REVIEWED BLD2022-0412+Structural_Calculations+3.30.2022_1.51.26_PM+2771247BUILT engineering
STRUCTURAL CALCULATIONS
RECEIVED
5/3/22
Project: CITY OF EDMONDS
DEVELOPMENT
Park Pine 614 SERVICES DEPARTMENT
614-616 5th Avenue S
Edmonds, WA 98020
Architect:
Citizen Design
10 Dravus St
Seattle, WA 98109
Engineer:
Built Engineering
539 Broadway, #305
Tacoma, WA 98402
BLD2022-0412
(ONE SET OF PLANS FOR ALL UNITS
IN THE r RI III nINn)
,.,.,.,.,.,
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
BUILT engineering
CRITERIA
Gravity
roof
dead
TPO membrane
0.5
live
snow 25.0 psf
3/8" plywood
1.1
wood battens
0.2
1/2" plywood
1.5
1-3/4x7-1/4 LVL @ 12" oc
3.7
R38 Polyiso Spray Insulation
1.5
1/2" gyp. wallboard
2.2
miscellaneous
1.3 11 %
12.0 psf
total
dead + snow
37.0 psf
floor
dead
vinyl flooring
1.0
live
residential 40.0 psf
bldgs A/B
6" MPP panel
18.5
miscellaneous
1.5 7%
21.0 psf
total
dead + live
61.0 psf
floor
dead
vinyl flooring
1.0
live
residential 40.0 psf
bldg C
3/4" plywood
2.3
11-7/8" TJ1 210 @ 16"oc
2.1
1/2" gyp. wallboard
2.2
miscellaneous
2.4 24%
10.0 psf
total
dead + live
50.0 psf
balcony
dead
2x decking
4.3
live
residential 60.0 psf
2x6 @ 16"oc
1.7
miscellaneous
1.0 14%
7.0 psf
total
dead + live
67.0 psf
walls
cement fiber siding
2.5
1/2" plywood
1.5
2x6 @ 16"oc
1.7
R21 insulation
0.8
1/2" gyp. wallboard
2.2
miscellaneous
1.3 13%
10.0 psf
539 Broadway, #305
Tacoma, WA 98402 9/23/2021
tel - 253-985-5008 Page of
BUILT engineering
Lateral
wind wind importance factor
basic wind speed
wind exposure
topographical factor (Kzt)
seismic seismic importance factor
latitude
longitude
mapped spectral response
accel. at short periods (Ss)
seismic design category
response modification factor (R)
1.0
98 mph
B
1.00
1.0
47.806 °
-122.378 °
1.284 g
(from USGS)
D
6.5 (plywood shearwalls)
539 Broadway, #305
Tacoma, WA 98402 9/23/2021
tel - 253-985-5008 Page of
¢�o
Park Pine 614
Latitude, Longitude: 47.80560076,-122.37778011
FT
Q Puget Sound Express
_j
Edmonds Shelleberger
Marsh Creek
Point Edwards
Condominiums
Go gle
Date
Design Code Reference Document
Risk Category
Site Class
Pine St
Edmonds
City Park
Alder St
eWalnut Street Coffee
Holly Dr
o�
.+ s
D m
DN Hemlock Way N
V)
Pine St
OSHPD
Alder St
Walnut St
Cedar St
=r Spruce St
Spruce St > �
Hemlock St <
U)
Laurel St
9/2/2021, 9:06:12 AM
ASCE7-16
11
D - Default (See Section 11.4.3)
Type
Value
Description
SS
1.284
MCER ground motion. (for 0.2 second period)
St
0.451
MCER ground motion. (for 1.0s period)
SMS
1.541
Site -modified spectral acceleration value
SMt
null -See Section 11.4.8
Site -modified spectral acceleration value
SIDS
1.027
Numeric seismic design value at 0.2 second SA
SID1
null -See Section 11.4.8
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
null -See Section 11.4.8
Seismic design category
Fa
1.2
Site amplification factor at 0.2 second
Fv
null -See Section 11.4.8
Site amplification factor at 1.0 second
PGA
0.545
MCEG peak ground acceleration
FPGA
1.2
Site amplification factor at PGA
PGAM
0.655
Site modified peak ground acceleration
TL
6
Long -period transition period in seconds
SsRT
1.284
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1.409
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
2.079
Factored deterministic acceleration value. (0.2 second)
S1 RT
0.451
Probabilistic risk -targeted ground motion. (1.0 second)
S1 UH
0.504
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1 D
0.837
Factored deterministic acceleration value. (1.0 second)
PGAd
0.734
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS
0.911
Mapped value of the risk coefficient at short periods
CR1
0.896
Mapped value of the risk coefficient at a period of 1 s
CO
D
Pine St rt`
Map data 02021
BUILT engineering
SEISMIC DESIGN
ASCE 7-16
Equivalent Lateral Force Procedure
Occupancy Category
II
Table 1-1
Seismic Design Category
D
Table 11.6-1
Importance Factor
1.00
Table 11.5-1
Site Class
D
Table 20.3-1
Ss
128.40 %g
S1
45.10 %g
Fa
1.20
Table 11.4-1
Fv
1.85
Table 11.4-2
Ct
0.02
Table 12.8-2
x
0.75
Table 12.8-2
hn
30.00 feet
(height to highest level)
SMs = Fa*Ss
1.5408
Eq. 11.4-1
SMi = Fv*S1
0.8344
Eq. 11.4-2
Sys = (2/3)*SMs
1.0272 g
Eq. 11.4-3
SD1 _ (2/3)*SM1
0.5562 g
Eq. 11.4-4
Period Ta = Ct*hn"x
0.2564 s
Eq. 12.8-7
To
0.1083 s
per section 11.4.5
Ts
0.5415 s
per section 11.4.5
Sa
1.0272 g
per section 11.4.5
R
6.5
Table 12.2-1
Do
3
Table 12.2-1
Cd
4
Table 12.2-1
Section 9.5.5 ok?
Yes
Table 12.6-1
Equivalent Lateral Force Procedure (section 12.8)
Cs
0.1580
Eq.12.8-2
W, weight
45,377 lb
per table below
QE
7,171 lb
Eq.12.8-1
Vertical Force Distribution (section 12.8.3)
k = 1.00
Floor
Floor
Floor
Wall
Wall
Total
(LRFD)
(ASD)
Level
Hx
Area
Wt.
Wt.
Length
Wt.
Wt.
WxHx
Cvx
QE
0.7QE
(ft)
(ft2)
(psf)
(k)
(ft)
(k)
(k)
(k-ft)
(%)
(k)
(k)
roof
27.00
657
12
7.9
112
4.3
12.2
328.5
42.5
3.05
2.13
third
18.50
657
10
6.6
112
8.8
15.4
284.7
36.8
2.64
1.85
second
9.00
657
10
6.6
112
10.6
17.2
154.4
20.0
1.43
1.00
balcony
9.00
95
7
0.7
0
0.0
0.7
6.0
0.8
0.06
0.04
45.4
773.6
100.0
7.17
5.02
539 Broadway
Ste. 305
Tacoma, WA 98402
tel. 253-985-5008
9/22/2021
Page of
WIND CRITERIA ASCE7-16Ch.27DirectionalProcedure
V =
98
mph
Kd =
0.85
Exposure =
B
G =
0.85
h =
30
ft
KZt =
1.00
Roof Slope =
FLAT
: 12
= 0
°
PRESSURE
COEFFICIENTS (Cp)
Windward Wall =
0.8
Windward Roof =
N/A
Leeward Wall =
-0.5
Leeward Roof =
N/A
1
PRESSURE (PSF) q = 0.00256KZKZtKdV2
Ht
Kz
qz
0•6xGz1
Gh
PWW
PLW
PWALL
PROOF
0-15
0.57
11.9
7.1
4.9
3.7
8.6
15-20
0.62
13.0
7.8
5.3
3.7
9.0
20-25
0.66
13.8
8.3
5.6
3.7
9.4
25-30
0.70
14.6
8.8
8.8
6.0
3.7
9.7
N/A
30-35
0.73
15.3
9.2
6.2
3.7
10.0
35-40
0.76
15.9
9.5
6.5
3.7
10.2
40-45
0.79
16.5
9.9
6.7
3.7
10.5
45-50
0.81
16.9
10.2
6.9
3.7
10.6
BLDG C ROOF LATERAL - SEISMIC IN ()
Rho = 1.3
Plate = 8'-10"
Wind = 9.7 x 4.5'= 44 plf
(nmN-cn—M0
-4—N <N W CO
N W cn- N N
p cn — 00 O Lo
;r\ W 07 — 07
11
N
W
rn
DL=(9*1 0*20+8*1 2*20)*.6=2.2k
Rxn
Lwall
VPlf
SW
OT
HD
H:W
■■
sir
�■■
nr
straps aliqn
��
44(160) ` wl wall
below
0.4(1.3) 0.8(2.6)
40' 40'
23(33) 46(65)
SW1 SW1
BLDG C THIRD FLOOR LATERAL - SEISMIC IN ()
Rho = 1.3
Plate = 9'
wind = 9.5'x9psf=86
mKWW-P,rniv
�1W�1 NWM
(x + N
CY) co :P�.
