REVIEWED BLD RESUB1 BLD2021-0895+WALL Structural_Calculations+10.31.2021_10.56.49_AM+249273910/14/21 BLD2021-0895
Page 1 of 14
RESUB
Nov 01 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Page(s)
2
3-14
Structural Calculations
Eastman King Allan Block Wall
131 Skyline Drive
Edmonds, WA
October 14, 2021
Contents
Reference Codes & Standards
Structural e„alxic;c
N
O
N
O
The engineers seal and signature above indicates that the engineer of record assumes full
responsibility for the subject structure. Structural drawings S1 through S2 have been signed
and sealed by the engineer of record and represents a required element of the building
specifications. No other changes or modifications are required.
Notes, Disclaimers:
• Bradley Engineering, Inc. takes no responsibility for items not specifically addressed within this report set.
• This report is valid only for the specific project shown above and herein.
BRADLEY
ENGINEERING, INC.
811 Yew St.
Bellingham, WA 98229
Ph. (360) 752-5795
10/14/21 Page 2 of 14
REFERENCE CODES & STANDARDS L�-c 41
International Building Code, IBC 2018
Washington State Building Code, SBC 2018 --��
National Design Specification for Wood Construction, NDS 2018
Building Code Requirements for Structural Concrete, ACI 318-19
Minimum Design Loads for Buildings and Other Structures, ASCE 7-16 y �'
Steel Construction Manual, 15th Edition, AISC 2015
North American Standard for Cold -Formed Steel Structural Framing, AISI 2015 Ed.
TABLE 1: LATERAL DESIGN CRITERIA
Design Parameter
Value
Source
Seismic Design Category
D
IBC 1613
Risk Category
II
IBC Table 1604.5
Wind Exposure Category
B
IBC 1609.4.3
Basic Wind Speed
110 mph
IBC Figure 1609.3(1)
Design Wind Load
16.00 psf
ASCE 7-10 28.6-1
TABLE 2: VERTICAL DESIGN CRITERIA
Load Source
Live Load
Dead Load
Roof Diaphragm
20 psf
15 psf
Floor Diaphragm
40 psf
12 psf
Decks & Balconies
60 psf
10 psf
Ground Snow Load
25 psf
-
Roof Snow Load
25 psf
-
Exterior Wall
-
12 psf
Interior Wall
-
10 psf
Interior Partition
-
8 psf
TABLE 3: DEFLECTION LIMITS
Structural Member
Live
Snow
Live + Dead
Roof (plaster ceiling)
L/360
L/360
L/240
Roof (non -plaster ceiling)
L/240
L/240
L/180
Roof (not supporting ceiling)
L/180
L/180
L/120
Floor Members
L/360
-
L/240
Horizontal Deflection (any case)
-
-
L/200
Farm Buildings & Greenhouses
-
-
L/180
Long Spans (>20 feet)
-
-
L/480
Sliding Glass Doors
-
-
L/600
Note: The above minimum deflection limits are based on the 2018 IBC Table 1604.3.
Higher deflection values may be used at the engineer's discretion to improve performance
Eastman King Allan Block Wall
131 Skyline Drive
Edmonds, WA
Page Index
1 Section View External Calculations
Expanded Section Results
Section View Internal Calculations
Section View ICS Results
Section View ICS Geometry
AB Dover
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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13.35 ft
(Ref.)
6.68 ft
(Ref.)
