HomeMy WebLinkAboutSDP 96-14C; LEGOLAND HOTEL CALIFORNIA; DRAINAGE STUDY; 2013-10-29Legoland Waterpark Expansion
JN 131014
DRAINAGE STUDY
For '4p
Legoland Waterpark Expansion
CDP 13-26
DWG
July 29, 2013
Revised: October 29, 2013
iN 131014
Prepared By:
O'DAY CONSULTANTS
2710 Loker Avenue West, Suite 100
Carlsbad, CA 92010
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C-,
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C70035
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Nidhole Fine C 70035 C 0- Exp. 9/30/14
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Legoland Waterpark Expansion
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Section Description
Introduction and Description
Hydrologic Calculations Existing Conditions
Appendix A Excerpts of Hydrologic Calculations per Legoland Pirate
Island , by Hofman Planning & Engineering,
Dated 12/20/2011
Hydrologic Calculations Proposed Conditions
Appendix B Proposed Conditions (Developed) 100-year hydrology
for Legoland Waterpark Expansion
Hydraulic Calculations Developed Conditions
Appendix C Hydraulics Analysis of Grate Capacity & Storm Drains
Detention Calculations
Appendix D Detention Calculations
19
E.
Page No.
4-5
7.45
46-53
54-59
EXHIBITS
Exhibit A - Vicinity Map
Exhibit B - Table 3-1 Runoff Coefficients For Urban Areas (Rational Method)
Exhibit C - Soil Group Map
Exhibit D - 100-year 6-hour precipitation map
Exhibit E - 100-year 24-hour precipitation map
Exhibit F - Figure 3-3 Urban Areas Overland Time of Flow Nomograph
Exhibit G - Figure 3-2 Intensity Duration Design Chart
Exhibit H - Capacity of Grate Inlet Chart from Bureau of Public Works
Exhibit I - Table 3-2 Maximum Overland Flow Length and Initial Tc
Exhibit J - 20-Scale Existing Conditions Hydrologic Map (Map Pocket)
Exhibit 2 ofLegoland Pirate Island Drainage Study
Exhibit K - 20-Scale Proposed Conditions Hydrologic Map (Map Pocket)
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Declaration of Responsible Charge
I hereby declare that I am the Engineer of Work for this project, that I have exercised responsible
charge over the design of this project as defined in section 6703 of the Business and Professions
Code, and that the design is consistent with current standards.
I understand that the check of project drawings and specifications by the City of Carlsbad is
confined to a review only and does not relieve me, as the Engineer of Work, of my
responsibilities for the project design.
O'Day Consultants, Inc.
2710 Loker Avenue West, Suite 100
Carlsbad, CA 92010
(760) 931-7700
Date: ________________
Nichole A. Fine
C 70035 Exp. 09/30/14
C 70035
iL
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A. Introduction and Description
Legoland California is a 128.32 acre theme park located in the City of Carlsbad. Legoland
California is bounded on the north by Cannon Road, on the south by Palomar Airport Road and
on the west by Legoland Drive. This Drainage Study was prepared to support the precise
grading plans for the Legoland Waterpark Expansion. A site development plan for the
Waterpark Expansion at Legoland California has been prepared by R.W. Apel Landscape
Architects. See Exhibit A for Vicinity Map.
The expansion site makes up approximately 2.2 acres and is located on the north side of
Legoland, California. A Preliminary Stormwater Management Plan for Legoland Waterpark
Expansion, dated July 22, 2013 was prepared by O'Day Consultants and will be referred to
hereon as Reference 1.
A drainage study for the Legoland Waterworks Cluster, SDP 96-14, was prepared on February
16, 2010 by Hofman Planning and Engineering and will be referred to as Reference 2. In
addition a Preliminary. Drainage and Hydrology Study for Legoland Pirate Island, SDP 11-02,
was prepared on December 20, 2011 by Hofman Planning and Engineering and will be referred
to as Reference 3.
Existing Conditions:
Currently, the site consists of two areas. The upper area consists of a vacant pad with a slight
ridge on the north side of the pad and a valley near the south side. The pad drains from an
approximate elevation of 182 westerly at 6% towards an existing desiltation basin. An existing
18" HDPE storm drain outlets the desiltation basin to a storm drain system that runs along the
north side of the maintenance access road that borders the site limits to the north and east. The
lower area is a portion of the existing developed Legoland Waterpark. The lower portion of the
expansion site consists of the existing sandy beach at elevation 166.7 together with a planter and
a portion of an existing walkway. This portion of the site contains several existing private storm
drains and minor catch basins that convey storm water through a 18" private storm drain, the
outlet of which is located at the south corner of the expansion limits. For the 100-year storm
event see Appendix 'A'. Calculations for the existing conditions are per Reference 3.
Proposed Conditions:
The Legoland Waterpark Expansion consists of a 12,000 square foot wave pool, a 6,000 square
foot activity pool, a new sandy beach, a dining area, restroom facilities, a locker room and a new
mechanical building in the upper area. The proposed site includes hardscape as well as several
landscape areas. Since the activity pool site is over existing gas, storm drain and sewer lines,
several existing utilities shall be relocated as part of the improvements of the site.
The lower site, together with the new mechanical building, heaters and surge tank shall drain
towards the existing storm drain system within the existing Legoland Waterpark. The upper site
shall drain to the existing 18" HDPE storm drain in the maintenance access road.
A series of bioretention areas shall be utilized to treat storm water for water quality and
hydromodification prior to entering the storm drain system. During a 100 year storm event the
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Legoland Waterpark Expansion
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bioretention facilities shall act as detention facilities. Though all the bioretention facilities shall
detain some storm water, only the largest one, Bioretention area 4, on the upper pad was
analyzed because the flowrates on the lower pad are less than existing without the detention calc.
See Appendix B for the proposed 100 year hydrologic calculations and Exhibit K for the
drainage map.
mmary Table- 100 Year Storm Event Hydrologic Calculations [7Basin
Existing * Proposed
1 (Lower) 11.46 CFS 10.59 CFS
Basin 2 (Upper) 4.97 CFS 2.78 CFS**
*Existing Hydrology is per Reference 3.
**After Detention, see Appendix D
B. Hydrologic Calculations
The Hydrologic calculations were performed utilizing the San Diego County Rational Method as
described in the San Diego County Hydrology Manual, June 2003. Pertinent exhibits from the
San Diego County Hydrology Manual are enclosed for reference, as follows:
Exhibit B - Table 3-1 Runoff Coefficients For Urban Areas (Rational Method)
Exhibit C - Soil Group Map
Exhibit D - 100-year 6-hour precipitation map
Exhibit E - 100-year 24-hour precipitation map
Exhibit F - Figure 3-3 Urban Areas Overland Time of Flow Nomograph
Exhibit G - Figure 3-1 Intensity Duration Design Chart
Exhibit! - Table 3-2 Maximum Overland Flow Length and Initial Tc
Exhibit J - 20-Scale Existing Conditions Hydrologic Map (Map Pocket)
Exhibit K - 20-Scale Proposed Conditions Hydrologic Map (Map Pocket)
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I
APPENDIX A
100 Year Calculations for Existing Conditions
Excerpts from Legoland Pirate Island Prepared by Hofman
Planning and Engineering, Dated December 20, 2011
Node Analysis and Calculations
(See Exhibit 'J')
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APPENDIX B
100 Year Hydrologic Calculations for Proposed Conditions
(See Exhibit 'K')
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San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (C) 1991-2006 Version 7.7
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 10/29/13 ------------------------------------------------------------------------
Proposed 100 Year Hydrology for Basin 1
Legoland Waterpark Expansion JN 131014
Calcs By NF 10/30/13
********* Hydrology Study Control Information **********
Program License Serial Number 6218
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual 'C' values used
++++++-f+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 101.000
INITIAL AREA EVALUATION "
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 170.900(Ft.)
Lowest elevation = 170.000(Ft.)
Elevation difference = 0.900(Ft.) Slope = 1.500 %
Top of Initial Area Slope adjusted by riser to 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.90 minutes
TC = [1.8*(1.1_C)*distance(Ft.)f.5)/(% slope A(1/3)]
TC=[1.8*(1.1_0.8200)*( 60.000A.5)/( 1.000"(1/3)]= 3.90
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Calculated TC of 3.904 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.820
Subarea runoff = 0.337(CFS)
Total initial stream area = 0.060(Ac.)
Process from Point/Station 101.000 to Point/Station 102.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 165.710(Ft.)
Downstream point/station elevation = 165.560(Ft.)
Pipe length = 29.05(Ft.) Slope = 0.0052 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.337(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.337(CFS)
Normal flow depth in pipe = 4.20(In.)
Flow top width inside pipe = 5.50(m.)
Critical Depth = 3.53(In.)
Pipe flow velocity = 2.30(Ft/s)
Travel time through pipe = 0.21 mm.
Time of concentration (TC) = 4.11 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.000 **** SUBAREA FLOW ADDITION ****
Calculated TC of 4.115 minutes is less than 5 minutes,
P
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 4.11 mm.
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.107
Subarea runoff = 0.393(CFS) for 0.070(Ac.)
Total runoff = 0.730(CFS) Total area = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 102.100
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 165.560(Ft.)
Downstream point/station elevation = 165.310(Ft.)
Pipe length = 52.00(Ft.) Slope = 0.0048 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.730(CFS)
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Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.730(CFS)
Normal flow depth in pipe = 5.21(In.)
Flow top width inside pipe = 8.89(In.)
Critical Depth = 4.67(In.)
Pipe flow velocity = 2.75(Ft/s)
Travel time through pipe = 0.32 mm.
Time of concentration (TC) = 4.43 mm.
+++++++++++++++++++++++++++++++++++++++++++++++-f+++++-1-++++++++++++++++
Process from Point/Station 103.000 to Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
Calculated TC of 4.430 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group 0 = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 4.43 mm.
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.189
Subarea runoff = 0.562(CFS) for 0.100(Ac.)
Total runoff = 1.292(CFS) Total area = 0.230(Ac.)
++++++++++++++++++++++++++++++++++.+++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 103.100
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 161.700(Ft.)
Downstream point/station elevation = 161.600(Ft.)
Pipe length = 12.50(Ft.) Slope = 0.0080 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.292(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.292(CFS)
Normal flow depth in pipe = 6.52(In.)
Flow top width inside pipe = 8.05(In.)
Critical Depth = 6.28(m.)