C ll 0) I I
W W
00
Cry
:* v +
4.o—
�O�
ZT
D L=(18"10"20+8"10"20+8"12"2
0)'.6=4.3k
Rxn
Lwal I
Vplf
sW
OT
HD
H:W
t�L�
10 � ®
��
L
0
0.4(1.3) y 0.8(2.6)
86 136
1.1(2.4) 2.2(4.8)
40 40
27(85) 55(120)
sW1 sW1
-(1.1)
BLDG C SECOND FLOOR LATERAL - SEISMIC IN ()
Rho = 1.3
Plate = 8'
Wind = 9'x8.6psf=77
ON�rocn
C W W W W
O
DL=(30*10*20+8*12*20+8*10*2
0*2)*.6=5.7k
1.1(2.4) 77 76 2.2(4.8)
Rxn
1.7(3.0)
3.4(6.0)
Lwall
30
30
Vplf
56(100)
113(200)
SW
SW1
SW1
OT
-
0.9(1.6)
HD
-
-
H:W
-
-
Column at garage entry, 50% vertical live+vehicle impact controling
Shape:
PIPE_5.OX
Material:
A53 Gr.B
Length:
12 ft
I Joint:
N1
J Joint:
N2
Envelope
Code Check:
0.935 (LC 2)
Report Based
On 97 Sections
A
20.204 at 0 ft
7.134atOft
23.181 at 2.75 ft
k
f(y) ksi
-23.181 at 2.75 ft
6.016 at 0 ft
Vy k
-1.484at3ft
M k-ft
-13.543 at 2.75 ft
D in
3.526 at 0 ft
fa ksi
1.245atOft
-.589 at 5.25 ft
AISC 14th(360-10): ASD Code Check
Direct Analysis Method
Max Bending Check 0.935 (LC 2) Max Shear Check 0.167 (LC 2)
Location 2.75 ft Location 0 ft
Equation H1-1a Max Defl Ratio L/244
Bending Compact Compression Non -Slender
Out Plane In Plane
Fy 35 ksi Lb 12 ft 12 ft
Pnc/om 87.916 k KL/r 78.059 78.059
Pnt/om 120.09 k
Mn/om 16.592 k-ft L Comp Flange 12 ft
Vn/om 36.027 k Tau—b 1
Cb 1.377
BUILDING C ROOF FRAMING KEY
-----------------T-
I I
I
BUILDING C THIRD FLOOR FRAMING KEY
BUILDING C SECOND FLOOR FRAMING KEY
aFORTE'CM
Roof, RJ 1
1 piece(s) 9 1/2" THO 110 @ 24" OC
PASSED
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
614 @ 2 1/2"
1581 (3.50")
Passed (39%)
1.15
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
592 @ 3 1/2"
1403
Passed (42%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
2418 @ 8' 3 1/2"
2875
Passed (84%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.526 @ 8' 3 1/2"
0.808
Passed (L/369)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.779 @ 8' 3 1/2"
1.078
Passed (L/249)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Stud wall - SPF
3.50"
3.50"
1.75"
199
415
614
Blocking
2 - Stud wall - SPF
3.50"
3.50"
1.75"
199
415
614
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the tull load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
3' 1" o/c
Bottom Edge (Lu)
16' 7" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location
Spacing
Dead
(0.90)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 16' 7"
24"
12.0
25.0
roof
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0.12/12
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 11:10:48 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg C
Page 2 / 16
aFORTE'CM
Third Floor, TJ1
1 piece(s) 11 7/8" TII@ 110 @ 16" OC
PASSED
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
546 @ 2 1/2"
1041 (2.25")
Passed (52%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
533 @ 3 1/2"
1560
Passed (34%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2178 @ 8' 3 1/2"
3160
Passed (69%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.275 @ 8' 3 1/2"
0.404
Passed (L/704)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.344 @ 8' 3 1/2"
0.808
Passed (L/564)
1.0 D + 1.0 L (All Spans)
TJ-ProT"' Rating
48
40
Passed
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProTm Rating include: 1/2" Gypsum ceiling.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - SPF
3.50"
2.25"
1.75"
111
442
553
1 1/4" Rim Board
2 - Stud wall - SPF
3.50"
2.25"
1.75"
111
442
553
1 1/4" Rim Board
• Kim uoam is assumea m carry an ioaas appueo aireary aoove a, Dypassmg me memoer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
3' 9" o/c
Bottom Edge (Lu)
16' 5" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 16' 7"
16"
10.0
40.0
floor
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 11:10:48 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg C
Page 3 / 16
aFORTE'CM
Third Floor, T1
1 piece(s) 1 3/4" x 11 7/8" 1.55E TimberStrand@ LSL
PASSED
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
480 @ 1 1/2"
3806 (3.00")
Passed (13%)
1.0 D (All Spans)
Shear (Ibs)
367 @ 1' 2 7/8"
3865
Passed (9%)
0.90
1.0 D (All Spans)
Moment (Ft-Ibs)
1202 @ 5' 3"
7179
Passed (17%)
0.90
1.0 D (All Spans)
Live Load Defl. (in)
0.000 @ 0
0.342
Passed (2L/999+)
1.0 D (All Spans)
Total Load Defl. (in)
0.069 @ 5' 3"
0.512
Passed (L/999+)
1.0 D (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
Supports
Bearing Length
Loads to Supports
(Ibs)
Accessories
Total
Available
Required
Dead
Total
1 - Trimmer - HF
3.00"
3.00"
1.50"
480
480
None
2 - Trimmer - HF
3.00"
3.00"
1.50"
480
480
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
10' 6" o/c
Bottom Edge (Lu)
10' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Comments
0 - Self Weight (PLF)
0 to 10' 6"
N/A
6.5
1 - Uniform (PSF)
0 to 10' 6"
8' 6"
10.0
wall
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 11:10:48 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg C
Page 4 / 16
aFORTE'CM
Third Floor, T2
1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
PASSED
Overall Length: 16' 11"
0
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1291 @ 16' 7"
3012 (4.25")
Passed (43%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
925 @ 15' 5 5/8"
3948
Passed (23%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
3086 @ 9' 6 9/16"
8924
Passed (35%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.242 @ 8' 8 11/16"
0.542
Passed (L/805)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.323 @ 8' 8 1/2"
0.813
Passed (L/603)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - HF
5.50"
4.25"
1.50"
179
514
693
1 1/4" Rim Board
2 - Stud wall - HF
5.50"
4.25"
1.82"
304
1015
1319
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
15' 5" o/c
Bottom Edge (Lu)
169" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
1 1/4" to 16' 9 3/4"
N/A
6.1
1 - Uniform (PSF)
0 to 16' 11" (Front)
1' 4"
10.0
40.0
floor
2 - Uniform (PSF)
13' to 16' 11" (Front)
4'
10.0
40.0
stairs
0
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 11:10:48 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg C
Page 5 / 16
aFORTE'CM
Second Floor, S11
1 piece(s) 11 7/8" TII@ 110 @ 16" OC
PASSED
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
546 @ 2 1/2"
1041 (2.25")
Passed (52%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
533 @ 3 1/2"
1560
Passed (34%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2178 @ 8' 3 1/2"
3160
Passed (69%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.275 @ 8' 3 1/2"
0.539
Passed (L/704)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.344 @ 8' 3 1/2"
0.808
Passed (L/564)
1.0 D + 1.0 L (All Spans)
TJ-ProT"' Rating
48
40
Passed
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProTm Rating include: 1/2" Gypsum ceiling.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - SPF
3.50"
2.25"
1.75"
111
442
553
1 1/4" Rim Board
2 - Stud wall - SPF
3.50"
2.25"
1.75"
111
442
553
1 1/4" Rim Board
• Kim uoam is assumea m carry an ioaas appueo aireary aoove a, Dypassmg me memoer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
3' 9" o/c
Bottom Edge (Lu)
16' 5" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 16' 7"
16"
10.0
40.0
floor
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 11:10:48 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg C
Page 6 / 16
aFORTE'CM
Second Floor, S1
1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL
PASSED
LJ
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1517 @ 4' 11 1/2"
1969 (1.50")
Passed (77%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
868 @ 3' 11 5/8"
3948
Passed (22%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1754 @ 2' 7 3/4"
8924
Passed (20%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.019 @ 2' 7 3/4"
0.154
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
1 0.024 @ 2' 7 3/4"
0.231
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
Supports
Bearing Length
Loads to Supports (Its)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - HF
5.50"
4.25"
2.35"
359
1376
1735
1 1/4" Rim Board
2 - Hanger on 11 7/8" LVL beam
1.75"
Hanger'
1.50"
334
1278
1612
See note '
• Kim Board Is assumed to carry all loads applied directly above it, bypassing the member oeing designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 10" o/c
Bottom Edge (Lu)
4' 10" o/c
-Maximum allowable bracing intervals based on applied load.
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
U14
2.00"
N/A
14-16d
6-10dx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
1 1/4" to 4' 11 1/2"
N/A
6.1
1 - Uniform (PSF)
0 to 5' 1 1/4" (Front)
6' 6"
10.0
40.0
second floor
2 - Uniform (PSF)
0 to 5' 1 1/4" (Front)
6' 6"
10.0
40.0
first floor
Weyerhaeuser Notes
Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
vww.weyerhaeuser.com/woodproducts/document-library.
fhe product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 11:10:48 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg C
Page 7 / 16
aFORTE'CM
Second Floor, S2
1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
PASSED
Overall Length: 16' 11"
0
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2548 @ 16' 7"
3012 (4.25")
Passed (85%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
2181 @ 15' 5 5/8"
3948
Passed (55%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
7154 @ 13'
8924
Passed (80%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.510 @ 9' 1 3/8"
0.542
Passed (L/383)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.660 @ 9' 1 1/8"
0.813
Passed (L/295)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - HF
5.50"
4.25"
1.50"
253
796
1049
1 1/4" Rim Board
2 - Stud wall - HF
5.50"
4.25"
3.59"
565
2011
2576
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
5' 1" o/c
Bottom Edge (Lu)
169" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
1 1/4" to 16' 9 3/4"
N/A
6.1
1 - Uniform (PSF)
0 to 16' 11" (Front)
1' 4"
10.0
40.0
floor
2 - Uniform (PSF)
13' to 16' 11" (Front)
4'
10.0
40.0
stairs
3 - Point (Ib)
13' (Front)
N/A
334
1278
Linked from: S1,
Support 2
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 11:10:48 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg C
Page 8 / 16
aFORTE'CM
Second Floor, S3
1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam
PASSED
0 ♦
♦ i
t
1
16'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
8170 @ 3 1/2"
8170 (2.29")
Passed (100%)
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans)
Shear(lbs)
7815 @ 1'2"
16324
Passed (48%)
1.60
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Span
Pos Moment (Ft-Ibs)
15056 @ 8' 4 13/16"
20213
Passed (74%)
1.00
1.0 D + 1.0 L (All Spans)
Neg Moment (Ft-Ibs)
-12937 @ 13'
24929
Passed (52%)
1.60
0.6 D + 0.7 E (All Spans)
Live Load Defl. (in)
0.541 @ 9' 11 1/2"
0.533
Passed (L/355)
1.0 D - 0.525 E + 0.75 L + 0.75 S (All
Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16'.
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 3 5/8".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
0
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Bearing Length
Loads to Supports (Ibs)
Total
Available
Required
Dead
Floor Live
Snow
Seismic
Total
Supports
Accessories
1 - Hanger on 10 1/2" PSL beam
3.50"
Hanger'
2.29"
1910
2612
1088
6857/-6857
12467/-
See note'
6857
2 - Hanger on 10 1/2" PSL beam
3.50"
Hanger'
2.26"
1900
2533
1055
6857/-6857
12345/
See note '
6857
• At ranger supports, the i otai bearing aimension is equal to the witim or the material mat is supporting the nanger
• ' See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
16' o/c
Bottom Edge (Lu)
16' o/c
-Maximum allowable bracing intervals based on applied load.