Terraced Section 1 of 1 Bottom Terrace Base Information: Geogrid Information:
Base Width: 2 ft 4 x Miragrid 3XT @ 6 ft
Station 0 ft - 49.9 ft Base Depth: 0.5 ft 5 x Miragrid 3XT @ 12 ft
Base From Toe: 0.5 ft 3 x Miragrid 5XT @ 12 ft
2 x Miragrid 7XT @ 12 ft
Number Of Geogrid 14
See Disclaimer On Next Page
I hereby certify 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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External Terrace Calculations:
Section 1 Terrace Design Parameters
Terrace
Courses
Offset
Top Slope
Infill Phi
Infill Soil
Retained
Retained
Wall
Surcharge
Surcharge
Surcharge
Number
in
From Toe
Rise
Weight
Phi
Soil
Rock
Magnitude
Type
Position
Terrace
(ft)
(Courses)
(pcf)
Weight
Depth
(psf)
From Toe
(pcf)
(ft)
(ft)
3
10
12
0
30
125
30
125
1
see
cross -Section
See
Cross -Section
see
Cross -Section
2
10
6
1
30
125
30
125
1
0
___
1
110
INA
11
1 30
1125
130
125
11
10
1 ___
i ---
Allan Block Disclaimer:
Allan Block provides this software as a service for Its clients. The sole purpose of this software Is to assist engineem
in the design of mechanically stabilized retaining walls. The software uses evaluation techniques and engineenng
principles fountl 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 accu of input parameters and to review
and verify the correctness of the results. ALIAN BLOCK CORPORATION, ITS LICENSEES OR AGENTS DO NOT
THIS SO
This software only considers internal, external and internal compound stability (Pis) of the reinforced composite
ss. The inremal compound stabllity calalatlons are limited to an evalua[lon zone above the base materlal and
back no further than 3 • H or He L, whichever Is greater. This program DOES NOT add— global stability,
defined as mil stabilty below the base material and beyond the limits for Internal compound stabil It, Global
Stabllshould be evaluated [o de[ennine If [he oveall site is ,tame. I[ is the responsibility of [he owner to ensure
the gl,b obal stability is analyzed. The engineer of record must evaluate [he protect site for proper water management
antl all potential motles of failure within Me segmental retaining wall evaluation zone. l-i g thechnical engineering
fine ce— reta inthe owner shoultl pmvitle a full global stability opinion of he site inclutling [he eReds on he
segmental retaining wall.
AB Walls contains DEFAULT values for all data inputs that the user MUST change or verify as appropriate for Me
project conditions being analyzed. These DEFAULT values do NOT ensure a conservat,_ design for any ste
mnditlon. The Final design must provide for proper wall drainage to prevent the buildup of hydrostatic pressures
er the service Ilfe of the structure. 1n the event additional water is Introduced Into the general wall area, anther
above or below grade, any designs from thls software would be Invalid unless otherwise noted by the engineer of
record. It Is also recommended that an Independent assessment of Me foundation son for —lament potential and
wall defiactlons for Me proposed strucure be perform- Changes In the subsoil mndmons are not mduded In this
software. These addtional potential failure motles shoultl be evaluated by Me engineer of record pnor to initiating
wall con—dion and may require site inspection by Me on -site soils engineer. All installations must conform to the
Allan Block Spec Book. (Refer to R0901).
Mad,— files for hand calculations to support the software', consideration of internal, external antl internal
compound stability of the remforeed composite mass are provided in the AB Resources Drop Down Menu. These
Files are to be configured on that the engineer of record can evaluate the output of the software. Individual
equatnons may be altered at the drat- of the engineer of record.
Wall Design Parameters
AB Dover
External Stability Results
Safety Factors
Sliding
Overturning
Terrace
#
Bearing
Static
Seismic
Static Seismic
(2.0
(1.5
(1.1
(2.0 (1.5
min)
min)
min)
min) min)
3
4.89
1.7
14.14
3.79
9.9
2
4.86
2.26
13.83
5.75
11.09
1
1 3.3
1.69
6.69
3.07
1 2
Foundation Soil
Friction Angle: 32
Unit Weight: 125 pcf
Cohesion: 0 psf
Infill and Retained Soil
See Expanded Table
Section Notes
1 - test this 1
2 - test this 3
3 - test this 3
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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Wall Desian Variables:
Infill Active Earth Pressure Coefficient (Kai) = 0.253
Retained Active Earth Pressure Coefficient (Kar) = 0.253
Terrace Heights = 10 Courses
Total Structure Height = 30 Courses