Pipe flow velocity = 3.78(Ft/s)
Travel time through pipe = 0.06 mm.
Time of concentration (TC) = 4.48 min.
Process from Point/Station 103.000 to Point/Station 103.100
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
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Stream flow area = 0.230(Ac.)
Runoff from this stream = 1.292(CFS)
Time of concentration = 4.48 mm.
Rainfall intensity = 6.850(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 104.100 to Point/Station 104.200
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
U
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Initial subarea total flow distance = 78.000(Ft.)
Highest elevation = 170.600(Ft.)
Lowest elevation = 169.200(Ft.)
Elevation difference = 1.400(Ft.) Slope = 1.795 %
Top of Initial Area Slope adjusted by User to 1.000 %
Bottom of Initial Area Slope adjusted by User to 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.90 minutes
TC
= [1.8*(1.1_C)*distance(Ft.)A.5)/(% slope A(1/3)]
TC= [1.8*(1.1_0.8200)*( 60.000A.5)/( 1.000A(1/3)]= 3.90
The initial area total distance of 78.00 (Ft.) entered leaves a
remaining distance of 18.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.43 minutes
for a distance of 18.00 (Ft.) and a slope of 1.00 %
with an elevation difference of 0.18(Ft.) from the end of the top area
Tt
= (11.9*length(Mi)3)/(elevation change(Ft.))]A.385 *60(min/hr)
=0.426 Minutes
Tt=[(11.9*0.0034'3)/( 0.18)]A.385= 0.43
Total initial area Ti = 3.90 minutes from Figure 3-3 formula plus
0.43 minutes from the Figure 3-4 formula = 4.33 minutes
Calculated TC of 4.330 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.820
Subarea runoff = 1.067(CFS)
Total initial stream area = 0.190(Ac.)
Process from Point/Station 104.200 to Point/Station 103.100
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 163.300(Ft.)
Downstream point/station elevation = 161.800(Ft.)
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Pipe length = 68.50(Ft.) Slope = 0.0219 Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 1.067(CFS)
Nearest computed pipe diameter 9.00(In.)
Calculated individual pipe flow = 1.067(CFS)
Normal flow depth in pipe = 4.52(m.)
Flow top width inside pipe = 9.00(In.)
Critical Depth = 5.70(In.)
Pipe flow velocity = 4.81(Ft/s)
Travel time through pipe = 0.24 mm.
Time of concentration (TC) = 4.57 mm.
Process from Point/Station 104.200 to Point/Station 103.100
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.190(Ac.)
Runoff from this stream = 1.067(CFS)
Time of concentration = 4.57 mm.
Rainfall intensity = 6.850(In/Hr)
Program is now starting with Main Stream No. 3
+++++++++++++++++++++++++++++++++++4-++++++++++++++++++++++++++++++++++
Process from Point/Station 104.300 to Point/Station 104.300
**** USER DEFINED FLOW INFORMATION AT A POINT ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 5.00 mm. Rain intensity = 6.85(In/Hr)
Total area = 0.160(Ac.) Total runoff = 0.900(CFS)
Process from Point/Station 104.300 to Point/Station 103.100
" PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 161.800(Ft.)
Downstream point/station elevation = 161.600(Ft.)
Pipe length = 13.00(Ft.) Slope = 0.0154 Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 0.900(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.900(CFS)
Normal flow depth in pipe = 4.54 (In.)
Flow top width inside pipe = 9.00(In.)
Critical Depth = 5.21(In.)
Pipe flow velocity = 4.04(Ft/s)
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Travel time through pipe = 0.05 mm.
Time of concentration (TC) = 5.05 mm.
Process from Point/Station 104.300 to Point/Station 103.100
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 0.160(Ac.)
Runoff from this stream = 0.900(CFS)
Time of concentration = 5.05 mm.
Rainfall intensity = 6.803(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 1.292 4.48 6.850
2 1.067 4.57 6.850
3 0.900 5.05 6.803
Qmax(1) =
1.000 * 1.000 * 1.292) +
1.000 * 0.982 * 1.067) +
1.000 * 0.887 * 0.900) + = 3.139
Qmax(2) =
1.000 * 1.000 * 1.292) +
1.000 * 1.000 * 1.067) +
1.000 * 0.904 * 0.900) + = 3.173
Qmax(3) =
0.993 * 1.000 * 1.292) +
0.993 * 1.000 * 1.067) +
1.000 * 1.000 * 0.900) + = 3.243
Total of 3 main streams to confluence:
Flow rates before confluence point:
1.292 1.067 0.900
Maximum flow rates at confluence using above data:
3.139 3.173 3.243
Area of streams before confluence:
0.230 0.190 0.160
Results of confluence:
Total flow rate = 3.243(CFS)
Time of concentration = 5.054 mm.
Effective stream area after confluence = 0.580 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.100 to Point/Station 104.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 161.600(Ft.)
Downstream point/station elevation = 159.390(Ft.)
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Pipe length = 95.00(Ft.) Slope = 0.0233 Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 3.243(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.243(CFS)
Normal flow depth in pipe = 7.32(In.)
Flow top width inside pipe = 11.71(In.)
Critical Depth = 9.25(In.)
Pipe flow velocity = 6.47(Ft/s)
Travel time through pipe = 0.24 mm.
Time of concentration (TC) = 5.30 mm.
Process from Point/Station 103.000 to Point/Station 104.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.580(Ac.)
Runoff from this stream = 3.243(CFS)
Time of concentration = 5.30 mm.
Rainfall intensity = 6.599(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 105.000 to Point/Station 106.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
(COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Initial subarea total flow distance = 48.000(Ft.)
Highest elevation = 166.100(Ft.)
Lowest elevation = 165.800(Ft.)
Elevation difference = 0.300(Ft.) Slope = 0.625 %
Top of Initial Area Slope adjusted by User to 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.90 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope A(1/3))
TC= [1.8*(1.1_0.8200)*( 60.000A.5)/( 1.000A(1/3)J= 3.90
Calculated TC of 3.904 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/}Ir) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.820
Subarea runoff = 0.056(CFS)
Total initial stream area = 0.010 (Ac.)
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+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.
Process from Point/Station 106.000 to Point/Station 107.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 159.800(Ft.)
Downstream point/station elevation = 159.690(Ft.)
Pipe length = 11.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.056(CFS)
Nearest computed pipe diameter = 3.00(In.)
Calculated individual pipe flow = 0.056(CFS)
Normal flow depth in pipe = 1.74 (In.)
Flow top width inside pipe = 2.96(In.)
Critical Depth = 1.71(In.)
Pipe flow velocity = 1.91(Ft/s)
Travel time through pipe = 0.10 nun.
Time of concentration (TC) = 4.00 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 107.000
'' CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.010 (Ac.)
Runoff from this stream = 0.056(CFS)
Time of concentration = 4.00 mm.
Rainfall intensity = 6.850(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 109.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
(COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Initial subarea total flow distance = 22.000(Ft.)
Highest elevation = 167.500(Ft.)
Lowest elevation = 166.000(Ft.)
Elevation difference = 1.500(Ft.) Slope = 6.818 %
Top of Initial Area Slope adjusted by User to 2.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 75.00 (Ft)
for the top area slope value of 2.00 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.46 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope A(l/3)]
TC = [1.8*(1.1_0.8200)*( 75.000".5)/( 2.000A(1/3)1= 3.46
Calculated TC of 3.464 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
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Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.820
Subarea runoff = 0.112(CFS)
Total initial stream area = 0.020 (Ac.)
Process from Point/Station 109.000 to Point/Station 107.000
'" IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 166.000(Ft.)
Downstream point elevation = 165.500(Ft.)
Channel length thru subarea = 53.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 0.281(CFS)
Manning's 'N' = 0.023
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.281(CFS)
Depth of flow = 0.294(Ft.), Average velocity = 1.623(Ft/s)
Channel flow top width = 1.177(Ft.)
Flow Velocity = 1.62 (Ft/s)
Travel time = 0.54 mm.
Time of concentration = 4.01 mm.
Critical depth = 0.262(Ft.)
Adding area flow to channel
Calculated TC of 4.009 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.066
Subarea runoff = 0.337(CFS) for 0.060(Ac.)
Total runoff = 0.449(CFS) Total area = 0.080(Ac.)
Depth of flow = 0.351(Ft.), Average velocity = 1.825(Ft/s)
Critical depth = 0.316(Ft.)
Process from Point/Station 109.000 to Point/Station 107.000
**** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.080(Ac.)
Runoff from this stream = 0.449(CFS)
Time of concentration = 4.01 mm.
Rainfall intensity = 6.850(In/Hr)
Summary of stream data:
G:\131014\Drainage\Drainage\Drainage StudyR.doc 16
Legoland Waterpark Expansion
iN 131014
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
I .
1 0.056 4.00 6.850
2 0.449 4.01 6.850
Qmax(1) =
1.000 * 1.000 * 0.056) +
1.000 * 0.998 * 0.449) + = 0.505
Qmax(2) =
1.000 * 1.000 * 0.056) +
1.000 * 1.000 * 0.449) + = 0.506
Total of 2 streams to confluence:
Flow rates before confluence point:
0.056 0.449
Maximum flow rates at confluence using above data:
0.505 0.506
Area of streams before confluence:
0.010 0.080
Results of confluence:
Total flow rate = 0.506(CFS)
Time of concentration = 4.009 mm.
Effective stream area after confluence = 0.090(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 104.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 159.690(Ft.)
Downstream point/station elevation = 159.370(Ft.)
Pipe length = 32.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.506(CFS)
Nearest computed pipe diameter = 6.00(m.)
Calculated individual pipe flow = 0.506(CFS)
Normal flow depth in pipe = 4.45(In.)
Flow top width inside pipe = 5.25(m.)
Critical Depth = 4.35(In.)
Pipe flow velocity = 3.23(Ft/s)
Travel time through pipe = 0.16 mm.
Time of concentration (TC) = 4.17 mm.
+++++++++++++ ++ +++ ++++++ + ++++++++++++++++++ ++++++ ++ + + + ++ +++++++
Process from Point/Station 107.000 to Point/Station 104.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.090(Ac.)
Runoff from this stream = 0.506(CFS)
Time of concentration = 4.17 mm.