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1 - Face Mount Hanger
Connector not found
N/A
N/A
N/A
N/A
2 - Face Mount Hanger
Connector not found
N/A
N/A
N/A
N/A
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 11:10:48 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg C
Page 9 / 16
Dead
Floor Live
Snow
Seismic
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(1.15)
(1.60)
Comments
0 - Self Weight (PLF)
3 1/2" to 16' 3 1/2"
N/A
14.0
--
--
--
1 - Uniform (PSF)
0 to 16' 7" (Front)
3'
7.0
60.0
25.0
balcony
2 - Uniform (PSF)
0 to 16' 7" (Front)
18'
10.0
-
-
wall
3 - Point (lb)
3' (Front)
N/A
-
10971
overturning with
overstrength
4 - Point (lb)
13' (Front)
N/A
-10971
overturning with
overstrength
vertical reaction
5 -Point (lb)
2' (Front)
N/A
126
1080
450
from diagonal barsupporting
balcony
rim
vertical reaction
6 - Point (lb)
14' (Front)
N/A
126
1080
450
from diagonal bar
supporting balcony
rim
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 11:10:48 PM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg C
Page 10 / 16
aFORTE'CM
Second Floor, S4
1 piece(s) 3 1/2" x 18" 24F-V8 DF Glulam
PASSED
� r
4' 3` 4' 6" S' S'
❑2 0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern) [Group]
Member Reaction (Ibs)
24427 @ 4' 8 1/2"
25025 (11.00")
Passed (98%)
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans) 1
Shear (Ibs)
7523 @ 2' 9"
11130
Passed (68%)
1.00
1.0 D + 1.0 L (All Spans) [1]
Pos Moment (Ft-Ibs)
22920 @ 9' 11"
60480
Passed (38%)
1.60
0.6 D - 0.7 E (All Spans) [1]
Neg Moment (Ft-Ibs)
-33387 @ 4' 8 1/2"
37800
Passed (88%)
1.00
1.0 D + 1.0 L (All Spans) [1]
• Deflection criteria: LL (L/360) and TL (L/240).
• overhang deflection criteria: LL (2L/360) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 7 1/2".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 6 9/16".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• Applicable calculations are based on Nos.
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Bearing Length
Loads to Supports (Ibs)
Supports '
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Seismic
Total
1 - Column Cap - steel
11.00"
11.00"
10.74"
8534
11636
4218
10876/-
35264/-
Blocking
14668
14668
2 - Stud wall- HF
6.00"
6.00"
1.78"
16693/-
4095/-2085
121/-1037
9724/-
30633/-
None
1567
22347
27036
3 - Stud wall- HF
6.00"
6.00"
5.46"
3718/-8237
5240/-156
1729
18689/-
29376/-
None
6018
14411
4 - Stud wall- HF
6.00"
6.00"
3.33"
3007
2543/-128
955
2000/-3199
8505/
Blocking
3327
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• Uplift constraint has been released at support location 4' 8 1/2".
• Uplift constraint has been released at support location 9' 11".
• Uplift constraint has been released at support location 15' 5".
• Uplift constraint has been released at support location 20' 9 1/2".
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
21' 2" o/c
Bottom Edge (Lu)
10' 10" o/c
-Maximum allowable bracing intervals based on applied load.
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 11:10:48 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg C
Page 11 / 16
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Seismic
(1.60)
Comments
0 - Self Weight (PLF)
0 to 21' 2"
N/A
15.3
1 - Uniform (PSF)
0 to 21' 2" (Front)
8'
12.0
-
25.0
roof
2 - Uniform (PSF)
0 to 21' 2" (Front)
8'
10.0
40.0
-
third floor
3 - Uniform (PSF)
0 to 21' 2" (Front)
8'
10.0
40.0
second floor
4 - Uniform (PSF)
0 to 21' 2" (Front)
18'
10.0
-
-
wall
5 - Point (lb)
0 (Front)
N/A
1910
2612
1088
6857/-6857
Linked from: S3,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 11:10:48 PM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg C
Page 12 / 16
aFORTE'CM
Second Floor, S3 deflection check
1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam
PASSED
1
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
4570 @ 3 1/2"
5363 (1.50")
Passed (85%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
4065 @ 1' 2"
10203
Passed (40%)
1.00
1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-Ibs)
15056 @ 8' 4 13/16"
20213
Passed (74%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.425 @ 8' 4"
0.533
Passed (L/452)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.772 @ 8' 3 3/4"
0.800
Passed (L/249)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16'.
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
SUPPMEIL
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Total
1 - Hanger on 10 1/2" PSL beam
3.50"
Hangers
1.50"
1910
2612
1088
5610
See note '
2 - Hanger on 10 1/2" PSL beam
3.50"
Hanger'
1.50"
1900
2533
1055
5488
See note '
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
16' o/c
Bottom Edge (Lu)
16' o/c
-Maximum allowable bracing intervals based on applied load.
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1 - Face Mount Hanger
Connector not found
N/A
N/A
N/A
N/A
2 - Face Mount Hanger
Connector not found
N/A
N/A
N/A
N/A
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
3 1/2" to 163 1/2"
N/A
14.0
1 - Uniform (PSF)
0 to 16' 7" (Front)
3'
7.0
60.0
25.0
balcony
2 - Uniform (PSF)
0 to 16' 7" (Front)
18'
10.0
-
-
wall
vertical reaction
3 -Point (lb)
2' (Front)
N/A
126
1080
450
from diagonal barsupporting balcony
rim
vertical reaction
4 -Point (lb)
14' (Front)
N/A
126
1080
450
from diagonal barsupporting balcony
rim
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 11:10:48 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg C
Page 13 / 16
aFORTE'CM
Second Floor, S4 deflection check
1 piece(s) 3 1/2" x 18" 24F-V8 DF Glulam
PASSED
❑i 0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
18718 @ 4' 8 1/2"
25025 (11.00")
Passed (75%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
7523 @ 2' 9"
11130
Passed (68%)
1.00
1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-Ibs)
5550 @ 17' 7 1/4"
37800
Passed (15%)
1.00
1.0 D + 1.0 L (Adj Spans)
Neg Moment (Ft-Ibs)
-33387 @ 4' 8 1/2"
37800
Passed (88%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.212 @ 0
0.314
Passed (2L/534)
--
1.0 D + 0.75 L + 0.75 S (Adj Spans)
Total Load Defl. (in)
0.337 @ 0
0.471
Passed (2L/336)
1.0 D + 0.75 L + 0.75 S (Adj Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Overhang deflection criteria: LL (2L/360) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 7 5/8".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 6 9/16".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• Applicable calculations are based on NDS.
Bearing Length
Loads to Supports (Ibs)
Total
Available
Required
Dead
Floor Live
Snow
Total
Supports
Accessories
1 - Column Cap - steel
11.00"
11.00"
8.23"
8351
10823
3813
22987
Blocking
2 - Stud wall - HF
6.00"
6.00"
1.78"
-1567
4095
121
4216/
None
one
3 - Stud wall - HF
6.00"
6.00"
4.11"
3718
3458/-156
1223
8156/
None
4 - Stud wall - HF
6.00"
6.00"
2.74"
1346
2543/-128
771
4628/
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• Uplift constraint has been released at support location 9' 11".
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
21' 2" o/c
Bottom Edge (Lu)
10' 10" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 21' 2"
N/A
15.3
1 - Uniform (PSF)
0 to 21' 2" (Front)
8'
12.0
-
25.0
roof
2 - Uniform (PSF)
0 to 21' 2" (Front)
8'
10.0
40.0
-
third floor
3 - Uniform (PSF)
0 to 21' 2" (Front)
8'
10.0
40.0
second floor
4 - Uniform (PSF)
0 to 21' 2" (Front)
18'
10.0
-
wall
5 - Point (lb)
0 (Front)
N/A
1910
2612
1088
Linked from: S3
deflection check,
Support 1
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
11/29/2021 11:10:48 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg C
Page 15 / 16
BALCONY POST
0
240D,1440L
POST IN WALL AT BALCONY
Shape:
5.25X7FS
Material:
PSL
Length:
9 ft
I Joint:
N2
J Joint:
N4
Envelope
Code Check:
0.870 (LC 3)
Report Based
On 97 Sections
.964 at 0 ft
A k
-1.928 at 6 ft
2.1 at 6 ft
f(y) ksi
f
-2.1 at 6 ft
026 at 0 ft
ksi
-.052 at 6 ft
AWC NDS-18: ASD Code Check
Max Bending Check 0.870 (LC 3)
Location 6 ft
Equation 3.9-1
CD 1 RB 5.237
Cr 1 Cfu 1
Fc'
Ft'
Fb'
Fv'
E'
(ksi) Cm Ct
PROVIDE (2) STEEL ANGLES W/ (3)
1/4x3-1/2 SDS SCREWS EACH SIDE
OF POST, AND (6) EACH ANGLE TO
FLOOR
1.876 at 6 ft
Vy I k
-.938 at 0 ft
5.629 at 6 ft
0
k-ft
D � _ in
7
-.421 at 4.875 ft
Max Shear Check 0.333 (LC 3)
Location 6 ft
Max Defl Ratio L/2157
CL .997 CV 1
CP .631
CF In Out
1.578
1
1
1
1.749
1
1
1
2.5
1
1
1
.23
1
1
1800
1
1
Lb 9 ft 9 ft
le/d 20.57115.429
Sway No No
Le -Bending Top 9 ft
Le -Bending Bot 9 ft
Use menu item Settings > Printing & Title Block Title 4'-0" Wall with Slab, 6" stem Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
4'-0" Wall with Slab, 6" stem
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
eft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary i
Wall Stability Ratios
Overturning = 1.90 OK
Slab Resists All Sliding !
Total Bearing Load = 699 Ibs
...resultant ecc. = 5.28 in
Soil Pressure @ Toe =
575 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
805 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
6.4 psi OK
Footing Shear @ Heel =
4.0 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
394.8 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
ModularRatio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
6.00
# 4
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.217
448.0
597.3
2,749.3
8.8
75.0
4.25
75.0
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 4'-0" Wall with Slab, 6" stem Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program.
Description....
