2006-08-02_PERMIT FILE - C1980007 ‎(8)‎

• Permit No: C1980007
• IBM Index Class Name: Permit File
• Doc Date: 8/2/2006
• Doc Name: Hydrologic/Hydraulic Analysis for Roadway Drainage
• Section_Exhibit Name: Exhibit 75 SGARE Appendix G Report to Appendix E
• Media Type: D
• Archive: No

3.2 Hydraulic Analysis Input Data
• Input data for HYDRA program include pipe sizes, lengths, invert elevations, fraction coefficient
value (Manning's n), manhole sizes, pipeline linkage (pipe-manhole connections) information,
and design storm water discharges obtained from the SEDCAD 4 model. Input for channel
velocity analyses were channel cross-section size and slope data from the survey and the design
plans, and peak flows at certain sections that were obtained from the SEDCAD 4 model.
3.3 Hydraulic Model Output
Hydraulic Grade-lines and Velocities in Trunk Lines
HYDRA model outputs aze included in Appendix E and summarized in Table 8.
Table 8 Hydraulic Characteristics of Trunk Lines
Between Stations 132+40 and 149+35
C~
Trunk Line Junction
Location Junction
T e Invert
Elevation Hydraulic Grade
Line Elev. Velocity
[No.] [Station] [-] [ft] [ft] [ s]
142+15 Inlet 7271.10 7279.25 N/A
137+80 Manhole 7217.00 7219.30 17.1
1 136+90 Manhole 7210.00 7212.30 14.4
134+90 Manhole 7193.00 7195.30 14.9
132+40 Outlet 7181.70 7183.42 11.8
149+35 Inlet 7350.15 7357.64 N/A
2 146+00 Manhole 7308.73 7310.90 16.4
142+90 Outlet 7274.20 7275.50 16.3
Hieh Velocities and Channel Protection Features
At some sections in the channel, high velocities will happen under the design conditions because
of the high flow and steep slope. Velocities at these locations and at culvert outlets were
calculated by using FlowMaster based on the model results and the geometry of cross-sections
(see the FlowMaster work sheets included in Appendix F). At these sections riprap or stone
check dams were designed for channel bed protection.
Riprap for this project was sized using FHWA Hydraulic Engineering Circulaz No. 14, Hydraulic
Design of Energy Dissipaters for Culvert and Channels, Figure II-C-1 (FHWA, 1987). Channel
velocities were determined and applied to Figure II-C-1 (Appendix G) to obtain the riprap size
needed to protect the channel. In this procedure, it was assumed that the stone will weigh 165
pounds per cubic yazd.
Five check dams were designed as summarized in Table 9. The check dams can effectively
dissipate momentum energy of storm water and reduce the flow velocities.
Stone dikes used to route storm water from the road side ditches to cross drains were also
designed based on SEDCAD 4 output and site conditions and are shown in Table 9.
• For riprap, check dam and stone dike design details, please see the June 2005 Design Plans,
Sheets DT-1 to DT-5, SS-2, SS-3, and DR-1 to DR-5.
Sunrise Engineering, Inc.
Sylvester Gulch Access Road
Hydrologic /Hydraulic Analyses for Roadway Drainage