Course
Number
Grid
Layer
Grid
Length
(ft)
Elevation
(ft)
Terrace
Number
tmax (plf)
Itads (pcf)
Overstress
FOS
Retained
Soil
Weight
(Pcf)
Required
Connection
Capacity (to)
(Plf)
Fbg (plf)
Total To
(plf)
Connection
Capacity
(Plf)
Block
Pullout
FOS
treq at End
Of Grid
(plf)
Developed Geogrid
Capacity at End Of
Grid (plf)
27
14 A
6
17.4
3
818.7
1999
2.4
125
764.7
68.5
833.2
1328.6
1.59
14.3
16.3
25
13 A
6
16.1
3
612.5
1999
3.3
125
479.4
76.1
555.4
1419.1
2.56
22.4
27.2
23
12 A
6
14.9
3
486.2
1999
4.1
125
393.9
106.5
500.4
1509.5
3.02
27.6
38.1
21
11 A
6
13.6
3
521.5
1999
3.8
125
431
136.9
567.9
1599.9
2.82
44.3
48.9
19
10 A
12
12.3
2
581.6
1999
3.4
125
512.4
7.6
520
1238.2
2.38
7.3
59.8
17
9 A
12
11
2
652.3
1999
3.1
125
495
45.6
540.6
1328.6
2.46
37.3
70.7
15
8 A
12
9.7
2
724.2
1999
2.8
125
508.9
76.1
584.9
1419.1
2.43
73.2
81.6
13
7 A
12
8.4
2
904.9
1999
2.2
125
408.9
106.5
515.4
1509.5
2.93
75
92.4
11
6 A
12
7.1
2
1067.8
1999
1.9
125
423.5
136.9
560.4
1599.9
2.86
23.6
103.3
9
5 B
12
5.8
1
625.6
2684
4.3
125
580.3
7.6
587.9
1332.2
2.27
---
64.5
7
4 B
12
4.5
1
790.3
2684
3.4
125
540.4
45.6
586
1422.6
2.43
60.7
75.2
5
3 B
12
3.2
1
1135.2
2685
2.4
125
518.3
76.1
594.4
1513.1
2.55
64.3
85.9
3
2 C
12
1.9
1
1977.2
3370
1.7
125
475.8
106.5
582.3
1339.2
2.3
---
96.6
1
1 C
12
0.6
1
1395.8
3370
2.4
125
598.4
136.9
735.3
1417.4
1.93
-
107.4
Geogrid Legend
A - Miraqrid 3XT
B - Miraqrid 5XT
C - Miraqrid 7XT
Min. Lenqth of Geoqrid
12 ft
I hereby certify 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:
U
U
O
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C
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0.7 ft
3.5 ft
------- Miragrid 3XT
------- Miragrid 5XT
AB Dover
Section 1 of 1 Base Information
Section O ft 10.3 ft Base Width: 2 ft
Base Depth: 0.5 ft
Base From Toe: 0.5 ft
Allan Block Disclaimer
Allan Block provides this software as a service for Its clients. The sole purpose of this software Is to assist engineers In the design of
mechanically stabilized retaining walls. The software uses eyaluatlon technlques and engineering pdnciples found In the Allan Block
Engineering Manual. (Refer to R0900 and supporting references.) It Is the responsiblllty of the engineer of re— to determine the
Propriety and accuracy of input parameters and to review and verify the correctness of the results. ALIAN BLOCK CORPORATION,
ITS LICENSEES OR AGENTS DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE
USE OR MISUSE OF THIS SOFTWARE.
This software only considers internal, u—nal antl intemal compound stability (ICS) of the reinforcetl composite mass. The intemal
compound stability calculations are Imbed bed to on evaluation zone above the base material no 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 end beyond
the limits for intemal wmpound stability. Global Stability should be evaluated to determine if the overall site is stable It is the
responsiblllty of the owner to ensure the global steblllty Is analyzed. The engineer of record must —1—the prol-site for prop,
water management and all potential modes of failure within the segmental retaining wall eyaluatlon one. The geotechniwl
engineering firm wnt—sol by the owner should provide a Nil global stsblltty opinion of the site Including the effects on the
segmental retaining wall.
AB Walls —ins DEFAULT values for all data inputs that the user MUST change or verily as appropriate for the proj
otherwise noted by the engineer of rewrd. It is also recommended that on independent assessment of the foundation soil for
ment potential antl wall defl,Qions for the proposetl structure be performed. Changes in the subsoil conditions are not included
"Sn th s software. These additional potential failure modes should be evaluated by the engineer of —M prior to initiating wall
onstru—, and may require site Inspection by the on -site soils engineer. All Installations must conform to the Allan Block Spec
Book. (Refer to Rd—).
MathCAD files for hand t,I,ul,tlons W support the software's consideratlon of Intemal, external and intemal wmpound stabllity of the
reinforced composite mass are provided in the AS Resources Drop Down Menu. These files are to be configured so that the engineer
of record ran evaluate the output of the software. Individual equations may be altered At the disnetion of the engineer of record,
Section Notes
Wall Design Variables
AB Dover
Section Heiqht 5.81 ft
1 test this 1
Total Panel Heiqht 5.81 ft
0.646 ft
2 -test this 3
Angle of Setback 6 Deq.
