61
.00
I I
6.66
-I-
.00
I
8.500
-I- -I-
I I
.000
-I-
.00
I
1 .0
-I-
JUNCT STR
-I-
.0000
-I- -I- -I-
-I-
-I-
.0043
-I-
.00
-I-
8.86
.00
.013
.00
.00
I-
PIPE
326.620
I I
1006.340
I I I
8.991 1015.332 695.00
12.25
I
2.33
I
1017.66
.00
I I
6.61
-I-
.00
I
8.500
-I- -I-
I I
.000
-I-
.00
I
1 .0
-I-
91.330
-I-
.0020
-I- -I- -I-
-I-
-I-
.0042
-I-
.38
-I-
8.99
.00
8.50
.013
.00
.00
1-
PIPE
417.950
i I
1006.520
I I I
9.195 1015.715 695.00
12.25
I
2.33
I
1018.04
.00
I I
6.61
-I-
.00
I
8.500
I I
.000
.00
I
1 .0
-I-
71.400
-I-
.0021
-I- -I- -I-
-I-
-I-
.0042
-I-
.30
-I-
.00
.00
8.50
-I- -I-
.013
-I-
.00
.00
1-
PIPE
1� FILE: 678DZ5R.WSW
W S
P G W -
CIVILDESIGN Version
12.9
PAGE 2
For: Lohr + Associates,
Inc.,
Temecula,
CA - SIN
773
WATER
SURFACE
PROFILE LISTING
Date: 9-23-2004
Time:
8:58:51
FONTANA / TR 16678 LINE"DZ-5"
(REVISED)
100 YEAR STORM
JN 05086
L! & i i A A. i 11 6, A IR l & l & i I i h i I A i 1 i I II 1 &, A I J I I i 1
I Invert I
Depth I Water
I Q I
Vel
Vel I
Energy
I Super
ICriticallFlow
ToplHeight/IBase
Wtl
INo Wth
Station
I Elev I
(FT) I Elev
-I-
I (CFS) I
-I-
(FPS)
-I-
Head I
-I-
Grd.El.l
-I-
Elev
-I-
I Depth I
-I-
Width
-I-
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-I-
I.D.I
-I-
ZL
IPrs/Pip
-I
-i-
L/Elem
-i-
ICh Slope I
-I-
I
I I
SF Avel
HF
ISE DpthlFroude
NINorm
Dp
I "N" I
X -Fall)
ZR
(Type Ch
489.350
I I
1006.670
I
9.814 1016.484
I I
695.00
12.25
I
2.33
1018.81
I
.00
I I
6.61
.00
-I-
I I
8.500
-I-
I
.000
-I-
.00
I
1 .0
-I-
5.000
-I-
.0020
-I- -I-
-I-
-I-
-I-
.0049
-I-
.02
-I-
9.81
-I-
.00
8.50
.014
.00
.00
1-
PIPE
494.350
I I
1006.680
I
9.944 1016.624
I I
695.00
12.25
I
2.33
1018.95
I
.00
I I
6.61
.00
I I
8.500
-I-
I
.000
-I-
.00
I
1 .0
-I-
78.190
-I-
.0019
-I- -I-
-I-
-1-
-I-
.0042
-I-
.33
-I-
9.94
-I-
.00
-I-
8.50
.013
.00
.00
1-
PIPE
572.540
I I
1006.830
I
10.123 1016.953
I I
695.00
12.25
I
2.33
1019.28
I
.00
I I
6.61
-I-
.00
I I
8.500
-I-
I
.000
.00
I
1 .0
-I-
83.850
-I-
.0020
-I- -I-
-I-
-I-
-I-
.0042
-I-
.35
-I-
.00
.00
-I-
8.50
.013
-I-
.00
.00
1-
PIPE
656.390
I I
1007.000
I
10.616 1017.616
I I
695.00
12.25
I
2.33
1019.95
I
.00
I I
6.61
.00
I I
8.500
I
.000
-I-
.00
I
1 .0
-I-
7.980
-I-
.0025
-I- -I-
-I-
-1-
-I-
.0042
-I-
.03
-I-
.00
-I-
.00
-I-
8.50
-I-
.013
.00
.00
1-
PIPE
664..370
I I
1007.020
I
10.715 1017.735
I I
695.00
12.25
I
2.33
1020.06
I
.00
I I
6.61
.00
I I
8.500
I
.000
.00
I
1 .0
TRANS STR
.0020
.0042
.08
.00
.00
.013
.00
.00
PIPE
684.370
I I
1007.060
I
10.206 1017.266