Rainfall intensity = 6.850(In/F!r)
Summary of stream data:
G:\131014\Drainage\Drainage\Drainage StudyR.doc 17
Legoland Waterpark Expansion
IN 131014
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/fir)
1 3.243 5.30 6.599
2 0.506 4.17 6.850
Qmax(1) =
1.000 * 1.000 * 3.243) +
0.963 * 1.000 * 0.506) + = 3.730
Qmax(2) =
1.000 * 0.788 * 3.243) +
1.000 * 1.000 * 0.506) + = 3.060
Total of 2 main streams to confluence:
Flow rates before confluence point:
3.243 0.506
Maximum flow rates at confluence using above data:
3.730 3.060
Area of streams before confluence:
0.580 0.090
Results of confluence:
Total flow rate = 3.730(CFS)
Time of concentration = 5.299 mm.
Effective stream area after confluence = 0.670 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 110.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 159.370 (Ft.)
Downstream point/station elevation = 159.080(Ft.)
Pipe length = 33.00(Ft.) Slope = 0.0088 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.730(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.730(CFS)
Normal flow depth in pipe = 8.51(In.)
Flow top width inside pipe = 14.86(In.)
Critical Depth = 9.36(In.)
Pipe flow velocity = 5.19(Ft/s)
Travel time through pipe = 0.11 mm.
Time of concentration (TC) = 5.40 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.515(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
G:\131014\Drainage\Drainage\Drainage StudyR.doc 18
Legoland Waterpark Expansion
JN 131014
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 5.40 mm.
Rainfall intensity = 6.515(In/Hr) for
Effective runoff coefficient used for total
(Q=KCIA) is C= 0.820 CA = 0.590
100.0 year storm
area
Subarea runoff = 0.116(CFS) for 0.050(Ac.)
Total runoff = 3.846(CFS) Total area = 0.720(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 110.000
CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.720 (Ac.)
Runoff from this stream = 3.846(CFS)
Time of concentration = 5.40 mm.
Rainfall intensity = 6.515(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 111.000
USER DEFINED FLOW INFORMATION AT A POINT ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity (I) = 6.150(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 5.91 mm. Rain intensity = 6.15(In/Hr)
Total area = 0.420(Ac.) Total runoff = 2.280(CFS)
NODE A-6 from Reference 3, See Attachment J
Process from Point/Station 111.000 to Point/Station 112.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 160.090(Ft.)
Downstream point/station elevation = 159.790(Ft.)
Pipe length = 29.00(Ft.) Slope = 0.0103 Manning's
No. of pipes = 1 Required pipe flow = 2.280(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow = 2.280(CFS)
Normal flow depth in pipe = 6.90(In.)
Flow top width inside pipe = 11.86(In.)
Critical Depth = 7.75(In.)
Pipe flow velocity = 4.88(Ft/s)
Travel time through pipe = 0.10 mm.
N = 0.013
G:\131014\Drainage\Drainage\Drainage StudyR.doc 19
Legoland Waterpark Expansion
JN 131014
Time of concentration (TC) = 6.01 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
CONFLUENCE OF MINOR STREAMS '"
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.420(Ac.)
Runoff from this stream = 2.280(CFS)
Time of concentration = 6.01 mm.
Rainfall intensity = 6.084(In/Hr)
Process from Point/Station 113.000 to Point/Station 113.100
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
(COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Initial subarea total flow distance = 14.000(Ft.)
Highest elevation = 176.500(Ft.)
Lowest elevation = 173.100(Ft.)
Elevation difference = 3.400(Ft.) Slope = 24.286 %
Top of Initial Area Slope adjusted by User to 21.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 21.00 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 1.83 minutes
TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8200)*( 100.000".5)/( 21.000A(1/3)1= 1.83
Calculated TC of 1.827 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
I
Effective runoff coefficient used for area (Q=KCIA) is C = 0.820
Subarea runoff = 0.056(CFS)
Total initial stream area = 0.010(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-I.
Process from Point/Station 113.100 to Point/Station 114.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 170.000(Ft.)
Downstream point/station elevation = 166.000(Ft.)
Pipe length = 53.30(Ft.) Slope = 0.0750 Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 0.056(CFS)
Nearest computed pipe diameter = 3.00(In.)
Calculated individual pipe flow = 0.056(CFS)
G:\131014\Drainage\Drainage\Drainage StudyR.doc20
Legoland Waterpark Expansion
JN 131014
Normal flow depth in pipe = 1.06(In.)
Flow top width inside pipe = 2.87 (In.)
Critical Depth = 1.71(In.)
Pipe flow velocity = 3.62(Ft/s)
Travel time through pipe = 0.25 mm.
Time of concentration (TC) = 2.07 mm.
Process from Point/Station 114.000 to Point/Station 114.000
SUBAREA FLOW ADDITION ****
Calculated TC of 2.072 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 2.07 mm.
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.090
Subarea runoff = 0.562(CFS) for 0.100(Ac.)
Total runoff = 0.618(CFS) Total area = 0.110(Ac.)
Process from Point/Station 114.000 to Point/Station 114.100
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 166.000(Ft.)
Downstream point/station elevation = 165.600(Ft.)
Pipe length = 56.70(Ft.) Slope = 0.0071 Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 0.618(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.618(CFS)
Normal flow depth in pipe = 4.57(In.)
Flow top width inside pipe = 9.00(In.)
Critical Depth = 4.28(In.)
Pipe flow velocity = 2.74(Ft/s)
Travel time through pipe = 0.34 mm.
Time of concentration (TC) = 2.42 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 114.000 to Point/Station 114.100
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.110(Ac.)
Runoff from this stream = 0.618(CFS)
Time of concentration = 2.42 mm.
G:\131014\Drainage\Drainage\Drainage StudyR.doc2 1
Legoland Waterpark Expansion
iN 131014
Rainfall intensity = 6.850(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 2.280 6.01 6.084
2 0.618 2.42 6.850
Qmax(1) =
1.000 * 1.000 * 2.280) +
0.888 * 1.000 * 0.618) + = 2.829
Qmax(2) =
1.000 * 0.402 * 2.280) +
1.000 * 1.000 * 0.618) + = 1.535
Total of 2 streams to confluence:
Flow rates before confluence point:
2.280 0.618
Maximum flow rates at confluence using above data:
2.829 1.535
Area of streams before confluence:
0.420 0.110
Results of confluence:
Total flow rate = 2.829(CFS)
Time of concentration = 6.009 mm.
Effective stream area after confluence = 0.530(Ac.)
Process from Point/Station 114.100 to Point/Station 114.100
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.084(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 6.01 mm.
Rainfall intensity = 6.084(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.574
Subarea runoff = 0.664(CFS) for 0.170(Ac.)
Total runoff = 3.492(CFS) Total area = 0.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 115.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 160.070(Ft.)
Downstream point/station elevation = 159.660(Ft.)
Pipe length = 13.00(Ft.) Slope = 0.0315 Manning's N = 0.013
11
G:\131014\Drainage\Drainage\Drainage StudyR.doc22
Legoland Waterpark Expansion
iN 131014
No. of pipes = 1 Required pipe flow = 3.492(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.492(CFS)
Normal flow depth in pipe = 6.36(In.)
Flow top width inside pipe = 11.98(In.)
Critical Depth = 9.58(In.)
I
Pipe flow velocity = 8.25(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 6.04 mm.
+++++ + .++ + ++ + ++++++++ + ++ + + +
Process from Point/Station 112.000 to Point/Station 115.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.700 (Ac.)
Runoff from this stream = 3.492(CFS)
Time of concentration = 6.04 mm.
Rainfall intensity = 6.067(In/Hr)
+ + ++ +++ ++++ + ++++ ++++ +++.+++++++ ++++++++++++ ++++ +++++++ ++ ++ +++++++.++ ++
Process from Point/Station 116.000 to Point/Station 116.000
USER DEFINED FLOW INFORMATION AT A POINT ****
NODE A-9 per Reference 3, See Attachment J
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group. D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Rainfall intensity (I) = 6.449(In/Hr) for a 100.0 year storm
User specified values are as follows:
PC = 5.49 mm. Rain intensity = 6.45(In/Hr)
Total area = 0.530(Ac.) Total runoff = 2.910(CFS)
*Total Area for Node A-3 Calc'd per Reference 3 (0.25+0.14+0.14)= 0.53
not 0.70 as called out in existing study
Process from Point/Station 116.000 to Point/Station 115.000
SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.449(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 5.49 mm.
G:\131014\Drainage\Drainage\Drainage StudyR.doc23
Legoland Waterpark Expansion
JN 131014
Rainfall intensity = 6.449(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.558
Subarea runoff = 0.686(CFS) for 0.150(Ac.)
Total runoff = 3.596(CFS) Total area = 0.680(Ac.)
Basin 10 per Reference 3= 0.28 Acres; however, a portion of Basin 10
shall be diverted with proposed design to Bioretention Basin 3, 0.13
acres added to Process from #114 to #112.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 115.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 161.610(Ft.)
Downstream point/station elevation = 159.660(Ft.)
Pipe length = 195.00(Ft.) Slope = 0.0100 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.596(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.596(CFS)
Normal flow depth in pipe = 8.00(In.)
Flow top width inside pipe = 14.97(In.)
Critical Depth = 9.19(In.)
Pipe flow velocity = 5.40(Ft/s)
Travel time through pipe = 0.60 mm.
Time of concentration (TC) = 6.09 mm.
++ ++++++++++ + +++++++++++ +++++++++++ ++ +++++ ++ ++++++++++++++ + ++ + ++
Process from Point/Station 116.000 to Point/Station 115.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.680 (Ac.)
Runoff from this stream = 3.596(CFS)
Time of concentration = 6.09 mm.
Rainfall intensity = 6.031(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 3.492 6.04 6.067
2 3.596 6.09 6.031
Qmax(l) =
1.000 * 1.000 * 3.492) +
1.000 * 0.991 * 3.596) + = 7.056
Qmax(2) =
0.994 * 1.000 * 3.492) +
1.000 * 1.000 * 3.596) + = 7.068
Total of 2 streams to confluence:
Flow rates before confluence point:
3.492 3.596
Maximum flow rates at confluence using above data:
7.056 7.068
G:\131014\Drainage\Drainage\Drainage StudyR.doc24
Legoland Waterpark Expansion
iN 131014
Area of streams before confluence:
0.700 0.680
Results of confluence:
Total flow rate = 7.068(CFS)
Time of concentration = 6.091 mm.
Effective stream area after confluence = 1.380(Ac.)
Process from Point/Station 115.000 to Point/Station 110.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 159.660(Ft.)
Downstream point/station elevation = 159.080(Ft.)