Depth of Block 0.98 ft
Lenqth of Block 1.47 ft
3 - test this 3
Safety Factors Static External
Actual Slidinq
3.32 >= 1.5
Actual Overturninq
6.79 >= 2
Geogrid Information:
4 x Miragrid 3XT @ 3.5 ft
Number Of Geogrid 4
Infill Soil
Friction Anqle 30 Deq.
Unit WT 125 pcf
Retained Soil
Friction Anqle 30 Deq.
Unit WT 125 pcf
Foundation Soil
Friction Anqle 30 Deq.
Unit WT 125 pcf
Cohesion 0 psf
Bearing CaDacity
Factor of Safety 6.76
Sigma_ult - 5286.61 psf
Sigma_max - 782.25 psf
Intemal Compound Stability
Factor of Safetv 2.82
Course Number 0
Wall Rock Requirements
Continuous Minimum Depth = 1 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:
= Fn
Wall Design Variables
Kai = Active Earth Pressure Coefficient Infill = 0.253
Kar = Active Earth Pressure Coefficient Retained = 0.253
H = Wall Height = 5.81 ft
He = Effective Height = 5.81 ft
He_i = Effective Height = 5.81 ft
i = Slope = 0 Deg.
i_int = Effective Slope = 0 Deg.
i_ext = Effective Slope = 0 Deg.
Internal Design Calculations (Static)
Sartinn- 1
Setback = 90 - Beta Angle = 6.62 Deg.
Wf = Weight of Facing = 734.15 plf
Wt = Total Weight = 2698.48 plf
Fa = Active Force = 533.53 plf
Fav = Vertical Force = 182.48 plf
Fah = Horizontal Force = 501.35 plf
Fr = Resistance Force = 1663.32 plf
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
4A
374.56
3.5
55.71
1332.67
35.88
34.56
1.9
4.18
3A
373.27
3.5
99.03
1332.67
20.19
20.81
3.2
7.43
2A
1 371.98
1 3.5
1 148.55
1 1332.67
1 13.46
1 14.79
1 4.77
11.15
1A
1 370.69
1 3.5
1 198.07
1 1332.67
1 10.09
1 11.77
1 6.34
14.86
Geogrid Legend
A - Miragrid 3XT
B - Miraqrid 5XT
C - Miraqrid 7XT
Min. Length of Geoqrid: 3.5 ft
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I hereby certify that these calculations were prepared by me or under
my direct supervision and that I am a duly licensed engineer certified
v - °; °i ai
and responsible for the content of these calculations.
o 0 1a o vruZ
a a 0 0 fl7
Page #:
Signature:
i Oc
1 C
v21.0.20 P
Engineer:
License #: Date:
Internal Compound Stability Results:
The calculated values listed below are the worst case slip arcs for each block course. The highlighted is
the worst case of all courses. To improve the internal compound stability safety factors the designer can
lessen grid spacing, increase the infill soil strength requirements, increase geogrid strength or consider
lengthening the geogrids. These calculations in no way represent a global stability analysis. If a global
stability analysis is deemed necessary, a global stability program must be used.
Internal Compound Stability Results:
Section: 1
N)nnl
Course Number
Factor of
Safety (Static)
SFr
(plf)
SVu :
SConn
(plf)
SFs
(plf)
SFgrid
(plf)
SDynF
(plf)
SWt
(plf)
SQ
(plf)
SQpt
(plf)
8
9.53
96.57
142.62
25.1
0
0
166.68
0
0
7
23.25
202.12
2037.72
96.32
0
0
336.51
0
0
6
13.22
445.4
2414.24
216.31
0.82
0
744.5
0
0
5
9.35
606.73
2839.43
368.6
0
0
992.81
0
0
4
6.8
1008.45
2943.73
582.85
9.31
0
1675.5
0
0
3
5.29
1083.69
3054.38
782.31
0
0
1749.85
0
0
2
4.22
1615.51
2938.68
1090.08
44.09
0
2675.98
0
0
1
3.32
1663.96
2757.04
1332.88
0
0
2713.12
0
0
0
2.82
3020.56
2002.55
1784.39
0
0
5126.2
0
0
I hereby certify 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:
L
E
L •-
N
E E a
Z E Z L
N
ji-
Z ..
V - Zn a�
U1 ru
dJ>d�CI
Page #:
2
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Internal Compound Stability Geometry:
The geometry information listed below represents the worst case slip arc entrance and exit points and the
accociated acr radius and center of arc coordinates for each block course. The user could use these
corrdinates in a drawing program such as AutoCAD to recreate the individual slip arcs.