I I
695.00
14.04
I
3.06
1020.33
I
.00
I I
5.50
9.00
I I
5.500
I
9.000
.00
I
0 .0
-I-
20.000
-I-
.0020
-I- -I-
-I-
-I-
-I-
.0074
-I-
.15
-I-
.00
-I-
1.06
-I-
5.50
-I-
.013
-I-
.00
.00
1-
BOX
704.370
I I
1007.100
I
10.492 1017.592
I I
695.00
14.04
I
3.06
1020.65
I
.00
I I
5.50
9.00
I I
5.500
I
9.000
.00
I
0 .0
TRANS SIR
.0020
.0058
.12
.00
1.06
.013
.00
.00
BOX
724.370
I I
1007.140
I
11.373 1018.513
I I
695.00
12.25
I
2.33
1020.84
I
.00
I I
6.61
.00
I I
8.500
I
.000
.00
I
1 .0
-I-
15.630
-I-
.0077
-I- -I-
-I-
-I-
-I-
.0042
-I-
.07
-I-
.00
-I-
.00
-I-
5.44
-I-
.013
-I-
.00
.00
1-
PIPE
740.000
I I
1007.260
I
11.439 1018.699
I I
695.00
12.25
I
2.33
1021.03
I
.00
I I
6.61
.00
I I
8.500
I
.000
-I-
.00
I
1 .0
-I-
JUNCT STR
-I-
.0000
-I- -I-
-I-
-I-
-I-
.0040
-I-
.00
-I-
.00
-I-
.00
-I-
-I-
.013
.00
.00
I-
PIPE
f] FILE: 678DZ5R.WSW
W S
P G W -
CIVILDESIGN
Version 12.9
PAGE 3
For: Lohr +
Associates,
Inc.,
Temecula,
CA - S/N
773
WATER
SURFACE
PROFILE LISTING
Date: 9-23-2004
Time:
8:58:51
FONTANA / TR
16678 LINE"DZ-5"
(REVISED)
100 YEAR STORM
JN 05086
*+*+**�**,r+rt*x*�****+tr******t**t,t***t:t***,tx,t*,r**,r*,tr,r+,t;tt***:tt*****t**;rx:r:r*�***,r:r:t***■**t*****w*:r*�**�*****+*:t*t:r***t*:t**
x:r:t*+:t:tx
I Invert I
Depth I Water
I Q I
Vel
Vel I
Energy
I Super
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ToplHeight/IBase
Wtl
INo Wth
Station
I Elev I
(FT) I Elev
I (CFS) I
(FPS)
Head I
Grd.El.l
Elev
-I-
I Depth I
-I-
Width
IDia.-FTIor
I.D.I
-I-
ZL
-I
IPrs/Pip
-I-
L/Elem
-I-
ICh Slope I
-I- -I-
I
-I-
I I
-I-
-I-
SF Avel
-I-
HF
ISE DpthlFroude
NINorm
-I-
Dp
-I-
I SIN" I
X -Fall)
ZR
(Type Ch
& i & III: r & i IIS l It i Il A t o & I Il 1 IE A Its A & 1 1k A 1k 1 t 1 1 1 1 1 1 I
740.010
I I
1007.260
I
11.727
I
1018.987
I
664.00
11.70
I
2.13
I
1021.11
I
.00
6.47
I
.00
I I
8.500
1
.000
.00
1
1 C
-I-
48.020
-I-
.0081
-I-
-i-
-I-
-I-
-I-
.0038
-I-
.18
-I-
.00
-I-
.00
-I-
5.18
-I-
.013
-I-
.00
.00
1-
PIPE
788.030
I I
1007.650
I
11.713
I
1019.363
I
664.00
11.70
-I-
I
2.13
I
1021.49
I
.00
6.47
I
.00
I I
8.500
I
.000
.00
I
1 C
-I-
JUNCT STR
-I-
.2080
-I-
-I-
-I-
-I-
.0066
-I-
.03
-I-
11.71
-I-
.00
-I-
-I-
.014
-I-
.00
.00
I-
PIPE
793.030
I I
1008.690
I
9.346
I
1018.036
I
664.00
15.03
I
3.51
I
1021.54
I
.00
6.55
I
.00
I I
7.500
I
.000
.00
I
1 .0
-I-
1070.517
-I-
.0092
-I-
-i-
-I-
-I-
-I-
.0074
-I-
7.97
-I-
9.35
-I-
.00
-I-
5.57
-I-
.013
-I-
.00
.00
1-
PIPE
1863.547
I I
1018.540
I
7.500
I
1026.040
-I-
I
664.00