Pipe length = 42.00(Ft.) Slope = 0.0138 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.068(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 7.068(CFS)
Normal flow depth in pipe = 11.46(In.)
Flow top width inside pipe = 12.74 (In.)
Critical Depth = 12.76(In.)
Pipe flow velocity = 7.03(Ft/s)
Travel time through pipe = 0.10 mm.
Time of concentration (TC) = 6.19 mm.
Process from Point/Station 115.000 to Point/Station 110.000 **** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.380(Ac.)
Runoff from this stream = 7.068(CFS)
Time of concentration = 6.19 mm.
Rainfall intensity = 5.968(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 3.846 5.40 6.515
2 7.068 6.19 5.968
Qmax(1) =
1.000 * 1.000 * 3.846) +
1.000 * 0.873 * 7.068) + = 10.017
Qmax(2) =
0.916 * 1.000 * 3.846) +
1.000 * 1.000 * 7.068) + = 10.592
Total of 2 main streams to confluence:
Flow rates before confluence point:
3.846 7.068
Maximum flow rates at confluence using above data:
10.017 10.592
Area of streams before confluence:
G:\131014\Drainage\Drainage\Drainage StudyR.doc25
Legoland Waterpark Expansion
JN 131014
0.720 1.380
Results of confluence:
Total flow rate = 10.592(CFS)
Time of concentration = 6.191 mm.
Effective stream area after confluence = 2.100(Ac.)
End of computations, total study area = 2.100 (Ac.)
100 Year Flowrate from Reference 3 from Node B-4 to Node B-5 is 11.46 cfs which is
greater than 10.59cfs.
G:\131014\Drainage\Drainage\Drainage StudyR.doc26
Legoland Waterpark Expansion
IN 131014
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1991-2006 Version 7.7
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 10/29/13 ------------------------------------------------------------------------
Proposed 100 Year Hydrology for Basin 2
Legoland Waterpark Expansion JN 131014
Calcs By NF 10/29/2013
------------------------------------------------------------------------
Hydrology Study Control Information
Program License Serial Number 6218
Rational hydrology study storm event year is 100.0
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600.
24 hour precipitation(inches) = 4.500
P6/P24 = 57.8%
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Initial subarea total flow distance = 75.000(Ft.)
Highest elevation = 178.400(Ft.)
Lowest elevation = 177.100(Ft.)
Elevation difference = 1.300(Ft.) Slope = 1.733 %
Top of Initial Area Slope adjusted by User to 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.90 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope A(1/3)]
TC = [1.8*(1.1_0.8200)*( 60.000".5)/( 1.000A(1/3)]= 3.90
G:\131014\Drainage\Drainage\Drainage StudyR.doc27
Legoland Waterpark Expansion
JN 131014
Calculated TC of 3.904 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.820
Subarea runoff = 0.618(CFS)
Total initial stream area = 0.110(Ac.)
+ +++++++.++++++ + + +++ +++++ ++++++++++++++++++++++++ ++++++ ++++
Process from Point/Station 201.000 to Point/Station 202.000
PIPEFLOW TRAVEL TIME (Program estimated size)
Upstream point/station elevation = 175.000(Ft.)
Downstream point/station elevation = 174.800(Ft.)
Pipe length = 41.60(Ft.) Slope = 0.0048 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.618(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.618(CFS)
Normal flow depth in pipe = 4.71(In.)
Flow top width inside pipe = 8.99(In.)
Critical Depth
= 4.28(In.)
Pipe flow velocity = 2.64(Ft/s)
Travel time through pipe = 0.26 mm.
Time of concentration (TC) = 4.17 mm.
+++++++++ ++ +++++++++++++ +++++ + + + +++++ ++++ ++++ +++++++ +++++++++ +++++ ++++
Process from Point/Station 201.000 to Point/Station 202.000
**** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.110(Ac.)
Runoff from this stream = 0.618(CFS)
Time of concentration = 4.17 mm.
Rainfall intensity = 6.850(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++--+++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Initial subarea total flow distance = 23.500(Ft.)
Highest elevation = 177.500(Ft.)
Lowest elevation = 176.800(Ft.)
Elevation difference = 0.700(Ft.) Slope = 2.979 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 85.00 (Ft) I
G:\131014\Drainage\Drainage\Drainage StudyR.doc28
Legoland Waterpark Expansion
JN 131014
for the top area slope value of 2.98 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.23 minutes
TC = [l.8*(1.1_C)*distance(Ft.).5)/(% slope A(1/3))
TC= [1.8*(1.1_0.8200)*( 85.000".5)•/( 2.979A(1/3)]= 3.23
Calculated TC of 3.229 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.820
Subarea runoff = 0.225(CFS)
Total initial stream area = 0.040(Ac.)
Process from Point/Station 204.000 to Point/Station 202.000
PIPEFLOW TRAVEL TIME (Program estimated size)
Upstream point/station elevation = 175. 000(Ft.)
Downstream point/station elevation = 174.800(Ft.)
Pipe length = 39.40(Ft.) Slope = 0.0051 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.225(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.225(CFS)
Normal flow depth in pipe = 3.21(In.)
Flow top width inside pipe = 5.99(In.)
Critical Depth = 2.85(In.)
Pipe flow velocity = 2.09(Ft/s)
Travel time through pipe = 0.31 mm.
Time of concentration (PC) = 3.54 mm.
+++ ++ ++ ++ + +++++++++++++ ++ + ++++++ +++ +++++++++++++++++ +++++++ ++++++++++ +
Process from Point/Station 202.000 to Point/Station 202.000
**** SUBAREA FLOW ADDITION ****
I Calculated TC of 3.543 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 3.54 mm.
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.074
Subarea runoff = 0.281(CFS) for 0.050(Ac.)
Total runoff = 0.506(CFS) Total area = 0.090(Ac.)
+++++++++++++++++++++++++++++++++++.++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 202.000
G:\131014\Drainage\Drainage\Drainage StudyR.doc29
I
I
Legoland Waterpark Expansion
iN 131014
CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.090(Ac.)
Runoff from this stream = 0.506(CFS)
Time of concentration = 3.54 mm.
Rainfall intensity = 6.850(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 0.618 4.17 6.850
2 0.506 3.54 6.850
Qmax(1) =
1.000 * 1.000 * 0.618) +
1.000 * 1.000 * 0.506) + = 1.123
Qmax(2) =
1.000 * 0.850 * 0.618) +
1.000 1.000 * 0.506) + = 1.031
Total of 2 main streams to confluence:
Flow rates before confluence point:
0.618 0.506
Maximum flow rates at confluence using above data:
1.123 1.031
Area of streams before confluence:
0.110 0.090
Results of confluence:
Total flow rate = 1.123(CFS)
Time of concentration = 4.166 mm.
Effective stream area after confluence = 0.200(Ac.)
I Process from Point/Station 202.000 to Point/Station 205.000
**** SUBAREA FLOW ADDITION ****
Calculated TC of 4.166 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall in (I) = 6.850(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 4.17 mm.
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.197
G:\131014\Drainage\Drainage\Drainage StudyR.doc30
Legoland Waterpark Expansion
iN 131014
Subarea runoff = 0.225(CFS) for 0.040(Ac.)
Total runoff = 1.348(CFS) Total area = 0.240(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 205.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 174.800(Ft.)
Downstream point/station elevation = 174.200(Ft.)
Pipe length = 111.10(Ft.) Slope = 0.0054 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.348(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.348(CFS)
Normal flow depth in pipe = 6.11(In.)
Flow top width inside pipe = 12.00(m.)
Critical Depth = 5.89(In.)
Pipe flow velocity = 3.36(Ft/s)
Travel time through pipe = 0.55 mm.
Time of concentration (TC) = 4.72 mm.
+++++++++++++++++++++++++++++++++++++++++++++++++++++-f++++++++++++++++
Process from Point/Station 202.000 to Point/Station 205.000
CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.240 (Ac.)
Runoff from this stream = 1.348(CFS)
Time of concentration = 4.72 mm.
Rainfall intensity = 6.850(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 206.000 to Point/Station 206.100
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Initial subarea total flow distance = 30.000(Ft.)
Highest elevation = 177.400(Ft.)
Lowest elevation = 177.100(Ft.)
Elevation difference = 0.300(Ft.) Slope = 1.000 %
Top of Initial Area Slope adjusted by User to 2.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 75.00 (Ft)
for the top area slope value of 2.00 %, in a development
General Commercial
In Accordance With Figure 3-3
type of
G:\131014\Drainage\Drainage\Drainage StudyR.doc3 1
Legoland Waterpark Expansion
JN 131014
Initial Area Time of Concentration = 3.46 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope A(1/3)J
TC= [1.8*(1.1_0.8200)*( 75.000".5)/( 2.000'(1/3)1= 3.46
Calculated TC of 3.464 minutes is less than 5 minutes,
resetting PC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.820
Subarea runoff = 0.112(CFS)
Total initial stream area = 0.020 (Ac.)
Process from Point/Station 206.000 to Point/Station 207.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 175.100(Ft.)
Downstream point/station elevation = 174.700(Ft.)
Pipe length = 77.50(Ft.) Slope = 0.0052 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.112(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.112(CFS)
Normal flow depth in pipe = 2.16(m.)
Flow top width inside pipe = 5.76(In.)
Critical Depth = 1.99(In.)
Pipe flow velocity = 1.76(Ft/s)
Travel time through pipe = 0.74 mm.
Time of concentration (TC) = 4.20 mm.
Process from Point/Station 207.000 to Point/Station 207.000
**** SUBAREA FLOW ADDITION ****
Calculated TC of 4.200 minutes is less
resetting TC to 5.0 minutes
Rainfall intensity (I)
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
for rainfall
6.850(In/Hr)
A = 0.000
B = 0.000
C = 0.000
D = 1.000
than 5 minutes,
intensity calculations
for a 100.0 year storm
Time of concentration = 4.20 mm.
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.049
Subarea runoff = 0.225(CFS) for 0.040(Ac.)
Total runoff = 0.337(CFS) Total area = 0.060(Ac.)
++++++++++++++++++++++++++++++++++.++++.++++++++++++++++.+++++++++++++
Process from Point/Station 207.000 to Point/Station 205.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 174.600(Ft.)
G:\131014\Drainage\Drainage\Drainage StudyR.do02
Legoland Waterpark Expansion
iN 131014
Downstream point/station elevation = 174.400(Ft.)