4'-0" Wall with Slab, 6" stem
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Engineering
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :
0.0338 in2/ft
(4/3) * As :
0.045 in2/ft Min Stem T&S Reinf Area 0.648 in2
200bd/fy : 200(12)(4.25)/60000 :
0.17 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft
0.0012bh : 0.0012(12)(6) :
0.0864 in2/ft Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.0864 in2/ft #4@ 16.67 in #4@ 33.33 in
Provided Area :
0.15 in2/ft #5@ 25.83 in #5@ 51.67 in
Maximum Area:
0.5757 in2/ft #6@ 36.67 in #6@ 73.33 in
Footing Dimensions & Strengths
Footing Design Results
Toe Width =
2111111111ft Toe Heel
Heel Width =
00 Factored Pressure = 805 0 psf
Total Footing Width =
2111111111 Mu': Upward = 1,169 0 ft-#
Footing Thickness =
-in Mu': Downward = 366 0 ft-#
Mu: Design = 803 0 ft-#
Key Width =
0.00 in Actual 1-Way Shear = 6.44 6.44 psi
Key Depth =
0.00 in Allow 1-Way Shear = 40.00 40.00 psi
Key Distance from Toe =
0.00 ft Toe Reinforcing = # 4 @ 16.00 in
fc = 2,500 psi Fy =
60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density =
150.00 pcf Key Reinforcing = None Spec'd
Min. As % =
0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm: 3.00 in
Toe: #4@ 12.35 in, #5@ 19.14 in, #6@ 27.16 in, #7@ 37.04 in, #8@ 48.77 in, #9@ 6
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 0.49 in2
Min footing T&S reinf Area per foot 0.19 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 12.35 in #4@ 24.69 in
#5@ 19.14 in #5@ 38.27 in
#6@ 27.16 in #6@ 54.32 in
Summary of Overturning
& Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item
Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure =
394.8 1.58 625.2 Soil Over Heel = 2.50
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total 394.8 O.T.M. 625.2
Resisting/Overturning Ratio = 1.90
Vertical Loads used for Soil Pressure = 698.8 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
80.0
1.00
80.0
337.5
2.25
759.4
281.3
1.25
351.6
Total = 698.8 Ibs R.M.= 1,190.9
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 4'-0" Wall with Slab, 6" stem 8H Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
4'-0" Wall with Slab, 6" stem 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
4.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used = 8.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning = 1.29 Ratio
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Uniform Seismic Force = 38.000
Total Seismic Force = 180.500
Stem Construction
Design Height Above Ftc ft =
< 1.5! Wall Material Above "Ht" _
Slab Resists All Sliding ! Design Method =
Total Bearing Load = 699 Ibs
...resultant ecc. = 10.44 in
Soil Pressure @ Toe =
1,225 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,715 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
8.0 psi OK
Footing Shear @ Heel =
4.0 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
521.2 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
6.00
# 4
16.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.328
600.0
901.3
2,749.3
11.8
75.0
4.25
75.0
Equiv. SOIId Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block
to set these five lines of information
for your program.
Title 4'-0" Wall with Slab, 6" stem 8H Page: 2
Job # : Dsgnr: BSP Date: 9 JUL 2021
Description....
4'-0" Wall with Slab, 6" stem 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Engineering
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.0509 in2/ft
(4/3) * As :
0.0679 in2/ft
Min Stem T&S Reinf Area 0.648 in2
200bd/fy : 200(12)(4.25)/60000 :
0.17 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft
0.0012bh : 0.0012(12)(6) :
0.0864 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.0864 in2/ft
#4@ 16.67 in #4@ 33.33 in
Provided Area :
0.15 in2/ft
#5@ 25.83 in #5@ 51.67 in
Maximum Area:
0.5757 in2/ft
#6@ 36.67 in #6@ 73.33 in
Footing Dimensions & Strengths
Toe Width
= 2.00 ft
Heel Width
= 0.50
Total Footing Width
= 2.50
Footing Thickness
= 9.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top 2.00
@ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 1,715
0 psf
Mu': Upward
= 1,585
0 ft-#
Mu': Downward
= 366
0 ft-#
Mu: Design
= 1,219
0 ft-#
Actual 1-Way Shear
= 7.99
7.99 psi
Allow 1-Way Shear
= 40.00
40.00 psi
Toe Reinforcing
= # 4 @ 16.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 12.35 in, #5@ 19.14 in, #6@ 27.16 in, #7@ 37.04 in, #8@ 48.77 in, #9@ 6
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 0.49 in2
Min footing T&S
reinf Area per foot 0.19 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 12.35 in
#4@ 24.69 in
#5@ 19.14 in
#5@ 38.27 in
#6@ 27.16 in
#6@ 54.32 in
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance
M oment
Force Distance
Moment
Item Ibs ft
ft-#
Ibs ft
ft-#
Heel Active Pressure = 394.8 1.58
625.2
Soil Over Heel = 2.50
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil =
` Axial Live Load on Stem =
Seismic Earth Load = 126.4 2.38
300.1
Soil Over Toe = 80.0 1.00
80.0
=
Surcharge Over Toe =
Total 521.2 O.T.M.
925.3
Stem Weight(s) = 337.5 2.25
759.4
Earth @ Stem Transitions =
_
=
Footing Weight = 281.3 1.25
351.6
Resisting/Overturning Ratio =
1.29
Key Weight =
Vertical Loads used for Soil Pressure = 698.8 Ibs
Vert. Component =
Total = 698.8 Ibs R.M.=
1,190.9
If seismic is included, the OTM and sliding ratios
* Axial live load NOT included in total displayed, or used for overturning
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Use menu item Settings > Printing & Title Block Title 4'-0" Wall with Slab, 8H Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
4'-0" Wall with Slab, 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
4.00 ft
Allow Soil Bearing = 2,500.0 psf.
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used = 8.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning = 1.50 OK
Slab Resists All Sliding !
Total Bearing Load = 804 Ibs
...resultant ecc. = 8.03 in
Soil Pressure @ Toe =
925 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,295 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
9.6 psi OK
Footing Shear @ Heel =
4.0 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
521.2 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Uniform Seismic Force = 38.000
Total Seismic Force = 180.500
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Stem OK
0.00
Concrete
LRFD
# 4
1m
Edge
0.220
600.0
901.3
4,099.3
8.0
75.0
6.25
100.0
Equiv. SOIId Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 4'-0" Wall with Slab, 8H Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program.
Description....
4'-0" Wall with Slab, 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Engineering
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :
0.0338 in2/ft
(4/3) * As :
0.045 in2/ft Min Stem T&S Reinf Area 0.864 in2
200bd/fy : 200(12)(6.25)/60000 :
0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.001bh : 0.001(12)(8) :
0.096 in2/ft Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.096 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area :
0.15 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Footing Design Results
Toe Width =
=ft Toe Heel
Heel Width =
00 Factored Pressure = 1,295 0 psf
Total Footing Width =
2.50 Mu': Upward = 1,408 0 ft-#
Footing Thickness =
9.00 in Mu': Downward = 306 0 ft-#
Mu: Design = 1,101 0 ft-#
Key Width =
0.00 in Actual 1-Way Shear = 9.56 9.56 psi
Key Depth =
0.00 in Allow 1-Way Shear = 40.00 40.00 psi
Key Distance from Toe =
0.00 ft Toe Reinforcing = # 4 @ 16.00 in
fc = 2,500 psi Fy =
60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density =
150.00 pcf Key Reinforcing = None Spec'd
Min. As % =
0.0018 Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm: 3.00 in
Toe: #4@ 12.35 in, #5@ 19.14 in, #6@ 27.16 in, #7@ 37.04 in, #8@ 48.77 in, #9@ 6
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 0.49 in2
Min footing T&S reinf Area per foot 0.19 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 12.35 in #4@ 24.69 in
#5@ 19.14 in #5@ 38.27 in
#6@ 27.16 in #6@ 54.32 in
Summary of Overturning
& Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item
Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure =
394.8 1.58 625.2 Soil Over Heel = 2.50
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Earth Load = 126.4 2.38 300.1
Total 521.2 O.T.M. 925.3
Resisting/Overturning Ratio = 1.50
Vertical Loads used for Soil Pressure = 804.1 Ibs
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
73.2
0.92
67.0
450.0
2.16
973.5
280.9
1.25
350.6
Total = 804.1 Ibs R.M.= 1,391.1
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 5'-0" Wall with Slab 8H Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
5'-0" Wall with Slab 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
5.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used = 8.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning = 1.50 OK
Slab Resists All Sliding !
Total Bearing Load = 1,087 Ibs
...resultant ecc. = 10.97 in
Soil Pressure @ Toe =
913 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,278 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
12.5 psi OK
Footing Shear @ Heel =
3.5 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
786.0 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.400
Live Load
1.700
Earth, H
1.700
Wind, W
1.300
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Uniform Seismic Force = 46.667
Total Seismic Force = 272.222
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
8.00
# 4
11.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.310
977.1
1,822.9
5,883.6
13.0
75.0
6.25
100.0
Equiv. SOIId Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 5'-0" Wall with Slab 8H Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
5'-0" Wall with Slab 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.0683 in2/ft
(4/3) * As :
0.0911 in2/ft
Min Stem T&S Reinf Area 1.056 in2
200bd/fy : 200(12)(6.25)/60000 :
0.25 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0012bh : 0.0012(12)(8) :
0.1152 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.1152 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area :
0.2182 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.8467 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Toe Width
= 211111111111ft
Heel Width
= CM
Total Footing Width
= 3.42
Footing Thickness
= 10.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 1,278
0 psf
Mu': Upward
= 2,977
0 ft-#
Mu': Downward
= 873
0 ft-#
Mu: Design
= 2,104
0 ft-#
Actual 1-Way Shear
= 12.53
12.53 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 4 @ 11.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 0.74 in2
Min footing T&S reinf Area per foot 0.22 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.11 in #4@ 22.22 in
#5@ 17.22 in #5@ 34.44 in
#6@ 24.44 in #6@ 48.89 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 595.5
1.94 1,157.9
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Earth Load = 190.6
2.92 555.8
Total 786.0
O.T.M. 1,713.7
Resisting/Overturning Ratio
= 1.50
Vertical Loads used for Soil Pressure =
1.087.1 Ibs
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel = 3.42
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe = 110.0 1.38 151.3
Surcharge Over Toe
Stem Weight(s) = 550.0 3.08 1,695.8
Earth @ Stem Transitions =
Footing Weight = 427.1 1.71 729.6
Key Weight =
Vert. Component =
Total = 1,087.1 Ibs R.M.= 2,576.7
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 5'-0" Wall with Slab, 6" wall Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
5'-0" Wall with Slab, 6" wall
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
5.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.450
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary i
Wall Stability Ratios
Overturning = 1.91 OK
Slab Resists All Sliding !