15.03
-I-
I
3.51
-I-
I
1029.55
-I-
I
.00
6.55
-1-
I
.00
I I
7.500
I
.000
.00
I
1 .0
-I-
95.634
-I-
.0092
-I-
-I-
.0070
.66
-I-
7.50
.00
-I-
5.57
-I-
.013
-I-
.00
.00
1-
PIPE
1959.181
I I
1019.420
I
7.181
I
1026.601
I
664.00
15.25
I
3.61
I
1030.21
I
.00
6.55
I
3.03
I I
7.500
I
.000
.00
I
1 .0
HYDRAULIC
JUMP
1959.181
I I
1019.420
I
5.918
I
1025.338
I
664.00
17.76
I
4.90
I
1030.23
I
.00
6.55
I
6.12
I I
7.500
I
.000
.00
I
1 .0
-I-
85.088
-I-
.0092
-I-
-I-
-I-
-I-
-I-
.0077
-I-
.66
-I-
5.92
-I-
1.27
-I-
5.57
-I-
.013
-I-
.00
.00
1-
PIPE
2044.269
-I-
I I
1020.203
I
6.190
I
1026.393
I
664.00
17.03
I
4.50
I
1030.89
I
.00
6.55
-I-
I
5.70
I I
7.500
I
.000
.00
I
1 .0
25.731
-I-
.0092
-I-
-I-
-I-
-I-
-I-
.0071
-I-
.18
-I-
6.19
1.15
-I-
5.57
-I-
.013
-I-
.00
.00
1-
PIPE
2070.000
I I
1020.440
I
6.546
I
1026.986
I
664.00
16.23
I
4.09
I
1031.08
I
.00
6.55
I
5.00
I I
7.500
I
.000
.00
I
1 .0
-I-
JUNCT STR
-I-
.0080
-I-
-I-
-I-
-I-
-I-
.0077
-I-
.04
-I-
6.55
-I-
1.00
-I-
-I-
.014
-I-
.00
.00
I-
PIPE
2075.000
I I
1020.480
I
7.834
I
1028.314
i
622.00
14.08
I
3.08
I
1031.39
I
.00
6.38
I
.00
I I
7.500
I
.000
.00
I
1 .0
-I-
115.794
-I-
.0092
-I-
-I-
-I-
-I-
-I-
.0066
-I-
.76
-I-
7.83
-I-
.00
-I-
5.29
-I-
.013
-I-
.00
.00
1-
PIPE
❑ FILE: 678DZSR.WSW
W S
P G W -
CIVILDESIGN
Version
12.9
PAGE 4
For: Lohr + Associates,
Inc.,
Temecula,
CA - S/N
773
WATER
SURFACE
PROFILE LISTING
Date: 9-23-2004
Time:
8:58:51
FONTANA / TR 16678 LINE"DZ-5"
(REVISED)
100 YEAR STORM
JN 05086
I Invert I
Depth I
Water I
4 I
Vel
Vel I
Energy I
Super ICriticallFlow
ToplHeight/IBaSe
Wtl
INo Wth
Station
-I-
I Elev I
-1-
(FT) 1
-I-
Elev I
-I-
(CFS) I
(FPS)
-I-
Head I
-I-
Grd.E1.1
Elev I
Depth
-I-
I Width
-I-
1Dia.-FTIor
-I-
I.D.1
-I-
ZL
1Prs/Pip
L/Elem
ICh Slope I
I
I
-I-
I
SF Avel
-I-
HF ISE
-I-
DpthlFroude
NINorm
Dp
1 "N" I
X-Fa111
ZR
-I
(Type Ch
*********1*******k*I**k*****1********k1*********I*k*****I*******I***k*****I***k***I********I********1******k1*******1*****
1*******
2190.794
-I-
I I
1021.545
I
7.527
I
1029.072
I
622.00
14.08
I
3.08
I
1032.15
I
.00
6.38
I
.00
I I
7.500
I
.000
.00
I
1 .0
HYDRAULIC
-I-
JUMP
-I-
-I-
-I-
-I-
-I-
-I-
-I-
-I-
-I-
-I-
-I-
(-
2190.794
I I
1021.545
I
5.285
I
1026.830
I
622.00
18.69
I
5.43
I
1032.26
I
.00
6.38
I
6.84
I I
7.500
1
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1
1 .0
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w
I I I f i i h I a I o f a I a I It A k A & A a 1 ! i & 1 k/ & l E 11 t 1 t !