Pipe length = 23.50(Ft.) Slope = 0.0085 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.337(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.337(CFS)
Normal flow depth in pipe = 3.53(In.)
Flow top width inside pipe = 5.91(In.)
Critical Depth = 3.53(In.)
Pipe flow velocity = 2.81(Ft/s)
Travel time through pipe = 0.14 mm.
Time of concentration (TC) = 4.34 mm.
Process from Point/Station 207.000 to Point/Station 205.000
CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.060(Ac.)
Runoff from this stream = 0.337(CFS)
Time of concentration = 4.34 mm.
Rainfall intensity = 6.850(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 209.100
INITIAL AREA EVALUATION "'
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Initial subarea total flow distance = 25.000(Ft.)
Highest elevation = 177.500(Ft.)
Lowest elevation = 176.700(Ft.)
Elevation difference = 0.800(Ft.) Slope = 3.200 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 85.00 (Ft)
for the top area slope value of 3.20 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.15 minutes
TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slope'(1/3)]
TC = [1.8*(1.1_0.8200)*( 85.000".5)/( 3.200"(1/3)1= 3.15
Calculated TC of 3.153 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.820
Subarea runoff = 0.281(CFS)
Total initial stream area = 0.050 (Ac.)
G:\131014\Drainage\Drainage\Drainage StudyR.do63
Legoland Waterpark Expansion
iN 131014
++++++ + + + ++++++ +++++++++++++ +++++++++++++++ + + ++++++++ +++ .+++++ +++
Process from Point/Station 209.100 to Point/Station 209.300
PIPEFLOW TRAVEL TIME (Program estimated size)
Upstream point/station elevation = 174.900(Ft.)
Downstream point/station elevation = 174.500(Ft.)
Pipe length = 61.40(Ft.) Slope = 0.0065 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.281(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.281(CFS)
Normal flow depth in pipe = 3.42(In.)
Flow top width inside pipe = 5.94(In.)
Critical Depth = 3.21(In.)
Pipe flow velocity = 2.43(Ft/s)
Travel time through pipe = 0.42 mm.
Time of concentration (TC) = 3.57 mm.
Process from Point/Station 209.300 to Point/Station 209.300
SUBAREA FLOW ADDITION ****
Calculated TC of 3.574 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 3.57 mm.
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.074
Subarea runoff = 0.225(CFS) for 0.040(Ac.)
Total runoff = 0.506(CFS) Total area = 0.090(Ac.)
Process from Point/Station 209.300 to Point/Station 210.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 174.500(Ft.)
Downstream point/station elevation = 174.400(Ft.)
Pipe length = 26.30(Ft.) Slope = 0.0038 Manning's
No. of pipes = 1 Required pipe flow = 0.506(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.506(CFS)
Normal flow depth in pipe = 4.48(In.)
Flow top width inside pipe = 9.00(In.)
Critical Depth = 3.85(In.)
Pipe flow velocity = 2.30(Ft/s)
Travel time through pipe = 0.19 mm.
N = 0.013
G:\131014\Drainage\Drainage\Drainage StudyR.do64
Legoland Waterpark Expansion
iN 131014
Time of concentration (TC) = 3.76 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+
Process from Point/Station 210.000 to Point/Station 211.000
**** SUBAREA FLOW ADDITION ****
Calculated TC of 3.765 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 3.76 mm.
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.123
Subarea runoff = 0.337(CFS) for 0.060(Ac.)
Total runoff = 0.843(CFS) Total area = 0.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 211.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 174.500(Ft.)
Downstream point/station elevation = 174.300(Ft.)
Pipe length = 27.30(Ft.) Slope = 0.0073 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.843(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.843(CFS)
Normal flow depth in pipe = 5.00(In.)
Flow top width inside pipe = 8.94 (In.)
Critical Depth = 5.03(In.)
Pipe flow velocity = 3.34(Ft/s)
Travel time through pipe = 0.14 mm.
Time of concentration (TC) = 3.90 mm.
+++++++++++++++++++++++++++++++++++++++++++++++-f-4-+++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 211.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 0.150(Ac.)
Runoff from this stream = 0.843(CFS)
Time of concentration = 3.90 mm.
Rainfall intensity = 6.850(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 213.000 to Point/Station 213.100
G:\131014\Drainage\Drainage\Drainage StudyR.doc35
Legoland Waterpark Expansion
JN 131014
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Initial subarea total flow distance = 48.000(Ft.)
Highest elevation = 180.000(Ft.)
Lowest elevation = 179.300(Ft.)
Elevation difference = 0.700(Ft.) Slope = 1.458 %
Top of Initial Area Slope adjusted by User to 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.90 minutes
TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope "(1/3))
TC = [1.8*(1.1_0.8200)*( 60.000A.5)/( 1.000"(1/3))= 3.90
Calculated TC of 3.904 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.820
Subarea runoff = 0.112(CFS)
Total initial stream area = 0.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 213.100 to Point/Station 214.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 177.400(Ft.)
Downstream point/station elevation = 177.000(Ft.)
Pipe length = 16.30(Ft.) Slope = 0.0245 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.112(CFS)
Nearest computed pipe diameter = 3.00(In.)
Calculated individual pipe flow = 0.112(CFS)
Normal flow depth in pipe = 2.04 (In.)
Flow top width inside pipe = 2.80(In.)
Critical Depth = 2.43(In.)
Pipe flow velocity = 3.14 (Ft/s)
Travel time through pipe = 0.09 mm.
Time of concentration (TC) = 3.99 mm.
+++++ ++++ +++ + + ++ + +++++++ +++++++++ ++ ++++ +++
Process from Point/Station 214.000 to Point/Station 214.000
**** SUBAREA FLOW ADDITION ****
Calculated TC of 3.991 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
G:\131014\Drainage\Drainage\Drainage StudyR.do66
Legoland Waterpark Expansion
IN 131014
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
U
Sub-Area C Value = 0.820
Time of concentration = 3.99 mm.
Rainfall intensity = 6.850(In/Hr) for a 100.0
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.049
Subarea runoff = 0.225(CFS) for 0.040(Ac.)
Total runoff = 0.337(CFS) Total area =
Process from Point/Station 214.000 to Point/Station 214.100
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 177.000(Ft.)
Downstream point/station elevation = 174.900(Ft.)
Pipe length = 127.70(Ft.) Slope = 0.0164 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.337(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.337(CFS)
Normal flow depth in pipe = 2.89(In.)
Flow top width inside pipe = 6.00(m.)
Critical Depth = 3.53(m.)
Pipe flow velocity = 3.60(Ft/s)
Travel time through pipe.= 0.59 mm.
Time of concentration (TC) = 4.58 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 214.100 to Point/Station 214.100
**** SUBAREA FLOW ADDITION ****
Calculated TC of 4.581 minutes is less than 5 minutes,
resetting PC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 4.58 mm.
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.098
Subarea runoff = 0.337(CFS) for 0.060(Ac.)
Total runoff = 0.674(CFS) Total area = 0.120(Ac.)
+++ ++ + ++.+++ + +++ +++++ ++++ + +++++
year storm
0.060 (Ac.)
G:\131014\Drainage\Drainage\Drainage StudyR.do0 7
Legoland Waterpark Expansion
IN 131014
Process from Point/Station 214.100 to Point/Station
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 174.900(Ft.)
Downstream point/station elevation = 174.600(Ft.)
Pipe length = 25.90(Ft.) Slope = 0.0116 Manning's
U
No. of pipes = 1 Required pipe flow = 0.674(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.674(CFS)
Normal flow depth in pipe = 3.84 (In.)
Flow top width inside pipe = 8.90(In.)
Critical Depth = 4.48(In.)
Pipe flow velocity = 3.75(Ft/s)
Travel time through pipe = 0.12 mm.
Time of concentration (TC) = 4.70 mm.
214.200
N = 0.013
+++ ++ + +++ + ++++++ ++++++ +++++++++ + +++++++++++++ ++++ ++ + +++++ ++
Process from Point/Station 214.200 to Point/Station 214.200
**** SUBAREA FLOW ADDITION ****
Calculated TC of 4.696 minutes is less
resetting TC to 5.0 minutes for rainfall
Rainfall intensity (I) = 6.850(In/Hr
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 4.70 mm.
than 5 minutes,
intensity calculations
for a 100.0 year storm
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.123
Subarea runoff = 0.169(CFS) for 0.030(Ac.)
Total runoff = 0.843(CFS) Total area = 0.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 214.200 to Point/Station 214.300
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 174.600(Ft.)
Downstream point/station elevation = 174.500(Ft.)
Pipe length = 25.90(Ft.) Slope = 0.0039 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.843(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.843(CFS)
Normal flow depth in pipe = 6.20(In.)
Flow top width inside pipe = 8.33(In.)
Critical Depth = 5.03(In.)
Pipe flow velocity = 2.60(Ft/s)
Travel time through pipe = 0.17 mm.
Time of concentration (TC) = 4.86 min.
G:\131014\Drainage\Drainage\Drainage StudyR.do6 8
Legoland Waterpark Expansion
IN 131014
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 214.300 to Point/Station 214.300
'" SUBAREA FLOW ADDITION ****
Calculated TC of 4.862 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 4.86 mm.
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.139
Subarea runoff = 0.112(CFS) for 0.020(Ac.)
Total runoff = 0.955(CFS) Total area = 0.170(Ac.)
++++++++++++++++++++++-f+++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 214.300 to Point/Station 211.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 164.500(Ft.)
Downstream point/station elevation = 0.000(Ft.)
Pipe length = 36.40(Ft.) Slope = 4.5192 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.955(CFS)
Nearest computed pipe diameter = 3.00(m.)
Calculated individual pipe flow = 0.955(CFS)
Normal flow depth in pipe = 1.51(In.)
Flow top width inside pipe = 3.00(In.)
Critical depth could not be calculated.
Pipe flow velocity = 38.43(Ft/s)
Travel time through pipe =' 0.02 mm.
Time of concentration (TC) = 4.88 min.
Process from Point/Station 214.300 to Point/Station 211.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 0.170(Ac.)
Runoff from this stream = 0.955(CFS)
Time of concentration = 4.88 mm.