Total Bearing Load = 957 Ibs
...resultant ecc. = 7.33 in
Soil Pressure @ Toe =
581 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
813 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
7.6 psi OK
Footing Shear @ Heel =
3.5 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
595.5 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
ModularRatio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
6.00
# 4
10.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.272
700.0
1,166.7
4,284.1
13.7
75.0
4.25
75.0
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 5'-0" Wall with Slab, 6" wall Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
5'-0" Wall with Slab, 6" wall
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.0659 in2/ft
(4/3) * As :
0.0879 in2/ft
Min Stem T&S Reinf Area 0.792 in2
200bd/fy : 200(12)(4.25)/60000 :
0.17 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft
0.0012bh : 0.0012(12)(6) :
0.0864 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.0879 in2/ft
#4@ 16.67 in #4@ 33.33 in
Provided Area :
0.24 in2/ft
#5@ 25.83 in #5@ 51.67 in
Maximum Area:
0.5757 in2/ft
#6@ 36.67 in #6@ 73.33 in
Footing Dimensions & Strengths
Toe Width
= =ft
Heel Width
= 0.50
Total Footing Width
= 3.42
Footing Thickness
= 10.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 813
0 psf
Mu': Upward
= 2,442
0 ft-#
Mu': Downward
= 844
0 ft-#
Mu: Design
= 1,598
0 ft-#
Actual 1-Way Shear
= 7.57
7.57 psi
Allow 1-Way Shear
= 40.00
40.00 psi
Toe Reinforcing
= # 4 @ 10.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 0.74 in2
Min footing T&S reinf Area per foot 0.22 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.11 in #4@ 22.22 in
#5@ 17.22 in #5@ 34.44 in
#6@ 24.44 in #6@ 48.89 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 595.5 1.94 1,157.9
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total 595.5 O.T.M. 1,157.9
Resisting/Overturning Ratio = 1.91
Vertical Loads used for Soil Pressure = 956.8 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel = 3.42
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe = 116.8 1.46 170.5
Surcharge Over Toe
Stem Weight(s) = 412.5 3.17 1,307.6
Earth @ Stem Transitions =
Footing Weight = 427.5 1.71 731.0
Key Weight =
Vert. Component =
Total = 956.8 Ibs R.M.= 2,209.2
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 5'-0" Wall with Slab, 6" wall 8H Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
5'-0" Wall with Slab, 6" wall 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
5.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used = 8.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning = 1.29 Ratio
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.450
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Uniform Seismic Force = 46.667
Total Seismic Force = 272.222
Stem Construction
Design Height Above Ftc ft =
< 1.5! Wall Material Above "Ht" _
Slab Resists All Sliding ! Design Method =
Total Bearing Load = 957 Ibs
...resultant ecc. = 14.31 in
Soil Pressure @ Toe =
1,232 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,724 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
10.6 psi OK
Footing Shear @ Heel =
3.5 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
786.0 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
6.00
# 4
10.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.408
933.3
1,750.0
4,284.1
18.3
75.0
4.25
75.0
Equiv. SOIId Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 5'-0" Wall with Slab, 6" wall 8H Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
5'-0" Wall with Slab, 6" wall 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.0989 in2/ft
(4/3) * As :
0.1319 in2/ft
Min Stem T&S Reinf Area 0.792 in2
200bd/fy : 200(12)(4.25)/60000 :
0.17 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft
0.0012bh : 0.0012(12)(6) :
0.0864 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.1319 in2/ft
#4@ 16.67 in #4@ 33.33 in
Provided Area :
0.24 in2/ft
#5@ 25.83 in #5@ 51.67 in
Maximum Area:
0.5757 in2/ft
#6@ 36.67 in #6@ 73.33 in
Footing Dimensions & Strengths
Toe Width
= 2.92 ft
Heel Width
= 0.50
Total Footing Width
= 3.42
Footing Thickness
= 10.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 1,724
0 psf
Mu': Upward
= 3,218
0 ft-#
Mu': Downward
= 844
0 ft-#
Mu: Design
= 2,374
0 ft-#
Actual 1-Way Shear
= 10.65
10.65 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 4 @ 10.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 0.74 in2
Min footing T&S reinf Area per foot 0.22 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.11 in #4@ 22.22 in
#5@ 17.22 in #5@ 34.44 in
#6@ 24.44 in #6@ 48.89 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 595.5 1.94 1,157.9
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Earth Load = 190.6 2.92 555.8
Total 786.0 O.T.M. 1,713.7
Resisting/Overturning Ratio = 1.29
Vertical Loads used for Soil Pressure = 956.8 Ibs
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel = 3.42
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe = 116.8 1.46 170.5
Surcharge Over Toe
Stem Weight(s) = 412.5 3.17 1,307.6
Earth @ Stem Transitions =
Footing Weight = 427.5 1.71 731.0
Key Weight =
Vert. Component =
Total = 956.8 Ibs R.M.= 2,209.2
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 6'-0" Wall with Slab Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
6'-0" Wall with Slab
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
6.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary i
Wall Stability Ratios
Overturning = 1.71 OK
Slab Resists All Sliding !
Total Bearing Load = 1,228 Ibs
...resultant ecc. = 9.05 in
Soil Pressure @ Toe =
759 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,062 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
14.0 psi OK
Footing Shear @ Heel =
3.5 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
817.2 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
6.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
ModularRatio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
8.00
# 4
11.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.343
1,008.0
2,016.0
5,883.6
13.4
75.0
6.25
100.0
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title V-0" Wall with Slab Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
6'-0" Wall with Slab
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.0755 in2/ft
(4/3) * As :
0.1007 in2/ft
Min Stem T&S Reinf Area 1.248 in2
200bd/fy : 200(12)(6.25)/60000 :
0.25 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0012bh : 0.0012(12)(8) :
0.1152 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.1152 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area :
0.2182 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.8467 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Toe Width = =ft
Heel Width = 00
Total Footing Width = 3.67
Footing Thickness = 1Min
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 1,062
0 psf
Mu': Upward
= 3,304
0 ft-#
Mu': Downward
= 891
0 ft-#
Mu: Design
= 2,413
0 ft-#
Actual 1-Way Shear
= 14.02
14.02 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 4 @ 11.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 0.79 in2
Min footing T&S reinf Area per foot 0.22 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.11 in #4@ 22.22 in
#5@ 17.22 in #5@ 34.44 in
#6@ 24.44 in #6@ 48.89 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 817.2 2.28 1,861.3
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total 817.2 O.T.M. 1,861.3
Resisting/Overturning Ratio = 1.71
Vertical Loads used for Soil Pressure = 1,228.3 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel = 3.67
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe = 120.0 1.50 180.0
Surcharge Over Toe
Stem Weight(s) = 650.0 3.33 2,166.7
Earth @ Stem Transitions =
Footing Weight = 458.3 1.83 840.3
Key Weight =
Vert. Component =
Total = 1,228.3 Ibs R.M.= 3,186.9
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 6'-0" Wall with Slab 8H Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
6'-0" Wall with Slab 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
6.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used = 8.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning = 1.16 Ratio
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
6.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Uniform Seismic Force = 54.667
Total Seismic Force = 373.556
Stem Construction
Design Height Above Ftc ft =
< 1.5! Wall Material Above "Ht" _
Slab Resists All Sliding ! Design Method =
Total Bearing Load = 1,228 Ibs
...resultant ecc. = 17.78 in
Soil Pressure @ Toe =
2,327 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
3,258 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
15.3 psi OK
Footing Shear @ Heel =
3.5 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
1,078.6 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Thickness
=
Rebar Size
=
Rebar Spacing
_
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
8.00
# 4
11.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.510
1,336.0
3,000.0
5,883.6
17.8
75.0
6.25
100.0
Equiv. SOIId Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title V-0" Wall with Slab 8H Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
6'-0" Wall with Slab 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.1124 in2/ft
(4/3) * As :
0.1499 in2/ft
Min Stem T&S Reinf Area 1.248 in2
200bd/fy : 200(12)(6.25)/60000 :
0.25 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0012bh : 0.0012(12)(8) :
0.1152 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.1499 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area :
0.2182 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.8467 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Toe Width
= 3.00 ft
Heel Width
= 0.67
Total Footing Width
= 3.67
Footing Thickness
= 10.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 3,258
0 psf
Mu': Upward
= 4,554
0 ft-#
Mu': Downward
= 891
0 ft-#
Mu: Design
= 3,663
0 ft-#
Actual 1-Way Shear
= 15.30
15.30 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 4 @ 11.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 0.79 in2
Min footing T&S reinf Area per foot 0.22 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.11 in #4@ 22.22 in
#5@ 17.22 in #5@ 34.44 in
#6@ 24.44 in #6@ 48.89 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 817.2
2.28 1,861.3
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Earth Load = 261.5
3.42 893.4
Total 1,078.6
O.T.M. 2,754.7
Resisting/Overturning Ratio
= 1.16
Vertical Loads used for Soil Pressure =
1,228.3 Ibs
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel = 3.67
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe = 120.0 1.50 180.0
Surcharge Over Toe
Stem Weight(s) = 650.0 3.33 2,166.7
Earth @ Stem Transitions =
Footing Weight = 458.3 1.83 840.3
Key Weight =
Vert. Component =
Total = 1,228.3 Ibs R.M.= 3,186.9
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 7'-0" Wall with Slab Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
7'-0" Wall with Slab
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
7.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.450
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary i
Wall Stability Ratios
Overturning = 1.74 OK
Slab Resists All Sliding I
Total Bearing Load = 1,610 Ibs
...resultant ecc. = 11.48 in
Soil Pressure @ Toe =
780 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,091 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
13.3 psi OK
Footing Shear @ Heel =
2.8 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
1,120.0lbs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
7.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
ModularRatio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
8.00
# 4
9.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.449
1,372.0
3,201.3
7,122.4
18.3
75.0
6.25
100.0
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 7'-0" Wall with Slab Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
7'-0" Wall with Slab
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.1199 in2/ft
(4/3) * As :
0.1599 in2/ft
Min Stem T&S Reinf Area 1.440 in2
200bd/fy : 200(12)(6.25)/60000 :
0.25 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0012bh : 0.0012(12)(8) :
0.1152 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.1599 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area :
0.2667 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.8467 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Toe Width
= 4.00 ft
Heel Width
= 0.67
Total Footing Width
= 4.67
Footing Thickness
= 12.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 1,091
0 psf
Mu': Upward
= 5,913
0 ft-#
Mu': Downward
= 1,824
0 ft-#
Mu: Design
= 4,089
0 ft-#
Actual 1-Way Shear
= 13.31
13.31 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 4 @ 9.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 1.21 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 1,120.0 2.67 2,986.7
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total 1,120.0 O.T.M. 2,986.7
Resisting/Overturning Ratio = 1.74
Vertical Loads used for Soil Pressure = 1,610.0 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe
4.67
160.0 2.00 320.0
Stem Weight(s) = 750.0 4.33 3,250.0
Earth @ Stem Transitions =
Footing Weight = 700.0 2.33 1,633.3
Key Weight =
Vert. Component =
Total = 1,610.0 Ibs R.M.= 5,203.3
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 7'-0" Wall with Slab, 8H Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
7'-0" Wall with Slab, 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
7.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used = 8.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning = 1.18 Ratio
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.450
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
7.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Uniform Seismic Force = 64.000
Total Seismic Force = 512.000
Stem Construction
Design Height Above Ftc ft =
< 1.5! Wall Material Above "Ht" _
Slab Resists All Sliding ! Design Method =
Total Bearing Load = 1,610 Ibs
...resultant ecc. = 22.16 in
Soil Pressure @ Toe =
2,207 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
3,090 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
14.2 psi OK
Footing Shear @ Heel =
2.8 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
1,478.4lbs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
8.00
# 4
9.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.670
1,820.0
4,769.3
7,122.4
24.3
75.0
6.25
100.0
Equiv. SOIId Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 7'-0" Wall with Slab, 8H Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
7'-0" Wall with Slab, 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.1787 in2/ft
(4/3) * As :
0.2383 in2/ft
Min Stem T&S Reinf Area 1.440 in2
200bd/fy : 200(12)(6.25)/60000 :
0.25 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0012bh : 0.0012(12)(8) :
0.1152 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.2383 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area :
0.2667 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.8467 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Toe Width
= 4.00 ft
Heel Width
= 0.67
Total Footing Width
= 4.67
Footing Thickness
= 12.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 3,090
0 psf
Mu': Upward
= 7,920
0 ft-#
Mu': Downward
= 1,824
0 ft-#
Mu: Design
= 6,096
0 ft-#
Actual 1-Way Shear
= 14.22
14.22 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 4 @ 9.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 1.21 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 1,120.0
2.67 2,986.7
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Earth Load = 358.4
4.00 1,433.6
Total 1,478.4
O.T.M. 4,420.3
Resisting/Overturning Ratio
= 1.18
Vertical Loads used for Soil Pressure =
1,610.0 Ibs
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe
4.67
160.0 2.00 320.0
Stem Weight(s) = 750.0 4.33 3,250.0
Earth @ Stem Transitions =
Footing Weight = 700.0 2.33 1,633.3
Key Weight =
Vert. Component =
Total = 1,610.0 Ibs R.M.= 5,203.3
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 8'-0" Wall with Slab Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
8'-0" Wall with Slab
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
8.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary i
Wall Stability Ratios
Overturning = 1.75 OK
Slab Resists All Sliding !
