REVIEWED BLD2023-0138+Structural_Calculations+2.2.2023_11.22.06_AM+3347563APPENDIX A
Allan Block Software Retaining Wall Design Calculations
0.6 ft 3
G4 Deg.
AB Classic
Section 0 of 0 Base Information
Base Width: 2 ft
Base Depth: 0.5 ft
Base From Toe: 0.5 ft
Allan Block Disclaimer
Allan amck provides this software as a service for its clients. The sole purpose of this software Is to asslst engineers in the design of
mechanically stabed retaining walls. The software uses evaluation techniques and engineering princlples found in the Allan Block
Engineering Manual. (Refer to R0904 and supporting references.) it is the responsibility of the engineer of record to determine the
propriety and accuracy of input parameters and to review and verify the co —hoes of the results. ALIAN BLOCK CORPORATION,
omp- d stability calculations are lim lted to on evaluation zone above the base mate -I and back no further than 2 * H or He + L,
whichever Is greater. This program DOES NOT address global stability, defined as soil stability below the base material and beyond
the limits for Internal compound stability. Global Stability should be evaluated to determine if the overall site is stable. It is the
responsibility of the owner to ensure the global stability is analyzed. The engineer of record must evaluate the project site for grope
wafer management and all potentlal modes of failure within the segmental retaining wall eyaluatlon zone. The geotechnical
en9ineerinq firm contracted by the owner should provid, a full global stabllity opinion of the site Including the effects on the
AB Walls contains DEFAULT values for all data inputs tbat the user MUST change or verify - appropriate for the p
water is introduced into the general wall area` er—, above or below grade, any designs from this software would be invalid unless
otherwise noted by Me engineer of record. E is also recommended Mat on independent assessment of the foundation soil for
settlement potted and wall defleEtions for the proposed structure be performed. Changes in the subsoll—ditlons are not Included
In this software. These additional potentlal failure motles should be evaluat,d by the engineer of record prior to Initiating wall
onshuQlon and may require site Inspection by the on -site soils engineer. All Installatbns must conform to Me Allan Block Spec
Book. (Refer to R0901).
Met CAD files for hand calculations to support the software's consideration of Internal, e#ernal and Intemal compound stebllity of the
einforcetl composite mass are provitled in the AB Resources Drop Down Menu. These files are to be c,nfig— so that the engineer
of recprd can evaluate the output of the software. Individual equations may be altered et the tliscreti- of the engineer of ro—
Wall Design Variables
AB Classic
Section Notes
1 - test this 1
Total Panel Heiqht 5.17 ft
0.646 ft
Angle of Setback 6 Deq.
2 - test this 3
Depth of Block 0.98 ft
Lenqth of Block 1.47 ft
3 - test this 3
Safety Factors Static External
Actual Slidinq
4.94 >= 1.5
Actual Overturninq
7.82 >= 2
Safety Factors Seismic External
Peak Ground Acceleration = 0.2
Actual Slidinq
3.25 >= 1.125
Actual Overturninq
4.56 >= 1.5
Infill Soil
Friction Anqle 36 Deq.
Unit WT 120 pcf
Retained Soil
Friction Anqle 36 Deq.
Unit WT 120 pcf
Foundation Soil
Friction Angle 36 Deq.
Unit WT 120 pcf
Cohesion 0 psf
Bearinq Capacity
Factor of Safety 12.89
Sigma_ult - 9500.95 psf
Sigma_max - 736.92 psf
Intemal Compound Stability
ics not calculated
Wall Rock Requirements
Variable Depth
Heiqht Depth
Bottom 4.52 ft 1 ft
Geogrid Information:
3 x Miragrid 3XT @ 3.5 ft
Number Of Geogrid 3
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Wall Design Variables
Kai = Active Earth Pressure Coefficient Infill = 0.202 Setback = 90 - Beta Angle = 6.62 Deg.
Kar = Active Earth Pressure Coefficient Retained = 0.193 Wf = Weight of Facing = 652.58 plf
H = Wall Height = 5.17 ft Wt = Total Weight = 2328.81 plf
He = Effective Height = 6.07 ft Fa = Active Force = 426.56 plf
He_i = Effective Height = 5.47 ft Fav = Vertical Force = 173.5 plf
i = Slope = 18.4 Deg. Fah = Horizontal Force = 389.68 plf
Lint = Effective Slope = 5.53 Deg. Fr = Resistance Force = 1924.04 plf
i_ext = Effective Slope = 0.95 Deg.
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Internal Design Calculations (Static) Fe
Section: 0
Geogrid Number Geogrid Elevation Geogrid Length ft Tensile Force plf Allowable Load plf Factor Safety Factor Safety Factor Safety Efficiency
ft Overstress Pullout Block Pullout Soil
3A 3.23 3.5 92.14 1332.67 21.69 21.63 4.25 6.91
Geogrid Legend
A - Miraqrid 3XT
B - Miraqrid 5XT
C - Miraqrid 7XT
Min. Lenqth of Geoqrid: 3.5 ft
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Wall Design Variables
Ao = Specified Horizontal Peak Ground Acceleration = 0.2
dl = Allowable Lateral Deflection Internal = 3 in
d2 = Allowable Lateral Deflection External = 3 in
Kaei = Dynamic Earth Pressure Coefficient Infill = 0.25
Kaer = Dynamic Earth Pressure Coefficient Retained = 0.23
Khi = Horizontal Seismic Coefficient Internal = 0.08
Khr = Horizontal Seismic Coefficient Retained = 0.08
DFdyn = Dynamic Earth Force = 91.75
DFdynh = Dynamic Earth Force Horizontal = 83.82
DFdynv = Dynamic Earth Force Vertical = 37.32
Pir = Seismic Internal Force = 127.72 plf
Hir = Seismic Internal Force Location = 2.67 ft
Internal Design Calculations (Seismic)
Section: 0
01 d�m
jP Fo
Geogrid Number
Geogrid Elevation
ft
Geogrid Length ft
Tensile Force plf
Allowable Load plf
Factor Safety
Overstress
Factor Safety
Pullout Block
Factor Safety
Pullout Soil
Efficiency
3A
3.23
3.5
169.92
2635.04
17.06
11.73
1.12
6.45
2A
1.94
3.5
135.9
2635.04
21.33
15.66
4.75
5.16
1A
1 0.65
1 3.5
1 172.89
1 2635.04
1 16.77
1 13.1
1 7.83
1 6.56
Geogrid Legend
A - Miraqrid 3XT
B - Miraqrid 5XT
C - Miraqrid 7XT
Min. Lenqth of Geoqrid: 3.5 ft
I hereby certity that these calculations were prepared by me or under
my direct supervision and that I am a duly licensed engineer certified
and responsible for the content of these calculations.
Signature:
Engineer:
License #: Date:
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