-I-
413.791
-I-
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-I- -I-
-I-
-I-
-I-
.0092
-I-
3.81
-I-
5.29
1,49
-I-
5.29
-I- -I-
.013
-I-
.00
.00
1-
PIPE
I
2604.585
I
1025.352
I
5.285 1030.637
I I
622.00
18.69
I
5.43
I
1036.06
.00
I
6.38
I
6.84
I
7.500
I I
.000
.00
I
1 C
-I-
521.974
-I-
.0092
-I- -I-
-I-
-I-
-I-
.0088
-I-
4.57
-I-
5.29
1.49
-I-
5.29
-I- -I-
.013
-I-
.00
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1-
PIPE
I
3126.559
I
1030.154
I
5.498 1035.653
I I
622.00
17.92
I
4.99
I
1040.64
.00
I
6.38
I
6.63
-I-
I
7.500
-I- -I-
I I
.000
-I-
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I
1 C
-I-
148.250
-I-
.0092
-I- -I-
-I-
-I-
-I-
.0079
-I-
1.17
-I-
5.50
1.38
5.29
.013
.00
.00
1-
PIPE
I
3274.809
I
1031.518
I
5.760 1037.278
I I
622.00
17.09
I
4.53
I
1041.81
.00
I
6.38
I
6.33
-I-
I
7.500
-I- -I-
I I
.000
-I-
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I
1 C
-I-
58.869
-I-
.0092
-I- -I-
-I-
-I-
-I-
.0071
-I-
.42
-I-
5.76
1.26
5.29
.013
.00
.00
1-
PIPE
I
3333.678
I
1032.060
I
6.049 1038.109
I I
622.00
16.29
I
4.12
I
1042.23
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6.38
I
5.92
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I
7.500
-I- -I-
I I
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I
1 C
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16.322
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.0065
-I-
.11
-I-
6.05
1.13
5.29
.013
.00
.00
1-
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3350.000
I I
1032.210
I
6.380 1038.590
i I
622.00
15.53
I
3.75
I
1042.34
.00
I
6,38
I
5.35
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7.500
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JUNCT STR
-I-
.1100
-I- -I-
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.0060
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.03
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7.27
1.00
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.014
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I-
PIPE
3355.000
I I
1032.760
I
8.235 1040.995
i I
410.00
10.65
I
1.76
I
1042.76
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I
5.33
I
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7.000
I I
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I
1 .0
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71.000
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.0041
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.29