Total Bearing Load = 1,900 Ibs
...resultant ecc. = 13.86 in
Soil Pressure @ Toe =
755 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,056 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
15.2 psi OK
Footing Shear @ Heel =
2.8 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
1,417.5lbs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
8.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
ModularRatio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
8.00
# 5
11.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.542
1,792.0
4,778.7
8,809.0
24.1
75.0
6.19
100.0
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 8'-0" Wall with Slab Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
8'-0" Wall with Slab
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.1809 in2/ft
(4/3) * As :
0.2413 in2/ft
Min Stem T&S Reinf Area 1.632 in2
200bd/fy : 200(12)(6.1875)/60000 :
0.2475 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0012bh : 0.0012(12)(8) :
0.1152 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.2413 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area :
0.3382 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.8382 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Toe Width
= 5.00 ft
Heel Width
= 0.67
Total Footing Width
= 5.67
Footing Thickness
= W0 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 1,056
0 psf
Mu': Upward
= 8,835
0 ft-#
Mu': Downward
= 2,850
0 ft-#
Mu: Design
= 5,985
0 ft-#
Actual 1-Way Shear
= 15.24
15.24 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 5 @ 11.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 1.47 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 1,417.5 3.00 4,252.5
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total 1,417.5 O.T.M. 4,252.5
Resisting/Overturning Ratio = 1.75
Vertical Loads used for Soil Pressure = 1.900.0 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel = 5.67
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe = 200.0 2.50 500.0
Surcharge Over Toe
Stem Weight(s) = 850.0 5.33 4,533.3
Earth @ Stem Transitions =
Footing Weight = 850.0 2.83 2,408.3
Key Weight =
Vert. Component =
Total = 1,900.0 Ibs R.M.= 7,441.7
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 8'-0" Wall with Slab, 8H Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
8'-0" Wall with Slab, 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
8.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used = 8.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning = 1.18 Ratio
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
8.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Uniform Seismic Force = 72.000
Total Seismic Force = 648.000
Stem Construction
Design Height Above Ftc ft =
< 1.5! Wall Material Above "Ht" _
Slab Resists All Sliding ! Design Method =
Total Bearing Load = 1,900 Ibs
...resultant ecc. = 26.75 in
Soil Pressure @ Toe =
2,096 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,935 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
15.8 psi OK
Footing Shear @ Heel =
2.8 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
1,871.1 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Thickness
=
Rebar Size
=
Rebar Spacing
_
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
8.00
# 5
11.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.804
2,368.0
7,082.7
8,809.0
31.9
75.0
6.19
100.0
Equiv. SOIId Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 9'-0" Wall check sliding Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
9'-0" Wall check sliding
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
9.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 4,903.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary i
Wall Stability Ratios
Overturning = 5.44 OK
Sliding = 1.65 OK
Total Bearing Load = 7,900 Ibs
...resultant ecc. = 6.79 in
Soil Pressure @ Toe =
544 psf OK
Soil Pressure @ Heel =
2,371 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
762 psf
ACI Factored @ Heel =
3,319 psf
Footing Shear @ Toe =
36.8 psi OK
Footing Shear @ Heel =
12.3 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
1,750.0lbs
less 100% Passive Force = -
116.7 Ibs
less 100% Friction Force = -
2,764.9 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
8.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
ModularRatio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
8.00
# 5
8.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.577
2,268.0
6,804.0
11,799.2
30.5
75.0
6.19
100.0
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 9'-0" Wall check sliding Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
9'-0" Wall check sliding
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.2576 in2/ft
(4/3) * As :
0.3435 in2/ft
Min Stem T&S Reinf Area 1.824 in2
200bd/fy : 200(12)(6.1875)/60000 :
0.2475 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :
0.1728 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.2576 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area :
0.465 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.8382 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Toe Width
= W ft
Heel Width
= 057
Total Footing Width
= 5.42
Footing Thickness
= 12.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 762
3,319 psf
Mu': Upward
= 9,503
0 ft-#
Mu': Downward
= 1,603
743 ft-#
Mu: Design
= 7,900
743 ft-#
Actual 1-Way Shear
= 36.84
36.84 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 5 @ 8.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 8.39 in, #5@ 13.00 in, #6@ 18.46 in, #7@ 25.17 in, #8@ 33.14 in, #9@ 41
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 1.40 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance
M oment Force Distance
Moment
Item
Ibs ft
ft-# Ibs ft
ft-#
Heel Active Pressure =
1,750.0 3.33
5,833.3 Soil Over Heel = 1,083.6 4•92
5,329.5
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem = 4,903.0 4.08
20,020.6
Load @ Stem Above Soil =
` Axial Live Load on Stem =
=
Soil Over Toe = 150.0 1.88
281.3
Total 1,750.0 O.T.M. 5,833.3
Resisting/Overturning Ratio = 5.44
Vertical Loads used for Soil Pressure = 7,899.6 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Surcharge Over Toe
Stem Weight(s) = 950.0 4.08 3,879.2
Earth @ Stem Transitions =
Footing Weight = 813.0 2.71 2,203.2
Key Weight =
Vert. Component =
Total = 7,899.6 Ibs R.M.= 31,713.7
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 9'-0" Wall with Slab Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
9'-0" Wall with Slab
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
9.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary i
Wall Stability Ratios
Overturning = 2.00 OK
Slab Resists All Sliding !
Total Bearing Load = 2,997 Ibs
...resultant ecc. = 9.05 in
Soil Pressure @ Toe =
1,015 psf OK
Soil Pressure @ Heel =
91 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,421 psf
ACI Factored @ Heel =
128 psf
Footing Shear @ Toe =
24.3 psi OK
Footing Shear @ Heel =
10.3 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
1,750.0lbs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
8.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
ModularRatio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
8.00
# 5
8.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.577
2,268.0
6,804.0
11,799.2
30.5
75.0
6.19
100.0
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 9'-0" Wall with Slab Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
9'-0" Wall with Slab
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.2576 in2/ft
(4/3) * As :
0.3435 in2/ft
Min Stem T&S Reinf Area 1.824 in2
200bd/fy : 200(12)(6.1875)/60000 :
0.2475 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :
0.1728 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.2576 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area :
0.465 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.8382 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Toe Width
= 3.75 ft
Heel Width
= 1.67
Total Footing Width
= 5.42
Footing Thickness
= 12.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 1,421
128 psf
Mu': Upward
= 7,891
104 ft-#
Mu': Downward
= 1,603
743 ft-#
Mu: Design
= 6,288
639 ft-#
Actual 1-Way Shear
= 24.27
24.27 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 5 @ 8.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 1.40 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance
M oment Force Distance Moment
Item
Ibs ft
ft-# Ibs ft ft-#
Heel Active Pressure =
1,750.0 3.33
5,833.3 Soil Over Heel = 1,083.6 4•92 5,329.5
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil =
` Axial Live Load on Stem =
=
Soil Over Toe = 150.0 1.88 281.3
Total 1,750.0 O.T.M. 5,833.3
Resisting/Overturning Ratio = 2.00
Vertical Loads used for Soil Pressure = 2,996.6 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Surcharge Over Toe
Stem Weight(s) = 950.0 4.08 3,879.2
Earth @ Stem Transitions =
Footing Weight = 813.0 2.71 2,203.2
Key Weight =
Vert. Component =
Total = 2,996.6 Ibs R.M.= 11,693.2
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 9'-0" Wall with Slab, 8H Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
9'-0" Wall with Slab, 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
9.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used = 8.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning = 1.35 Ratio
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
8.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Uniform Seismic Force = 80.000
Total Seismic Force = 800.000
Stem Construction
Design Height Above Ftc ft =
< 1.5! Wall Material Above "Ht" _
Slab Resists All Sliding ! Design Method =
Total Bearing Load = 2,997 Ibs
...resultant ecc. = 20.27 in
Soil Pressure @ Toe =
1,956 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,739 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
33.9 psi OK
Footing Shear @ Heel =
12.3 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
2,310.0 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
8.00
# 5
8.00
Edge
0.851
2,988.0
10,044.0
11,799.2
40.2
75.0
6.19
100.0
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Equiv. SOIId Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block
Title 9'-0" Wall with Slab, 8H Page: 2
to set these five lines of information
Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program.
Description....