Rainfall intensity = 6.850(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
G:\131014\Drainage\Drainage\Drainage StudyR.do69
Legoland Waterpark Expansion
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1 0.843 3.90 6.850
2 0.955 4.88 6.850
Qrnax(1) =
1.000 * 1.000 * 0.843) +
1.000 * 0.800 * 0.955) + = 1.606
Qmax(2) =
1.000 * 1.000 * 0.843) +
1.000 * 1.000 * 0.955) + = 1.798
Total of 2 streams to confluence:
Flow rates before confluence point:
0.843 0.955
Maximum flow rates at confluence using above data:
1.606 1.798
Area of streams before confluence:
0.150 0.170
Results of confluence:
Total flow rate = 1.798(CFS)
Time of concentration = 4.878 mm.
Effective stream area after confluence = 0.320(Ac.)
Process from Point/Station 211.000 to Point/Station 205.000
PIPEFLOW TRAVEL TIME (Program estimated size)
Upstream point/station elevation = 174.300(Ft.)
Downstream point/station elevation = 164.200(Ft.)
Pipe length = 14.90(Ft.) Slope = 0.6779 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.798(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 1.798(CFS)
Normal flow depth in pipe = 2.60(In.)
Flow top width inside pipe = 5.95(In.)
Critical depth could not be calculated.
Pipe flow velocity = 22.05(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 4.89 mm.
Process from Point/Station 211.000 to Point/Station 211.000
SUBAREA FLOW ADDITION ****
Calculated TC of 4.889 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 4.89 mm.
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
G:\131014\Drainage\Drainage\Drainage StudyR.doc40
Legoland Waterpark Expansion
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Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.271
Subarea runoff = 0.056(CFS) for 0.010(Ac.)
Total runoff = 1.854(CFS) Total area = 0.330(Ac.)
Process from Point/Station 211.000 to Point/Station 205.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 0.330(Ac.)
Runoff from this stream = 1.854(CFS)
Time of concentration = 4.89 mm.
Rainfall intensity = 6.850(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 1.348 4.72 6.850
2 0.337 4.34 6.850
3 1.854 4.89 6.850
Qmax(1) =
1.000 * 1.000 * 1.348) +
1.000 * 1.000 * 0.337) +
1.000 * 0.965 * 1.854) + = 3.474
Qmax(2) =
1.000 * 0.920 * 1.348) +
1.000 * 1.000 * 0.337) +
1.000 * 0.887 * 1.854) + = 3.222
Qmax(3) =
1.000 * 1.000 * 1.348) +
1.000 * 1.000 * 0.337) +
1.000 * 1.000 * 1.854) + = 3.539
Total of 3 main streams to confluence:
Flow rates before confluence point:
1.348 0.337 1.854
Maximum flow rates at confluence using above data:
3.474 3.222 3.539
Area of streams before confluence:
0.240 0.060 0.330
Results of confluence:
Total flow rate = 3.539(CFS)
Time of concentration = 4.889 mm.
Effective stream area after confluence = 0.630(Ac.)
++ ++++++++++ +++++++ + + ++++++++++ +++++++++++ ++++ +++++ +++++ + + +++++ + +++
Process from Point/Station 205.000 to Point/Station 216.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
G:\131014\Drainage\Drainage\Drainage StudyR.doc4l
Legoland Waterpark Expansion
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Upstream point/station elevation = 174.200(Ft.)
Downstream point/station elevation = 173.900(Ft.)
Pipe length = 68.20(Ft.) Slope = 0.0044 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.539(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.539(CFS)
Normal flow depth in pipe = 10.39(In.)
Flow top width inside pipe = 13.84 (In.)
Critical Depth = 9.11(In.)
Pipe flow velocity = 3.90(Ft/s)
Travel time through pipe = 0.29 mm.
Time of concentration (TC) = 5.18 mm.
++ +++++ + ++ ++ .+++ .+++ + ++++++++++++++++++ ++++ +++++++.++++++++ + +++++ +
Process from Point/Station 216.000 to Point/Station 216.000
SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.695(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 5.18 mm.
Rainfall intensity = 6.695(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.549
Subarea runoff = 0.139(CFS) for 0.040 (Ac.)
Total runoff = 3.678(CFS) Total area = 0.670(Ac.,)
Process from Point/Station 216.000 to Point/Station 217.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 173.900(Ft.)
Downstream point/station elevation = 173.330(Ft.)
Pipe length = 99.40(Ft.) Slope = 0.0057 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.678(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.678(CFS)
Normal flow depth in pipe = 9.70(In.)
Flow top width inside pipe = 14.34 (In.)
Critical Depth = 9.29(In.)
Pipe flow velocity = 4.38(Ft/s)
Travel time through pipe = 0.38 mm.
Time of concentration (TC) = 5.56 mm.
Process from Point/Station 216.000 to Point/Station 217.000
**** CONFLUENCE OF MAIN STREAMS ****
G:\131014\Drainage\Drainage\Drainage StudyR.doc42
Legoland Waterpark Expansion
JN 131014
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.670(Ac.)
Runoff from this stream = 3.678(CFS)
Time of concentration = 5.56 mm.
Rainfall intensity = 6.397(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 213.000 to Point/Station 219.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Initial subarea total flow distance = 80.000(Ft.)
Highest elevation = 180.000(Ft.)
Lowest elevation = 177.500(Ft.)
Elevation difference = 2.500(Ft.) Slope = 3.125 %
Top of Initial Area Slope adjusted by User to 1.000 %
Bottom of Initial Area Slope adjusted by User to 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
General Commercial
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.90 minutes
TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slope'(1/3)1
TC= [1.8*(1.1_0.8200)*( 60.000.5)/( 1.000A(1/3)1= 3.90
The initial area total distance of 80.00 (Ft.) entered leaves a
remaining distance of 20.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.46 minutes
for a distance of 20.00 (Ft.) and a slope of 1.00 %
with an elevation difference of 0.20(Ft.) from the end of the top area
Tt = (11.9*length(Mi)3)/(elevation change(Ft.))]'.385 *60(mjn/hr)
= 0.462 Minutes
Tt=[(11.9*0.00383)/( 0.20)]A.385= 0.46
Total initial area Ti = 3.90 minutes from Figure 3-3 formula plus
0.46 minutes from the Figure 3-4 formula = 4.37 minutes
Calculated TC of 4.366 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.820
Subarea runoff = 0.506(CFS)
Total initial stream area = 0.090 (Ac.)
++ ++++++++++++ + ++++++++ + ++++ + +++++++ ++ +++
Process from Point/Station 219.000 to Point/Station 220.000
PIPEFLOW TRAVEL TIME (Program estimated size) ****
G:\131014\Drainage\Drainage\Drainage StudyR.doc43
Legoland Waterpark Expansion
iN 131014
Upstream point/station elevation = 174.400(Ft.)
Downstream point/station elevation = 173.400(Ft.)
Pipe length = 85.10(Ft.) Slope = 0.0118 Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.506(CFS)
Nearest computed pipe diameter = 6.00(m.)
Calculated individual pipe flow = 0.506(CFS)
Normal flow depth in pipe = 4.17 (In.)
Flow top width inside pipe = 5.52(In.)
Critical Depth = 4.35(In.)
Pipe flow velocity = 3.46(Ft/s)
Travel time through pipe = 0.41 mm.
Time of concentration (TC) = 4.78 mm.
Process from Point/Station 219.000 to Point/Station 220.000
SUBAREA FLOW ADDITION ****
Calculated TC of 4.775 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 4.78 mm.
Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.131
Subarea runoff = 0.393(CFS) for 0.070(Ac.)
Total runoff = 0.899(CFS) Total area = 0.160(Ac.)
Process from Point/Station 219.000 to Point/Station 220.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.160(Ac.)
Runoff from this stream = 0.899(CFS)
Time of concentration = 4.78 mm.
Rainfall intensity = 6.850(In/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (mm)
1 3.678 5.56
2 0.899 4.78
Qmax(1) =
1.000 * 1.000 *
G:\131014\Drainage\Drainage\Drainage StudyR.doc44
Rainfall Intensity
(In/Hr)
6.397
6.850
3.678) +
Legoland Waterpark Expansion
iN 131014
0.934 * 1.000 * 0.899) + = 4.518
Qmax(2) =
1.000 * 0.859 * 3.678) +
1.000 * 1.000 * 0.899) + = 4.058
Total of 2 main streams to confluence:
Flow rates before confluence point:
3.678 0.899
Maximum flow rates at confluence using above data:
4.518 4.058
Area of streams before confluence:
0.670 0.160
Results of confluence:
Total flow rate = 4.518(CFS)
Time of concentration = 5.559 mm.
Effective stream area after confluence = 0.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 219.000 to Point/Station 220.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 6.397(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type
(General Commercial
Impervious value, Ai = 0.850
Sub-Area C Value = 0.820
Time of concentration = 5.56 mm.
Rainfall intensity = 6.397(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.820 CA = 0.918
Subarea runoff = 1.358(CFS) for 0.290(Ac.)
Total runoff = 5.875(CFS) Total area = 1.120(Ac.)
End of computations, total study area = 1.120 (Ac.)
See Detention Calculations Appendix D for Outflow to 18" HDPE Storm Drain
G:\131014\Drainage\Drainage\Drainage StudyR.doc45
Legoland Waterpark Expansion
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APPENDIX C
Hydraulic Calculations for Grates and Storm Drains
(See Exhibit 'K')
G:\131014\Drainage\Drainage\Drainage StudyR.doc46
Legoland Waterpark Expansion
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Capacity Calculations for Type G Catch Basin
Qmax/P = 3.0 * H'3/2 (Bureau of Public Roads Chart - See attached exhibit 'H')
Q - Storm runoff
P -Perimeter of catch basin grate D-15 (1.9'x 3.0' Area Drain P=1.9'+1.9'+3.0'+3.0'=9.8')
H - Head (assume 14" depression, H=1.17) All Bioretention Areas are designed to have 14" minimum
of freeboard
Assuming grate is half clogged: (P=9.8/2=4.9')
Qmax = (3.0 * 1.17"\3/2)*4.9' = 18.60 cfs, all Bioretention Areas are OK
3,
3' x 1.9' AREA DRAIN GRATE
G:\131014\Drainage\Drainage\Drainage StudyR.doc47
Legoland Waterpark Expansion
iN 131014
24"x 24" Catch Basin
QmaxlP = 3.0 * H"3/2 (Bureau of Public Roads Chart - See attached exhibit)
Q - Storm runoff
P - Perimeter of catch basin grate (24" x 24" Area Drain P=24"+24"+24"+24"=8.0')
H - Head (assume 6" depression, H=0.5')
Assuming grate is half clogged: (P=8.0/2=4.0')
Qmax = (3.0 * 05'A3/2)*40 = 4.24 cfs
24"
24"
24" x 24" AREA DRAIN GRATE
G:\131014\Drainage\Drainage\Drainage StudyR.doc48
Legoland Waterpark Expansion
IN 131014
6" Atrium Grate
Qmax=CoA (2gd)".5 San Diego Drainage Design Manual Orifice Equation
Q - Storm runoff
A= effective Area of Orifice Opening ir2/2 = 7t*(0.25)2/2= 0.098sf
d = Head (assume 6" depression, d=0.5')
Co= Coefficient for Orifice = 0.67
Qmax = 0.67*0.098* (2*32.2*0.5)0.5 = 0.37 cfs
G:\131014\Drainage\Drainage\Drainage StudyR.doc49
0 1
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3139 2012 by Autodesk, Inc.