Internal Compound Stability Geometry:
Section: 1
Y1
Y2
19P-cprnM9P16
Course Number
Factor of Safety
(Static)
Arc Center
Xc (ft)
Arc Center
Yc (ft)
Arc Radius
R (ft)
Arc Exit
X2 (ft)
Arc Exit
Y2 (ft)
Arc Enter
X1 (ft)
Arc Enter
Y1 (ft)
8
9.53
0.21
22.72
17.6
1.5
5.17
5.1
5.81
7
23.25
-0.4
15.57
11.2
1.43
4.52
5.1
5.81
6
13.22
-1.14
19.21
15.53
1.35
3.87
6.73
5.81
5
9.35
-1.86
16.91
14.03
1.28
3.23
6.73
5.81
4
6.8
-1.82
18.82
16.52
1.2
2.58
8.36
5.81
3
5.29
-2.67
15.47
14.06
1.13
1.94
7.55
5.81
2
4.22
-2.16
16.62
15.67
1.05
1.29
9.18
5.81
1
3.32
-3.23
14.52
14.5
0.98
0.65
8.36
5.81
0
2.82
T 0.8
12.98
12.98
0.98
0
11.62
5.81
I hereby certify 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:
L
E
L •-
N
E E a
Z E Z L
N
ji-
Z ..
V - n
a) t6
d J> d on
Page #:
3
MFM
0.5 ft No
AB Dover
Section 1 of 1 Base Information:
Section O ft 10.3 ft Base Width: 2 ft
Base Depth: 0.5 ft
Base From Toe: 0.5 ft
Allan Block Disclaimer
Allan Block provides this software as a service for Its clients. The sole purpose of this software Is to assist engineers In the design of
mechanically stabilized retaining walls. The software uses evaluation technlques and engineering principles found In the Allan Block
Engineering Manual. (Refer to R0900 and supporting references.) It Is the responsiblllty of the engineer of e— to determine the
Propriety and accuracy of input parameters and to review and verify the correctness of the results. ALIAN BLOCK CORPORATION,
ITS LICENSEES OR AGENTS DO NOT ASSUME ANY LIABILITY OR RESPONSIBILITY FOR DAMAGES WHICH MAY RESULT FROM THE
USE OR MISUSE OF THIS SOFTWARE.
This software only considers internal, u—nal and intemal compound stability (ICS) of the reinforcetl composite mass. The intemal
compound stability calculations are Imbed to on evaluation zone above the base material no 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 end beyond
the limits for intemal wmpound 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 steblllty Is analyzed. The engineer of record must evaluate the prol-site for prop,
water management and all potential modes of failure within the segmental retaining wall evaluation one. The geotechniwl
engineering firm wnt—sol by the owner should provide a Nil global stabllity opinion of the site Including the effects on the
segmental retaining wall.
AB Walls —ins DEFAULT values for all data inputs Mat the user MUST orange or verify as appropriate for the proj
otherwise noted by the engineer of —w . It is also recommended that on independent assessment of the foundation soil for
ment potential antl wall defl,Qions for the proposetl structure be performed. Changes in the subsoil conditions are not included
"Sn th s software. These additional potential failure modes should be evaluated by the engineer of r—M prior to initiating wall
onstru—, and may require site Inspection by the on-slte soils engineer. All Installations must conform to the Allan Block Spec
Book. (Refer to R0901).
MathCAD files for hand t,I,ul,tlons W support the software's consideratlon of Intemal, external and intemal wmpound stablllty of the
reinforced composite mass are provided in the AS Resources Drop Down Menu. These files are to be configured so that the engineer
of record ran evaluate the output of the software. Individual equations may be altered At the disnetion of the engineer of record,
Section Notes
Wall Design Variables
AB Dover
Section Heiqht 4.52 ft
1 test this 1
Total Panel Heiqht 4.52 ft
0.646 ft
2 -test this 3
Angle of Setback 6 Deq.
Depth of Block 0.98 ft
Lenqth of Block 1.47 ft
3 - test this 3
Safety Factors Static External
Actual Slidinq
1.76 >= 1.5
Actual Overturninq
2.09 >= 2
Infill Soil
Friction Anqle 30 Deq.
Unit WT 125 pcf
Retained Soil
Friction Anqle 30 Deq.
Unit WT 125 pcf
Foundation Soil
Friction Anqle 30 Deq.