9'-0" Wall with Slab, 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Engineering
Concrete Stem Rebar Area Details
Bottom Stem Vertical
Reinforcing Horizontal Reinforcing
As (based on applied moment) : 0.3803
in2/ft
(4/3) * As : 0.5071
in2/ft Min Stem T&S Reinf Area 1.824 in2
200bd/fy : 200(12)(6.1875)/60000 : 0.2475
in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) : 0.1728
in2/ft Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area : 0.3803
in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area : 0.465 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area: 0.8382
in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Footing Design Results
Toe Width = 3.75 ft
Toe Heel
Heel Width = 1.67
Factored Pressure = 2,739 0 psf
Total Footing Width = 5.42
Mu': Upward = 11,448 0 ft-#
Footing Thickness = 12.00 in
Mu': Downward = 1,603 743 ft-#
Mu: Design = 9,845 743 ft-#
Key Width = 0.00 in
Actual 1-Way Shear = 33.85 33.85 psi
Key Depth = 0.00 in
Allow 1-Way Shear = 75.00 40.00 psi
Key Distance from Toe = 0.00 ft
Toe Reinforcing = # 5 @ 8.00 in
fc = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = None Spec'd
Footing Concrete Density = 150.00 pcf
Key Reinforcing = None Spec'd
Min. As % = 0.0018
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm: 3.00 in
Toe: #4@ 7.06 in, #5@ 10.94 in, #6@ 15.53 in, #7@ 21.18 in, #8@ 27.88 in, #9@ 35
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 1.40 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance
M oment Force Distance Moment
Item Ibs ft
ft-# Ibs ft ft-#
Heel Active Pressure = 1,750.0 3.33
5,833.3 Soil Over Heel = 1,083.6 4•92 5,329.5
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Earth Load =
Total
560.0 5.00 2,800.0
2,310.0 O.T.M. 8,633.3
Resisting/Overturning Ratio = 1.35
Vertical Loads used for Soil Pressure = 2,996.6 Ibs
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
150.0
1.88
281.3
950.0
4.08
3,879.2
813.0
2.71
2,203.2
Total = 2,996.6 Ibs R.M.= 11,693.2
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 10'-0".Wall key design Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
10'-0" Wall key design
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
10.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 4,903.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary i
Wall Stability Ratios
Overturning = 5.01 OK
Sliding = 1.54 OK
Total Bearing Load = 8,313 Ibs
...resultant ecc. = 7.89 in
Soil Pressure @ Toe =
486 psf OK
Soil Pressure @ Heel =
2,209 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
680 psf
ACI Factored @ Heel =
3,092 psf
Footing Shear @ Toe =
43.8 psi OK
Footing Shear @ Heel =
10.7 psi NG
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
2,117.5 Ibs
less 100% Passive Force = -
354.2 Ibs
less 100% Friction Force = -
2,909.4 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
8.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
ModularRatio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
8.00
# 5
6.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.613
2,800.0
9,333.3
15,222.0
37.7
75.0
6.19
100.0
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 10'-0":Wall key design Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
10'-0" Wall key design
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.3534 in2/ft
(4/3) * As :
0.4712 in2/ft
Min Stem T&S Reinf Area 2.016 in2
200bd/fy : 200(12)(6.1875)/60000 :
0.2475 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :
0.1728 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.3534 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area :
0.62 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.8382 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Toe Width
= 4.50 ft
Heel Width
= 1.67
Total Footing Width
= 6.17
Footing Thickness
= 12.00 in
Key Width = 8.00 in
Key Depth = 6.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 680
3,092 psf
Mu': Upward
= 12,823
1,949 ft-#
Mu': Downward
= 2,309
815 ft-#
Mu: Design
= 10,515
-1,134 ft-#
Actual 1-Way Shear
= 43.76
43.76 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 5 @ 6.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 7.06 in, #5@ 10.94 in, #6@ 15.53 in, #7@ 21.18 in, #8@ 27.88 in, #9@ 35
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Min footing T&S reinf Area 1.60 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 2,117.5 3.67 7,764.2
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total 2,117.5 O.T.M. 7,764.2
Resisting/Overturning Ratio = 5.01
Vertical Loads used for Soil Pressure = 8,312.5 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel = 1,204.0 5.67 6,824.7
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem = 4,903.0 4.83 23,697.8
Axial Live Load on Stem =
Soil Over Toe = 180.0 2.25 405.0
Surcharge Over Toe
Stem Weight(s) = 1,050.0 4.83
5,075.0
Earth @ Stem Transitions =
Footing Weight = 925.5 3.09
2,855.2
Key Weight = 50.0 0.33
16.7
Vert. Component =
Total = 8,312.5 Ibs R.M.=
38,874.3
* Axial live load NOT included in total displayed, or used for
overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 10'-0";Wall with Slab Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
10'-0" Wall with Slab
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
10.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary i
Wall Stability Ratios
Overturning = 1.95 OK
Slab Resists All Sliding I
Total Bearing Load = 3,360 Ibs
...resultant ecc. = 10.60 in
Soil Pressure @ Toe =
1,012 psf OK
Soil Pressure @ Heel =
77 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,417 psf
ACI Factored @ Heel =
107 psf
Footing Shear @ Toe =
28.7 psi OK
Footing Shear @ Heel =
11.8 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
2,117.5 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
8.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
ModularRatio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
8.00
# 5
6.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.613
2,800.0
9,333.3
15,222.0
37.7
75.0
6.19
100.0
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block
Title 10'-0";Wall with Slab Page: 2
to set these five lines of information
Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program.
Description....
10'-0" Wall with Slab
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Engineering
Concrete Stem Rebar Area Details
Bottom Stem Vertical
Reinforcing Horizontal Reinforcing
As (based on applied moment) : 0.3534
in2/ft
(4/3) * As : 0.4712
in2/ft Min Stem T&S Reinf Area 2.016 in2
200bd/fy : 200(12)(6.1875)/60000 : 0.2475
in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) : 0.1728
in2/ft Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area : 0.3534
in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area : 0.62 in2/ft #5@ 19.38 in #5@ 38.75 in
Maximum Area: 0.8382
in2/ft #6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Footing Design Results
Toe Width = 4.50 ft
Toe Heel
Heel Width = 1.67
Factored Pressure = 1,417 107 psf
Total Footing Width = 6.17
Mu': Upward = 11,125 90 ft-#
Footing Thickness = 12.00 in
Mu': Downward = 2,309 815 ft-#
Mu: Design = 8,817 726 ft-#
Key Width = 0.00 in
Actual 1-Way Shear = 28.65 28.65 psi
Key Depth = 0.00 in
Allow 1-Way Shear = 75.00 40.00 psi
Key Distance from Toe = 0.00 ft
Toe Reinforcing = # 5 @ 6.00 in
fc = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = None Spec'd
Footing Concrete Density = 150.00 pcf
Key Reinforcing = None Spec'd
Min. As % = 0.0018
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm: 3.00 in
Toe: #4@ 7.52 in, #5@ 11.65 in, #6@ 16.54 in, #7@ 22.55 in, #8@ 29.69 in, #9@ 37
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 1.60 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance
M oment Force Distance Moment
Item Ibs ft
ft-# Ibs ft ft-#
Heel Active Pressure = 2,117.5 3.67
7,764.2 Soil Over Heel = 1,204.0 5.67 6,824.7
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total 2,117.5 O.T.M. 7,764.2
Resisting/Overturning Ratio = 1.95
Vertical Loads used for Soil Pressure = 3,359.5 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
180.0
2.25
405.0
1,050.0
4.83
5,075.0
925.5
3.09
2,855.2
Total = 3,359.5 Ibs R.M.= 15,159.8
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 10'-0";Wall with Slab, 8H Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
10'-0" Wall with Slab, 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
10.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used = 8.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning = 1.32 Ratio
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
8.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Uniform Seismic Force = 88.000
Total Seismic Force = 968.000
Stem Construction
Design Height Above Ftc ft =
< 1.5! Wall Material Above "Ht" _
Slab Resists All Sliding ! Design Method =
Total Bearing Load = 3,360 Ibs
...resultant ecc. = 23.91 in
Soil Pressure @ Toe =
2,051 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,871 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
37.0 psi OK
Footing Shear @ Heel =
13.5 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
2,795.1 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Thickness
=
Rebar Size
=
Rebar Spacing
_
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
8.00
# 5
6.00
Edge
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
0.902
3,680.0
13, 733.3
15,222.0
49.6
75.0
6.19
100.0
Equiv. SOIId Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 10'-0";Wall with Slab, 8H Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
10'-0" Wall with Slab, 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.52 in2/ft
(4/3) * As :
0.6934 in2/ft
Min Stem T&S Reinf Area 2.016 in2
200bd/fy : 200(12)(6.1875)/60000 :
0.2475 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0018bh : 0.0018(12)(8) :
0.1728 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.52 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area :
0.62 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.8382 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Toe Width
= 4N7 ft
Heel Width
= 057
Total Footing Width
= 6.17
Footing Thickness
= 12.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 2,871
0 psf
Mu': Upward
= 16,028
0 ft-#
Mu': Downward
= 2,309
815 ft-#
Mu: Design
= 13,720
815 ft-#
Actual 1-Way Shear
= 37.04
37.04 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 5 @ 6.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 6.44 in, #5@ 9.98 in, #6@ 14.17 in, #7@ 19.32 in, #8@ 25.44 in, #9@ 32.