6 HDPE Storm Drain
Circular Highlighted
Diameter (ft) = 0.50 Depth (ft)
Q (cfs)
Area (sqft)
Invert Elev (ft) = 0.10 Velocity (ft/s)
Slope (%) = 0.50 Wetted Perim (ft)
N-Value = 0.013 Crit Depth, Yc(ft)
Top Width (ft)
Calculations EGL (ft)
Compute by: Q vs Depth
No. Increments = 10
Wednesday, Jul 312013
= 0.45
= 0.423
= 0.19
= 2.27
= 1.25
= 0.34
= 0.30
= 0.53
Elev (ft)
1.00
0.75
0.50
0.25
0.00
-0.25
Section
Reach (ft)
Elev (ft)
1.00
0.75
0.50
0.25
now
-0.25
Section
0 1
Channel Report
Hydraflow Express Extension for AutoCADV Civil 305 2012 by Autodesk, Inc.
8 HDPE Storm Drain
Circular
Diameter (ft) = 0.67
Invert Elev(ft) = 0.10
Slope (%) = 0.50
N-Value = 0.013
Calculations
Compute by: Q vs Depth
No. Increments = 10
Thursday, Aug 12013
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL(ft)
= 0.60
= 0.923
= 0.33
= 2.76
= 1.68
= 0.46
= 0.40
= 0.72
I
Reach (ft)
Highlighted
Depth (if) = 0.90
Q (cfs) = 2.685
Area (sqft) = 0.74
Velocity (ft/s) = 3.60
Wetted Perim (if) = 2.50
Crit Depth, Yc (if) = 0.71
Top Width (if) = 0.60
EGL(if) = 1.10
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
12 HDPE Storm Drain
Circular
Diameter (if) = 1.00
Invert Elev (if) = 0.10
Slope (%) = 0.50
N-Value = 0.013
Calculations
Compute by: Q vs Depth
No. Increments = 10
Thursday, Aug 12013
Elev (if) Section Depth (if
2.00 1.90
1.50 1.40
H 1.00 I.'
0.50 0.40
I.. -0.10
-0.50 - -0.60
2 3
Reach (if)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Thursday, Aug 12013
18 HDPE Storm Drain
Circular Highlighted
Diameter (ft) = 1.50 Depth (ft) = 1.35
Q(cfs) = 7.916
Area (sqft) = 1.68
Invert Elev (ft) = 0.10 Velocity (ft/s) = 4.72
Slope (%) = 0.50 Wetted Perim (ft) = 3.75
N-Value = 0.013 Crit Depth, Yc (ft) = 1.09
Top Width (ft) = 0.90
Calculations EGL (ft) = 1.70
Compute by: Q vs Depth
No. Increments = 10
Elev (ft) Section
2.00
1.50
1.00
WE
-0.50
0 1 2 3
Reach (ft)
Legoland Waterpark Expansion
JN 131014
APPENDIX D
100 Year Storm Detention Calculations for Bioretention Area
G:\131014\Drainage\Drainage\Drainage StudyR.do64
Legoland Waterpark Expansion
iN 131014
Detention Calculations for Legoland Waterpark Expansion
A series of bioretention facilities are utilized throughout the site. The facilities were sized to contain
from 0.1 Q2 up to the 10 year storm event, see the Preliminary Storm Water Management Plan for
Legoland Waterpark Expansion, prepared by O'Day Consultants on July 22, 2013 (Reference 1). In a
100 year storm event the bioretention facilities will act as detention facilities. Though all the
bioretention facilities shall detain some storm water, only the largest one, Bioretention area 4, on the
upper pad was analyzed because the flowrates on the lower pad are less than existing without the
detention calculation. During a 100 year storm event 2.78cfs will leave the site, the total hydraulic
volume stored in Bioretention #4 is 4,412 cf. See calculations on the attached pages.
The inflow hydrograph was determined using the RatHydro program developed by Rick Engineering
for the County of San Diego. The RatHydro program utilizes the San Diego Hydrology Manual
(Section 6) to determine the rainfall distribution. A summary of the methodology is shown below:
The rainfall distribution for the a 6-hour rainfall is given by the following
The total amount of rainfall (PT(N)) for any given block (N) is determined by the equation
below:
PT(N) (IT(N)*TT(N))/60
Since TT(N)=NTc in minutes, where (N= an integer number representing the given
block number of rainfall) and I=7.44P6D'(-.645), substituting yields:
PT(N)=0. 124P6(NTc)'(0.3 55)
The distribution of the blocks are (2/3, 1/3), so the peak would occur at (2/3)*6 hours4
4hours.
So the actual rainfall for any given time is PN=PT(N)-PT(N-1)
The incremental hydrograph was calculated using the rainfall distribution where
QN=CAI(N) (cfs);
The incremental hydrograph was then inserted into the Hydraflow Hydrographs by Intellisolve
software v9.22. See attached hydrographs.
G:\131014\Drainage\Drainage\Drainage StudyR.doc55
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Tuesday, 10 /29/2013
Pond No. I - Bloretention Basin 4
Pond Data
Pond storage is based on user-defined values.
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 171.90 n/a 0 0
0.60 172.50 n/a 2,283 2,283
1.10 173.00 n/a 1,967 4,250
1.60 173.50 n/a 1,968 6,218
2.10 174.00 n/a 1,968 8,186
2.60 174.50 n/a 1,968 10,153
3.10 175.00 n/a 1,968 12,121
3.60 175.50 n/a 1,968 14,088
4.10 176.00 n/a 1,968 16,056
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (In) = 0.70 0.00 0.00 0.00 Crest Len (ft) = 9.80 0.00 0.00 0.00
Span (in) = 0.70 0.00 0.00 0.00 Crest El. (ft) = 173.33 0.00 0.00 0.00
No. Barrels = 1 0 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 171.90 0.00 0.00 0.00 Weir Type = Rect -
Length (ft) = 10.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 1.00 0.00 0.00 n/a
N-Value
= .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inlhr) = 0.000 (by Wet area)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Welt risers chocked for orifice conditions (ic) and submergence (s).
Stage! Storage! Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfll User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 171.90 0.00 - - - 0.00 - - - - -- 0.000
0.06 228 171.96 0.00 oc -- - - 0.00 - -- - - - 0.002
0.12 457 172.02 0.00 oc - - - 0.00 - - - - - 0.002
0.18 685 172.08 0.00 oc - - - 0.00 - - - - - 0.003 0.24 913 172.14 0.000c - - - 0.00 - - - - 0.003
0.30 1,142 172.20 0.000c - 0.00 - - - - 0.003 0.36 1,370 172.26 0.00 oc - -- - 0.00 - - - - 0.004
0.42 1,598 172.32 0.000c - - - 0.00 - - - - - 0.004
0.48 1,826 172.38 0.00 oc - - - 0.00 - - - - - 0.004
0.54 2,055 172.44 0.000c - - - 0.00 - - - - - 0.004
0.60 2,283 172.50 0.00 oc - - 0.00 - - - -- - 0.004
0.65 2,480 172.55 0.00 00 - - - 0.00 - - - - - 0.005
0.70 2,676 172.60 0.00 oc - - - 0.00 - - - - - 0.005
0.75 2,873 172.65 0.00 oc - - - 0.00 - - --- - - 0.005
0.80 3,070 172.70 0.01 oc - - 0.00 - - - - - 0.005
0.85 3,267 172.75 0.01 OC - - - 0.00 - - - 0.005
0.90 3,463 172.80 0.01 oc - - --- 0.00 - - - - - 0.005
0.95 3,660 172.85 0.01 oc -- - - 0.00 - - - -. - 0.006
1.00 3,857 172.90 0.01 oc - --- 0.00 -- -- - - 0.006
1.05 4,053 172.95 0.01 oc - - 0.00 -- - - -. - 0.006
1.10 4,250 173.00 0.01 00 -- - - 0.00 - - - - - 0.006 1.15 4,447 173.05 0.01 oc --- - - 0.00 - - -- - - 0.006
1.20 4,644 173.10 0.01 oc - - - 0.00 - - - -- - 0.006 1.25 4,840 173.15 0.01 oc - - - 0.00 - - - - - 0.006 1.30 5,037 173.20 0.01 oc - - - 0.00 - - - - - 0.006
1.35 5,234 173.25 0.01 OC - - - 0.00 - --- - -- - 0.007 1.40 5,431 173.30 0.01 oc --- - - 0.00 - --- -- -- 0.007
1.45 5,628 173.35 0.01 00 - - - 0.09 - - --- -- - 0.099 1.50 5,824 173.40 0.01 oc - --- - 0.60 - - - - - 0.612
1.55 6,021 173.45 0.01 oc - - - 1.36 -- - - - - 1.364
1.60 6,218 173.50 0.01 oc - - - 2.29 - - - - - 2.294 1.65 6,415 173.55 0.01 oc - - - 3.37 - - - - - 3.375
1.70 6,612 173.60 0.01 OC - - - 4.58 - - - - - 4.586
Continues on next page...
