2003-10-14_REVISION - M1992069 ‎(3)‎

• Permit No: M1992069
• IBM Index Class Name: Revision
• Doc Date: 10/14/2003
• Doc Name: Design Report
• From: Applegate
• To: DMG
• Type & Sequence: TR5
• Media Type: D
• Archive: No

I • . Irersiort:
' ENGINEERS, LTD.
P~ojectName:
i Site:
Risiwal15.1 030
NortL Eagleview Drainage Chatn~el
#3 to F S/
Initial l;eogrid Calculations
Total Batter + Incline
External Interface
Friction Angle
Active Earth Pressure
- External
Internal Interface
Prepared By:
Contact:
Phone:
BURNETT CONSULTING
TOM BURNETT
[phone]
Y' 7.120 [deg]
Se 32.000 [deg]
Kae 0.252
Eq [3-16]
Eq [3-11]
Friction Angle Si 21.333 [deg] Eq [3-17]
Active Earth Pressure
- Internal Kai 0.253 Eq [3-11]
Lateral Soil Force PsH 864.495 [Ib/ft] Eq [5-06]
Distance for Ps Ys 2.646 [ft] Eq [5-09]
Lateral Surcharge Force PqH 0.000 [lb/ft] Eq [5-08]
Distance for Pq Yq 3,968 [ft] Eq [5-10]
Horiz Active Fotce PaH 864.495 [lb/ft] Eq [5-11 ]
Hinge Height Hh 8,006 [ft] Eq [4-01]
Effective Height He 7,250 [ft]
Width of Reinforced Infill L' 4.250 [ft] Eq [5-01]
Increase in width due to Up Slope L" 0.086 [ft] Eq [5-02]
Total width due to Up SIOpe L[i 4,336 [ft] Eq [5-03]
Increase in Heigh[ due to Up Slope h 0.687 [ft] Eq [5-04]
Internal Ctitical Failure Plane a(i) 52.662 [deg] Eq [3-14]
External Critical Failure Plane a.(e) 51.493 [deg] Eq [3-14]
Base Sliding
Weight of reinforced soil Wri 4567.500 [lb/ft] Eq [5-15]
Weight of backslope Wr[i 175.114 [lb/ft] Eq [5-16]
Resist. to bs using Infill Soil Rs(i) 2963.514 [lb/ft] Eq [5-12]
Resist. to bs using Foundation Soil Rs(d) 4341.351 [Ib/ft] Eq [5-14]
FS against Sliding FSsI 3.428 Eq [5-17]
Design Standard Requirement FSsI Minimtmr 1.500
Overtutrling
Moment Arm for Infill Xri 3.078 [ft] Eq [5-19]
Moment Ann for Upslope Xr(Q) 4.705 [ft] Eq [5-20]
Resisting Moment Mr 14881.784 [ft lb/ft] Eq [5-18]
Overiuming Moment Mo 2287.084 [ft Ib/ft] Eq [5-22]
FS against Overturning FSot 6.507 Eq [5-23]
Design Standard Requirement FSot Minimum 2.000
Bearing Capacity
Bearing Capacity Factors ~f 32.000 [deg]
Nq 23.180
Nc 35.490
Ny 30.220
Ultimate Bearing Capacity Quit 27317.834 [psfj Eq [5-27]
Eccentricity a -0.031 [ft] Eq [5-25]
Effective Base Width B 5.311 [ft] Eq [5-24]
Applied Load Qa 892.930 [pst] Eq [5-26]
FS against Bearing Failure FSbc 30.593 Eq [5-28]
Design Standard Requirement FSbc Minimum 2.000
07/27/2003 1235 pmm