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 1.60 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 2,117.5
3.67 7,764.2
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Earth Load = 677.6
5.50 3,726.8
Total 2,795.1
O.T.M. 11,491.0
Resisting/Overturning Ratio
= 1.32
Vertical Loads used for Soil Pressure =
3,359.5 Ibs
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel = 1,204.0 5.67 6,824.7
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe = 180.0 2.25 405.0
Surcharge Over Toe
Stem Weight(s) = 1,050.0 4.83 5,075.0
Earth @ Stem Transitions =
Footing Weight = 925.5 3.09 2,855.2
Key Weight =
Vert. Component =
Total = 3,359.5 Ibs R.M.= 15,159.8
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 11'-0";Wall with Slab Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
1 V-0" Wall with Slab
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
11.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary i
Wall Stability Ratios
Overturning = 1.97 OK
Slab Resists All Sliding I
Total Bearing Load = 4,148 Ibs
...resultant ecc. = 11.50 in
Soil Pressure @ Toe =
1,119 psf OK
Soil Pressure @ Heel =
96 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,566 psf
ACI Factored @ Heel =
135 psf
Footing Shear @ Toe =
28.1 psi OK
Footing Shear @ Heel =
10.8 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
2,590.5 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
8.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
ModularRatio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
10.00
# 6
8.00
Edge
0.611
3,388.0
12,422.7
20, 333.2
37.0
75.0
7.63
125.0
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 11'-0";Wall with Slab Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
1 V-0" Wall with Slab
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.3778 in2/ft
(4/3) * As :
0.5038 in2/ft
Min Stem T&S Reinf Area 2.760 in2
200bd/fy : 200(12)(7.625)/60000 :
0.305 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft
0.0018bh : 0.0018(12)(10) :
0.216 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.3778 in2/ft
#4@ 10.00 in #4@ 20.00 in
Provided Area :
0.66 in2/ft
#5@ 15.50 in #5@ 31.00 in
Maximum Area:
1.0329 in2/ft
#6@ 22.00 in #6@ 44.00 in
Footing Dimensions & Strengths
Toe Width
= 5.00 ft
Heel Width
= 1.83
Total Footing Width
= 6.83
Footing Thickness
= 14.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 1,566
135 psf
Mu': Upward
= 15,209
101 ft-#
Mu': Downward
= 3,225
891 ft-#
Mu: Design
= 11,984
790 ft-#
Actual 1-Way Shear
= 28.15
28.15 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 6 @ 8.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 6.88 in, #5@ 10.67 in, #6@ 15.14 in, #7@ 20.64 in, #8@ 27.18 in, #9@ 34
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 2.07 in2
Min footing T&S reinf Area per foot 0.30 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 7.94 in #4@ 15.87 in
#5@ 12.30 in #5@ 24.60 in
#6@ 17.46 in #6@ 34.92 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 2,590.5 4.06 10,505.9
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total 2,590.5 O.T.M. 10,505.9
Resisting/Overturning Ratio = 1.97
Vertical Loads used for Soil Pressure = 4,148.4 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel = 1,315.6 6.33 8,329.9
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe = 200.0 2.50 500.0
Surcharge Over Toe
Stem Weight(s) = 1,437.5 5.42 7,786.5
Earth @ Stem Transitions =
Footing Weight = 1,195.3 3.42 4,081.8
Key Weight =
Vert. Component =
Total = 4,148.4 Ibs R.M.= 20,698.2
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 11'-0";Wall with Slab, 8H Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
1 V-0" Wall with Slab, 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
Retained Height =
11.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used = 8.000
(Multiplier used on soil density)
Design Summary
Wall Stability Ratios
Overturning = 1.33 Ratio
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
8.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Uniform Seismic Force = 97.333
Total Seismic Force = 1.184.222
Stem Construction
Design Height Above Ftc ft =
< 1.5! Wall Material Above "Ht" _
Slab Resists All Sliding ! Design Method =
Total Bearing Load = 4,148 Ibs
...resultant ecc. = 26.08 in
Soil Pressure @ Toe =
2,228 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
3,119 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
37.1 psi OK
Footing Shear @ Heel =
12.4 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
3,419.4 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
10.00
# 6
8.00
Edge
0.901
4,458.7
18,311.3
20,333.2
48.7
75.0
7.63
125.0
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Equiv. SOIId Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 11'-0";Wall with Slab, 8H Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
1 V-0" Wall with Slab, 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.5569 in2/ft
(4/3) * As :
0.7426 in2/ft
Min Stem T&S Reinf Area 2.760 in2
200bd/fy : 200(12)(7.625)/60000 :
0.305 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft
0.0018bh : 0.0018(12)(10) :
0.216 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.5569 in2/ft
#4@ 10.00 in #4@ 20.00 in
Provided Area :
0.66 in2/ft
#5@ 15.50 in #5@ 31.00 in
Maximum Area:
1.0329 in2/ft
#6@ 22.00 in #6@ 44.00 in
Footing Dimensions & Strengths
Toe Width = 5l7 ft
Heel Width = 103
Total Footing Width = 6.83
Footing Thickness = 14p0 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 3,119
0 psf
Mu': Upward
= 21,829
0 ft-#
Mu': Downward
= 3,225
891 ft-#
Mu: Design
= 18,604
891 ft-#
Actual 1-Way Shear
= 37.12
37.12 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 6 @ 8.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 5.71 in, #5@ 8.86 in, #6@ 12.57 in, #7@ 17.14 in, #8@ 22.57 in, #9@ 28.
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 2.07 in2
Min footing T&S reinf Area per foot 0.30 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 7.94 in #4@ 15.87 in
#5@ 12.30 in #5@ 24.60 in
#6@ 17.46 in #6@ 34.92 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 2,590.5
4.06 10,505.9
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Earth Load = 829.0
6.08 5,042.8
Total 3,419.4
O.T.M. 15,548.7
Resisting/Overturning Ratio
= 1.33
Vertical Loads used for Soil Pressure =
4,148.4 Ibs
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel = 1,315.6 6.33 8,329.9
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe = 200.0 2.50 500.0
Surcharge Over Toe
Stem Weight(s) = 1,437.5 5.42 7,786.5
Earth @ Stem Transitions =
Footing Weight = 1,195.3 3.42 4,081.8
Key Weight =
Vert. Component =
Total = 4,148.4 Ibs R.M.= 20,698.2
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 11'-0";Wall, key design Page: 1
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
1 V-0" Wall, key design
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036
License To : Built Engineering
Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
Criteria
Soil Data
031�1-
Retained Height =
11.00 ft
Allow Soil Bearing = 2,500.0 psf
Wall height above soil =
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure - 35.0 psf/ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
4.00 in
=
Water height over heel =
0.0 ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 12.00 in
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 4,903.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
Design Summary i
Wall Stability Ratios
Overturning = 4.50 OK
Sliding = 1.54 OK
Total Bearing Load = 9,151 Ibs
...resultant ecc. = 7.25 in
Soil Pressure @ Toe =
628 psf OK
Soil Pressure @ Heel =
2,051 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
880 psf
ACI Factored @ Heel =
2,872 psf
Footing Shear @ Toe =
39.5 psi OK
Footing Shear @ Heel =
12.4 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
2,590.5 Ibs
less 100% Passive Force = -
787.5 Ibs
less 100% Friction Force = -
3,203.0 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,AC1
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
8.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem _
0.0 psf
(Service Level)
Stem Construction
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
Moment.... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment..... Allowable
=
Shear..... Actual
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
in2 =
Rebar Depth 'd'
in =
Masonry Data
fm
psi =
Fs
psi =
Solid Grouting
=
ModularRatio'n'
_
Wall Weight
psf =
Short Term Factor
=
Bottom
Stem OK
0.00
Concrete
LRFD
10.00
# 6
8.00
Edge
0.611
3,388.0
12,422.7
20, 333.2
37.0
75.0
7.63
125.0
Adjacent Footing Load
Adjacent Footing Load =
0.0 Ibs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Equiv. Solid Thick. _
Masonry Block Type = Medium Weight
Masonry Design Method = ASD
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Use menu item Settings > Printing & Title Block Title 11'-0";Wall, key design Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
1 V-0" Wall, key design
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.3778 in2/ft
(4/3) * As :
0.5038 in2/ft
Min Stem T&S Reinf Area 2.760 in2
200bd/fy : 200(12)(7.625)/60000 :
0.305 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft
0.0018bh : 0.0018(12)(10) :
0.216 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.3778 in2/ft
#4@ 10.00 in #4@ 20.00 in
Provided Area :
0.66 in2/ft
#5@ 15.50 in #5@ 31.00 in
Maximum Area:
1.0329 in2/ft
#6@ 22.00 in #6@ 44.00 in
Footing Dimensions & Strengths
Toe Width
= 5.00 ft
Heel Width
= 1.83
Total Footing Width
= 6.83
Footing Thickness
= 14.00 in
Key Width = 8.00 in
Key Depth = 12.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 880
2,872 psf
Mu': Upward
= 17,073
0 ft-#
Mu': Downward
= 3,225
891 ft-#
Mu: Design
= 13,848
891 ft-#
Actual 1-Way Shear
= 39.53
39.53 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 6 @ 8.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 5.96 in, #5@ 9.23 in, #6@ 13.10 in, #7@ 17.87 in, #8@ 23.52 in, #9@ 29.
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Min footing T&S reinf Area 2.07 in2
Min footing T&S reinf Area per foot 0.30 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 7.94 in #4@ 15.87 in
#5@ 12.30 in #5@ 24.60 in
#6@ 17.46 in #6@ 34.92 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 2,590.5 4.06 10,505.9
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total 2,590.5 O.T.M. 10,505.9
Resisting/Overturning Ratio = 4.50
Vertical Loads used for Soil Pressure = 9,151.4 Ibs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel = 1,315.6 6.33 8,329.9
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem = 4,903.0 5.42 26,557.9
Axial Live Load on Stem =
Soil Over Toe = 200.0 2.50 500.0
Surcharge Over Toe
Stem Weight(s) = 1,437.5 5.42
7,786.5
Earth @ Stem Transitions =
Footing Weight = 1,195.3 3.42
4,081.8
Key Weight = 100.0 0.33
33.3
Vert. Component =
Total = 9,151.4 Ibs R.M.=
47,289.4
* Axial live load NOT included in total displayed, or used for
overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block Title 8'-0" Wall with Slab, 8H Page: 2
to set these five lines of information Job # : Dsgnr: BSP Date: 9 JUL 2021
for your program. Description....
8'-0" Wall with Slab, 8H
This Wall in File: d:\engineering\projects\010-2021-05 pine park 614\engineering\pine park retaining
RetainPro (c) 1987-2017, Build 11.17.07.19
License : KW-06062036 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13
License To : Built Enaineerina
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment) :
0.2682 in2/ft
(4/3) * As :
0.3576 in2/ft
Min Stem T&S Reinf Area 1.632 in2
200bd/fy : 200(12)(6.1875)/60000 :
0.2475 in2/ft
Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft
0.0012bh : 0.0012(12)(8) :
0.1152 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area :
0.2682 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area :
0.3382 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.8382 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Toe Width
= 5.00 ft
Heel Width
= 0.67
Total Footing Width
= 5.67
Footing Thickness
= 12.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Design Results
Toe
Heel
Factored Pressure
= 2,935
0 psf
Mu': Upward
= 11,693
0 ft-#
Mu': Downward
= 2,850
0 ft-#
Mu: Design
= 8,843
0 ft-#
Actual 1-Way Shear
= 15.81
15.81 psi
Allow 1-Way Shear
= 75.00
40.00 psi
Toe Reinforcing
= # 5 @ 11.00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 7.49 in, #5@ 11.62 in, #6@ 16.49 in, #7@ 22.48 in, #8@ 29.60 in, #9@ 37
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 1.47 in2
Min footing T&S reinf Area per foot 0.26 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
M Force Distance oment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 1,417.5
3.00 4,252.5
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Earth Load = 453.6
4.50 2,041.2
Total 1,871.1
O.T.M. 6,293.7
Resisting/Overturning Ratio
= 1.18
Vertical Loads used for Soil Pressure =
1.900.0 Ibs
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel = 5.67
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe = 200.0 2.50 500.0
Surcharge Over Toe
Stem Weight(s) = 850.0 5.33 4,533.3
Earth @ Stem Transitions =
Footing Weight = 850.0 2.83 2,408.3
Key Weight =
Vert. Component =
Total = 1,900.0 Ibs R.M.= 7,441.7
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.