Unit WT 125 pcf
Cohesion 0 psf
Bearing CaDacity
Factor of Safety 9.44
Sigma_ult - 6192.73 psf
Sigma_max - 655.87 psf
Intemal Compound Stability
Factor of Safetv 1.66
Course Number 2
Wall Rock Requirements
Variable Depth
Height Depth
Bottom 3.87 ft 1 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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CD
Paqe #:
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v 21.0.20
Wall Design Variables
Kai = Active Earth Pressure Coefficient Infill = 0.253
Kar = Active Earth Pressure Coefficient Retained = 0.253
H = Wall Height = 4.52 ft
He = Effective Height = 3.17 ft
He_i = Effective Height = 4.52 ft
i = Slope = 0 Deg.
i_int = Effective Slope = 0 Deg.
i_ext = Effective Slope = 0 Deg.
Internal Design Calculations (Static)
Sartinn- 1
Setback = 90 - Beta Angle = 6.62 Deg.
Wf = Weight of Facing = 400.52 plf
Wt = Total Weight = 400.52 plf
Fa = Active Force = 158.8 plf
Fav = Vertical Force = 54.31 plf
Fah = Horizontal Force = 149.22 plf
Fr = Resistance Force = 262.6 plf
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
Geogrid Legend
A - Miragrid 3XT
B - Miraqrid 5XT
C - Miraqrid 7XT
Min. Length of Geoqrid: 0 ft
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I hereby certify that these calculations were prepared by me or under
my direct supervision and that I am a duly licensed engineer certified
v = °; °i ai Z
and responsible for the content of these calculations.
o o ra o (nru
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Paqe #:
Signature:
n
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v21.0.20 P
Engineer:
License #: Date:
Internal Compound Stability Results:
The calculated values listed below are the worst case slip arcs for each block course. The highlighted is
the worst case of all courses. To improve the internal compound stability safety factors the designer can
lessen grid spacing, increase the infill soil strength requirements, increase geogrid strength or consider
lengthening the geogrids. These calculations in no way represent a global stability analysis. If a global
stability analysis is deemed necessary, a global stability program must be used.
Internal Compound Stability Results:
Section: 1
N)nnl
Course Number
Factor of
Safety (Static)
SFr
(plf)
SVu :
SConn
(plf)
SFs
(plf)
SFgrid
(plf)
SDynF
(plf)
SWt
(plf)
SQ
(plf)
SQpt
(plf)
6
6.72
51.31
110.82
24.13
0
0
87.39
0
0
5
2.78
103.18
132.98
84.91
0
0
173.44
0
0
4
1.96
160.15
166.23
166.5
0
0
265.87
0
0
3
1.71
311.97
221.64
312.57
0
0
542.78
0
0
2
1.66
408.44
332.46
445.72
0
0
691.19
0
0
1
1.98
677.11
664.92
676.57
0
0
1126.97
0
0
0
1.81
1708.77
231.24
1071.78
0
0
3018.2
0
0
I hereby certify 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:
L
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Internal Compound Stability Geometry:
The geometry information listed below represents the worst case slip arc entrance and exit points and the
accociated acr radius and center of arc coordinates for each block course. The user could use these
corrdinates in a drawing program such as AutoCAD to recreate the individual slip arcs.
Internal Compound Stability Geometry:
Section: 1
Y1
Y2
19P-cprnM9P16
Course Number
Factor of Safety
(Static)
Arc Center
Xc (ft)
Arc Center
Yc (ft)
Arc Radius
R (ft)
Arc Exit
X2 (ft)
Arc Exit
Y2 (ft)
Arc Enter
X1 (ft)
Arc Enter
Y1 (ft)
6
6.72
-0.66
13.65
9.98
1.35
3.87
3.37
4.52
5
2.78
-2.19
11.2
8.69
1.28
3.23
3.37
4.52
4
1.96
-3.2
9.7
8.37
1.2
2.58
3.37
4.52
3
1.71
-3.03
10.34
9.37
1.13
1.94
4.32
4.52
2
1.66
-3.6
9.26
9.22
1.05
1.29
4.32
4.52
1
1.98
-3.46
9.85
10.22
0.98
0.65
5.26
4.52
0
1.81
0.82
9.74
9.74
0.98
0
9.04
4.52
I hereby certify 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:
L
E
L •-
N
E E a
Z E Z L
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V - n
a) t6
d J> d on
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