REVIEWED-BLD2023-0029+Structural_Analysis_or_Calculations+1.9.2023_6.38.36_AM+3303517RECEIVED BLD2023-0029
DEI Jan 10 2023
CITY OF
DIBBLE ENGINEERS INC DEVELOPMENT EDMOERVICES
DEPARTMENT
November 19, 2020
Brett Lantz
8714 Talbot Road REVIEWED
BY
Edmonds, WA 98026 CITY OF EDMONDS
BUILDING DEPARTMENT
Re: Lantz Residence Ridge Beam Retrofit ................................................
8714 Talbot Road
Edmonds, WA 98024
DEI Project #20-417
Dear Mr. Lantz,
On Wednesday, November 4, 2020, Dibble Engineers, Inc. (DEI) performed a site visit to investigate the removal of
an interior wall, and the installation of a new ridge beam. After our discussions, DEI was instructed to proceed with
the design of a glulam beam, installed at the existing ceiling height. DEI's structural recommendations are based on
the onsite observations and the drawings provided from the Owner.
Please refer to the attached plan for the location and sizes of the new footing, posts, and beam. This report also
includes our structural calculations with the cross-section sketch of the new ridge beam installation.
Dibble Engineers appreciates your business. We invite you to please contact us with any questions or for
clarifications to our work, and we will be happy to assist.
Sincerely,
DIBBLE ENGINEERS, INC.
Kalei Sur, EIT
Design Engineer
kalei@dibbleengineers.com
cc: Robb Dibble, PE
112020
Attachments: Plan, Ridge Beam Cross Section Sketch, Structural Calculations (8 Pages)
Disclaimer:
Dibble Engineers review is limited to the areas accessible and readily visible. Dibble Engineers did not conduct a
comprehensive building analysis for either vertical or lateral loads than what was required for addition of the new
ridge beam. Our review and discussion summary does not provide warranty either expressed or implied to the
existing conditions or work completed subsequent our visit.
DEI
DIBBLE ENGINEERS INC
STRUCTURAL CALCULATIONS
LANTZ RESIDENCE RIDGE BEAM RETROFIT
8714 Talbot Road
Edmonds, WA 98026
Prepared for Brett Lantz
Project #20-417
November 19, 2020
DEI PROJECT NAME Lantz Ridge Beam
DIBBLE ENGINEERS INC PROJECT#
www.dibbleengineers.com
i 102g Market Street, Kirkland, WA 98033 SUBJECT
425.828.4200
�rA. B01/06/2023
0V WA
tl,�� (4) 2X4 POST
37445
20-417
Roof Framing Plan
0
A
i-
N 1
X
Lu o
(V
I
\ I
Goffee
Bar
--------------�
(4) 2X4 POST
entry
3'x3'x8"w/
(3) #4 EA WAY, BOTT
i3edroom/Study
SHEET#
SSK-1
DATE 11-19-2020
Rv KMS
EXST
7'-0" by 4'-0"
Eating
Area c
ar "'
�i
3
� a z
24" OC @ EXISITING
CEILING JOISTS
r — — -T- riRefr
I I I
I I I
I I I I
I I I 1
I
I I I I I
I I I Kitchen I ` —
I I ail I
I I I I
I I I I
4'-0.. 4-0 1 2 00
-- I `--1
-I-
1
' I
---1
NEW
r �i r �i rl=
L—J L—J III 1
UJalk-in Pantry / 1
I-iall -_ILL
NEW 2'-6°
�� 1"fud Room
(E) 2x6 RAFTER
(N) CONT 2X6
W/ (3) 10d
COMMON
NAILS
(E) 2x6 CEILING
JOIST, TYP
(E) ROOF SHTG
(N) 2X6 HF #2, TYP
(N) (2)10d
COMMON NAILS
(N) CONT 2X6 HF #2 W/
(2) 10d COMMON NAILS,
TYP
(N) BEAM PER PLAN
(E) RIM BOARD
(N) 2X4 HF #2 FLAT
W/ (3) 10d
COMMON,SIDE
NAILS, TYP
E
' (N) BLKG W/ (2) j f
—10d COMMON i
NAILS, TYP m
�c
(N) LU26 JOIST HANGER, TYP
Cn
�ST22 Strap at 24" on center
Cn
N
DEI
DIBBLE ENGINEERS INC
Lantz Residence Ridge Beam Retrofit
#20-417
DESIGN CRITERIA
Dibble Engineers Inc
1029 Market Street, Suite 200
Kirkland, WA 98033
(425) 828-4200
JOB TITLE Lantz Residence Ridge Beam Retrofit
JOB No. 20-365
CALCULATED BY KMS
CHECKED BY
Roof Design Loads
SHEET NO.