Bioretention Basin 4
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cts cfs cfs cfs cfs cfs cfs cts cfs cts
1.75 6,808 173.65 0.01 oc -- - - 5.91 -- - 5.915
1.80 7,005 173.70 0.01 oc - -- 7.34 -- - 7.352
1.85 7,202 173.75 0.01 oc - 8.88 - - 8.891
1.90 7,399 173.80 0.01 oc -- 10.52 - -- - - 10.52
1.95 7,595 173.85 0.01 oc - - - 12.24 - -- 12.25
2.00 7,792 173.90 0.01 oc - 14.04 - -- 14.05
2.05 7,989 173.95 0.01 oc --- 15.93 -- - - - 15.94
2.10 8,186 174.00 0.01 oc -- - 17.90 - - - 17.91
2.15 8,382 174.05 0.01 oc - - 19.94 - - - 19.95
2.20 8,579 174.10 0.01 oc - - 22.05 -- - - 22.06
2.25 8,776 174.15 0.01 oc - - 24.23 - - 24.24
2.30 8,973 174.20 0.01 oc - 26.48 - -- - 26.49
2.35 9,169 174.25 0.01 oc - - 28.80 - -- - 28.81
2.40 9,366 174.30 0.01 oc - - 31.18 - - - 31.19
2.45 9,563 174.35 0.01 oc - - 33.62 - - 33.63
2.50 9,760 174.40 0.01 oc 36.12 - - - - - 36.13
2.55 9,956 174.45 0.01 oc - - 38.68 - - -- 38.69
2.60 10,153 174.50 0.01 oc - -- - 41.30 - - 41.31
2.65 10,350 174.55 0.01 oc -- - 43.98 - - 43.99
2.70 10,547 174.60 0.01 oc - 46.71 - - - - - 46.72
2.75 10,743 174.65 0.01 cc - - 49.49 - 49.50
2.80 10,940 174.70 0.01 cc - - 52.33 -- - 52.34
2.85 11,137 174.75 0.01 oc - 55.22 - - - 55.23
2.90 11,334 174.80 0.01 oc - - 58.16 - -- 58.17
2.95 11,530 174.85 0.01 oc - - 61.16 - - - -- 61.17
3.00 11,727 174.90 0.01 cc - - 64.20 - - 64.21
3.05 11,924 174.95 0.01 cc - 67.29 - - - - 67.30
3.10 12,121 175.00 0.01 oc 70.43 - 70.44
3.15 12,317 175.05 0.01 cc - - 73.62 - - - 73.63
3.20 12,514 175.10 0.01 cc 76.85 - - 76.86
3.25 12,711 175.15 0.01 cc - - 80.13 - -- -- 80.14
3.30 12,908 175.20 0.01 cc - - 83.45 - 83.46
3.35 13,104 175.25 0.01 oc - - 86.82 - - - - 86.83
3.40 13,301 175.30 0.01 oc - - 90.24 - -- 90.25
3.45 13,498 175.35 0.01 oc - 93.69 - - - 93.70
3.50
3.55
13,695
13,891
175.40
175.45
0.01 oc
0.01 cc
- - 97.19
- - 100.74 -
- - 97.21
- - - 100.75
3.60 14,088 175.50 0.01 cc - - 104.32 - - 104.33
3.65 14,285 175.55 0.01 oc - - 107.95 - 107.96
3.70 14,482 175.60 0.01 oc -- - 111.61 - - - - 111.62
3.75 14,678 175.65 0.01 cc - - - 115.32 - - --- 115.33
3.80 14,875 175.70 0.01 cc 119.07 - - - 119.08
3.85 15,072 175.75 0.01 cc - - 122.86 - - - - 122.87
3.90 15,269 175.80 0.01 cc - - 126.69 - - - - - 126.70
3.95 15,465 175.85 0.01 cc - -- 130.55 - - - - - 130.56
4.00 15,662 175.90 0.01 cc -- 134.46 - - - - 134.47
4.05 15,859 175.95 0.01 oc -- - - 138.40 - 138.41
4.10 16,056 176.00 0.01 cc - 142.38 --- - - - -- 142.39
...End
\
CITY OF OCEANSIDE
HIGHWAY
CITY OF VISTA
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CITY OF ENCINITAS
VICINITY MAP
NO SCALE
EXHIBIT A
San Diego County Hydrology Manual
Section: 3
Date: June 2003
Page: 6 of 26
Table 3-I RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use I Runoff Coefficient "C"
Soil Type Elements
A B C D
Undisturbed Natural Terrain (Natural) Permanent Open Space 0' 0.20 0.25 0.30 0.35
Low Density Residential (LDR) Residential, 1.0 DU/A or less ID 0.27 0.32 0.36 0.41
Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46
Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49
Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52
Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57
Medium Density Residential (MDR.) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60
Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63
High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71
High Density Residential (HDR) Residential, 43.0 DU/A or less
80 0.76 0.77 0.8 0.79
Commercial/Industrial (N. Coni) Neighborhood Commercial 80 0.76 0.77 0.78 0.79
Commercial/Industrial (0. Corn) General Commercial 85 0.80 0.80 0.81 0.82
Commercial/industrial (O.P. Corn) Office Professional/Commercial 90 0.83 0.84 0.84 0.85
ComiucrcialIlndustnal (Limited I.)
Limited Industrial 90 0.83 0.84 0.84 0.85
Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87
'The values associated with 01/6 impervious may be used for direct calculation of the runoff c
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f
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i
c
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coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area
is located in Cleveland National Forest).
DU/A dwelling units per acre NRCS = National Resources Conservation Service
34
County of San Diego
Hydrology Manual
Soil Hydrologic Group
Legend
— Major Roads
Incorporated City Bdy
HYDROLOGIC SOIL GROUP
Hydrologic Group Undefined
- Hydrologic Group A
Hydrologic Group B
Hydrologic Group C
Hydrologic Group D
No Soil Data
DPW
imcis sicIs
THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND,
EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED
TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND
FITNESS FOR A PARTICULAR PURPOSE.
Copyright SanGIS. All Rights Reserved.
This product may contain information from the SANDAG Regional
Information System which cannot be reproduced without the written
pern'iosion of SANDAG.
This product may contain information which has been reproduced
with permission granted by Thomas Brothers Maps.
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Rainfall Isopluvials
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EXAMPLE:
Given: Watercourse Distance (0) = 70 Feet
Slope(s)=1.3%
VDY Runoff Coefficient (C) 0.41 T
-
Overland Flow Time (1) = 9.5 Minutes
SOURCE: Airport Drainage, Federal Aviation Administratio
n
.
1
9
6
5
FIGURE Rational Formula
- Overland Time of Flow Nomograph
H
3-3
100 0 A
V1iiI
EQUATION llh1IIDIllhIIHhIIIIIII______________________________ 11111111
MCI lllllhIllIOIIIIIIIH1IIIi. rictiyr 11111111
quill 11110 11H11 1111
liiii tiil IflI*I,
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h!IIhU!lIi:
IIIIiii!uIIIIIii!
11111111111H!! ikiii~111111
Ill 11 111111101. 11 -1111 N1114
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ui•uiuiuiui Uu•uU.IIIIuIuuIlI u•iuuiiuiiiuiin 1111111111 I!tti!!lIIIIII IIHI; 11111111 II•IIuIuuIIIIIuI
HIIIIIIIIIIIUII
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IlIllIllIllIllIll
— — — — — -- — ••• • UUUtStPl liii llill•UU•lltl ItSll,llll,l,,ui 1111 — e - • •Un litlflhlfl I.. u •...,.fl., ii in,..,. .........flhilSluli,lSl.,,,___.. fl. UI .......liii .iI_....t..uIlul,n U.•••nUUl I IlluilIIulUUu.i CeaUb,'I..l.I 1111,1
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UUuIIuuUt IIIIIIIIIUIIIISuI,l,I,II,$,,,I,,,l,I_____.. son .,,,I
mosommoseng
,.,,, 'I ..0 41,85111111 ....,ii,ti -______••.......0 uuuu,IIus, 1 11111111; 11111111111111 ---____••.......0 11111111 Ill IIUIlIIIUUuutIItlIuIIIItIItIIIIlIlpr.uU.pu Ill. .flh,,11111114 111tt,,,,,I ••USuuur - --"n IIuIiiiuu NIMBI i,iu, gill I •U•••R••••• lUlL lUhIllIltIlIllIflUl 1111111 1111111111111111111in UU••Ui•lI lUui Iuu.uslll UhhhIllhhIuuul hIIlUIhhlfflhhlHhhIhhU.II.U.I,,H 111111 Ihhhl ..R..RI..IIlu.II 1111111111 111H11111lflhi IHIH onsmm&amammRimmjmmumwj — _________________-
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3RU OF PUBLIC R3.3S •C?ACITY OF GRATE INLET IN SUM? pI iow-rwo WATER PONDED ON GRATE - :4. : :.
- —
sii*ri. 1
San Diego County Hydrology Manual
Date: June 2003 Section: 3 Page: 12 of 26
Note that the Initial Time of Concentration should be reflective of the general land-use at t
h
e
upstream end of a drainage basin. A single lot with an area of two or less acres does not ha
v
e
a significant effect wiere the drainage basin area is 20 to 600 acres.
Table 3-2 provides limits of the length (Maximum Length (L1)) of sheet flow to be used i
n
hydrology studies. Initial Tj values based on average C values for the Land Use Element
a
r
e
also included. These values can be used in planning and design applications as describe
d
below. Exceptions may be approved by the "Regulating Agency" when submitted with
a
detailed study.
Table 3-2
MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (T
Element* DU/
Acre
.5% 1% 2% 3% 5% 10%
LM Tj LM T1 LM T1 LM T, LM T1 LM T1 Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.21 70 11.51 85 10.01 100 9.51 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 1001 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 1001 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 1 65 8.4 1 80 7.4 1 95 7.0 1 100 6.0 100 4.8 MDR 10.9 50 8.71 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 1 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 1 75 4.0 1 85 3.8 1 95 3.4 100 2.7 N. Corn 50 5.3 60 4.5 75 4.0 85 3.81 95 3.4 100 2.7 G. Corn 50 4.7 60 4.1 75 3.6 85 3.41 90 2.9 1001 2.4 O.P./Corn 50 1 4.2 60 1 3.7 70 3.1 80 2.91 90 2.6 100 2.2 Limited 1. 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General 1.
d50
3.7 60 3.2 70 2.7 80 2.6 90 2.3 1 100 1.9 See Table 3-1 for more detailed description
3-12
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Sheet Number
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16,91 70 1705 0V
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ULTIAIATE CONDITIONS
FOR LEGOLAND WATERPARI( EXPANSION
€) DESIGNED BY: NF DATE: JULY 2013 / DRAWN BY: NE SCALE: 1" _20'
PROJECT MGR.:_KH JOB NO.: 131014
CONSULT N T S
2710 Laker Avenue West Civil Engineering ENGINEER OF WORK' Suite 100 Planning
Carlsbad, California 92010 Processing
760-931-7700 Surveying
Fax: 760-931-8680 DATE:
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