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.00
.00
-I-
5.33
-I- -I-
.013
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1-
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3426.000
I I
1033.100
I
8.541 1041.641
t I
410,00
10.65
I
1.76
I
1043.40
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5.33
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7.000
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1 .0
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1259.000
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-I-
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.0041
-I-
5.19
-I-
8.54
.00
-I-
5.32
-I- -I-
.013
-I-
.00
.00
1-
PIPE
❑ FILE: 678DZ5R.WSW
W S
P G W -
CIVILDESIGN Version
12,9
PAGE 5
For: Lohr +
Associates,
Inc.,
Temecula,
CA - SIN
773
WATER
SURFACE
PROFILE LISTING
Date: 9-23-2004
Time:
8:58:51
FONTANA / TR
16678 LINE"DZ-5"
(REVISED)
100 YEAR STORM
JN 05086
I Invert I
Depth I Water
I C) I
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight/IBase
Wtl
INo Wth
Station
I Elev I
(FT) I Elev
I (CFS) I
(FPS)
Head I
Grd.El.I
Elev
I Depth
I Width
IDia.-FTIor
I.D.I
ZL
IPrs/Pip
-I-
L/Elem
-I-
ICh Slope I
-I- -I-
I
-I-
I I
-I-
-I-
SF Avel
-I-
HF ISE
-I-
DpthlFroude
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NINorm Dp
-I-
I "N" I
-I-
X -Fall)
ZR
-I
IType Ch
.�*+**r�+I**r*****:tlt***t,r**I****+****Ia**+.*****I�*,r:r*��I,r****:r*I+*****,r,r*Ir**,r*,t*I*******,rI*x**r***I,r:r.:r*+*I**+rx**I*r*•*
I+**r.**
4685.000
-I-
I I
1039.140
I
7.686 1046.826
-I-
I I
410.00
-I-
10.65
-I-
I
1.76
-I-
I
1048.59
-I-
.00
-I-
I
5.33
I
.00
-I- -I-
I I
7.000
-I-
I
.000
-I-
.00
I
1 .0
-I-
-I-
I-
-1ti
N
i
C
VICINITY MAP
NTS
A•
. M
48
i
_
LOT "E' TO BE DEDICATED. AS
A LANDSCAPE EASEMENT (LSE)
1 N
LINE OF SIGHT
3
(364')
5
10,217 S.F.
PE=1054.8
10.046 S.F.
=401 ms=s
z 4ocn
tf o
PE -1055.6
4.1 a
PEa1056.4
Ia73,o PROPOSED
- to 61.2 10'. WE
PE -1058.i'
PE
All --J
LSE10T
LOT
(Typ-)
LIMITED USE AREA
- - T LINE OF. SIGHT
yam.....
LOT .Du TO BE DEDICATED AS
A LANDSCAPE EASEMENT (LMD)
i
U1 a"V SIGHT
(364')
ULTIMATE R/W.,,
TO BE DEDICATED TO THE
CITY OF FONTANA:.FOR.'
STREET AND UTILITY PURPOSES.
ou
TC
34.
LIMITED USE AREA`.
055
�C
EXISTING R/W
LINE OF SIGHT.
(364') l
4-1 o'
,
055.2 3V�STORM .
l0 44, o PER HASTER
LOT "C" TO BE DEDICATED
A LANDSCAPE EASEMENT
INTERIM
DETENTI ASI
SD TO MAS
PLAN POINT
CONNECTION 10.13 is
W STORM DRAIN
PER MASTER PLAN
Q =1K6 CFS
Tc • 12x89 MIN. .
AFFA- 57.60 Am
68'
SO•
i
80•
a1' "1
o
48
i
_
1 N
2
3
4 N
5
10,217 S.F.
PE=1054.8
10.046 S.F.
=401 ms=s
10,063 -;-
11.1
tf o
PE -1055.6
4.1 a
TO BE DEDICATED TO THE
CITY OF FONTANA:.FOR.'
STREET AND UTILITY PURPOSES.
ou
TC
34.
LIMITED USE AREA`.
055
�C
EXISTING R/W
LINE OF SIGHT.
(364') l
4-1 o'
,
055.2 3V�STORM .
l0 44, o PER HASTER
LOT "C" TO BE DEDICATED
A LANDSCAPE EASEMENT
INTERIM
DETENTI ASI
SD TO MAS
PLAN POINT
CONNECTION 10.13 is
W STORM DRAIN
PER MASTER PLAN
Q =1K6 CFS
Tc • 12x89 MIN. .
AFFA- 57.60 Am
68'
SO•
eon
80•
a1' "1
7.117
Ac.
1 N
2
3
4 N
5
10,217 S.F.
PE=1054.8
10.046 S.F.
10.031 S.F:
10,063 -;-
11.1
PE -1055.6
4.1 a
PEa1056.4
PE -1057.2
PE -1058.i'
PE
All --J
dao : 7�.'i��F � ��: � =e� �l i✓� � Mi f=� (y � ..
6-7
1
b�
PROPOSED
10' :WIDE
LSE LOT
0,75 aa
L7 X50
t��gd
_l0 64.0
'-LINE OF SIGHT
(362')
LOT "A" TO BE DEDICATED AS
A LANDSCAPE EASEMENT (LSE)
kal
LIMITED USE AREA
1�
EXISTING R/W
f
.1)
LIMITEDUSE AREA
000
r2 tee.
ULTIMATE R/W ,
L=a�Bo-
f
41.-. z .7
•- l0 58.3
`--LINE OF SIGHT
(362') (f7 --
TO BE DEDICATED TO THE
CITY 'OF. FONTANA FOR
STREET AND UTILITY PURPOSES.
LOT "B" .TO BE DEDICATED AS.
A LANDSCAPE EASEMENT. (LSE)
31• STORM DRAIN
PER MASTER PLAN
17.taj
4 toy.
LEGEND
r
CFS WAR RMOFF r i
F
Tc=9 ffdn 100 YEARTME OF CONCEM'RATiON
A-3.8 Ac T%BUTARY AREA (ACAS)
172 - NODE MAMR (RSBC)
934 - NODE FLOW UNE ELE=VATION
a
FLOW UNEP GRAPHIC SCALE
- AREA NUMBER RSBC LIVE
A� STREAM NO. 100 0 50 .100 200 300
AREA IA l
SCALE t» _ 100'
—2004
r
l
t Ess
FIELD BOOK REF. PREPARED : FOR: DATE:.Ls
��
Crouse/B�ers &soc�ates Inc.jos No. ixoln
tAORk
TENTATIVE TRACT MAP'
En ineerin SuNe n Planning Construction Management BRISTLCONE INVESTMENTS LLC LOD No.
9 9* Yi9*, 9* 9 � ;
oz 2191 5th St 011 Suite :200, Norco, Ca. 92860-1967 1125 E. MARIPOSA S T. N0,16678 DRAM BY
Eq. 12-31-W Ph. (909) 736-2040 Fox (909) 736-5292 AL TA DENA, CA 91001 CITY OF FONTANA
s C .. � -CALIFORNIA CHECKED BY �.-�.
/Y1� PHONE. (626) 945— 913.7
�15ate Douglas N. rouse R.C.E. 23799
.. SHEET ._1_. OF
Ex fires 12-31-05 MARK P . AT