DATE 11/12/20
DATE
Items
IDescription Multiple
I psf (max)
I psf (min)
Roofing
Asphalt Shingles w/roll roofing
3.0
2.0
Decking
1/2" plywood/OSB
1.8
1.5
Framing
Wood 2x @24"
2.5
1.5
Insulation
R-30 Fiberglass insul. x 1.0
0.9
0.9
Ceiling
5/8" gypsum
2.8
2.5
Mech & Elec
Mech. & Elec.
2.0
0.0
Misc.
Misc.
0.5
0.0
0.0
0.0
Actual Dead Load
;' 13.5
8.4
Use this DL instead
A' 15.0
15.0
Live Load
20.0
0.0
Snow Load
25.0
0.0
Ultimate Wind (zone 2 - 100sf)
16.0
-25.5
ASD Loading D + S
40.0
-
D + 0.75(0.6 `W + S)
41.0
-
0.6 `D + 0.6 `W
-
-6.3
LRFD Loading 1.2D + 1.6 S + 0.5W
66.0
-
1.2D + 1.OW + 0.5S
46.5
-
0.9D + 1.OW
-
-12.0
Roof angle 3.00 / 12 14.0 deg
DEI Lantz Residence Ridge Beam Retrofit DIBBLE ENGINEERS INC #20-417
GRAVITY CALCULATIONS
Project Title:
Engineer:
Project ID:
Project Descr:
File: Ridge Beam.ec6
Wood Column
SofNJare copyrghtENERCALC, INC. 1983-2020, Build:12.20.5.17
06102 DIBBLE ENGINEERS INC.
i
DESCRIPTION: 2x6 KICKERS
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Allowable Stress Design
Wood Section Name 2x6
End Fixities Top & Bottom Pinned
Wood Grading/Manuf. Graded Lumber
Overall Column Height
4.7 it
Wood Member Type Sawn
( Used for non -slender calculations )
Exact Width 1.50 in Allow Stress Modification Factors
Wood Species Hem Fir
Exact Depth 5.50 in Cfor Cv for Bending
1.30
Wood Grade No.2
Area 8.250 in12 Cfor Cv for Compression
1.10
Fb + 850 psi Fv
150 psi
Ix 20.797 inA4 Cfor Cv for Tension
1.30
Fb - 850 psi Ft
525 psi
ly 1.547 inA4 Cm : Wet Use Factor
1.0
Fc- Prll 1300 psi Density
26.84 pcf
Ct: Temperature Factor
1.0
Fc- Perp 405 psi
Cfu : Flat Use Factor
1.0
E : Modulus of Elasticity ... x-x Bending y-y
Bending Axial
Kf : Built-up columns
1 ,0 NDS 15.3.2
Basic 1300
1300 1300
ksi Use Cr: Repetitive ?
No
Minimum 470
470
Brace condition for deflection (buckling) along columns:
X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 4.7 ft, K =
Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 4.7 ft, K =
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 7.227 Ibs * Dead
Load Factor
AXIAL LOADS ...
ROOF: Axial Load at 4.70 ft, D = 0.280, S =
0.4650 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axal+Bending Stress Ratio =
0.3464 : 1
Maximum SERVICE Lateral Load Reactions. .
Load Com bination
+D+S
Top along Y-Y 0.0 k Boftom along Y-Y
0.0 k
Governing NDS Forumla Comp Only, fc/Fc'
Top along X-X 0.0 k Bottom along X-X
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial
0.7522 k
for load combination n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along X-X 0.0 in at 0.0 ft above base
Fc:Allowable
263.238psi
for load com bina tion n/a
Other Factors used to calculate allowable stresses .. .
PASS Maximum Shear Stress Ratio
0.0:1
Bending Compression
Tension
Load Combination
+0.60D
Location of max.above base
4.70 ft
Applied Design Shear
0.0 psi
Allowable Shear
240.0 psi
Load Combination Results
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Com binat ion
C D
C P
Stress Ratio Status
Location
Stress Ratio
Status Location
D Only
0.900
0.202
0.1339 PASS
0.0 ft
0.0
PASS 4.70 ft
+D+S
1.150
0.160
0.3464 PASS
0.0 ft
0.0
PASS 4.70 ft
+D+0.750S
1.150
0.160
0.2928 PASS
0.0 ft
0.0
PASS 4.70 it
+0.60D
1.600
0.116
0.07846 PASS
0.0 ft
0.0
PASS 4.70 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction
k Y-Y Axis Reaction Axial
Reaction
M y - End Moments
k-ft M x - End Moments
Load Combination
@ Base
@ Top
@ Base @ Top
@ Base
@ Base @ Top
@ Base @ Top
D Only 0.287
+D+S 0.752
+D+0.750S 0.636
Project Title:
Engineer:
Project ID:
Project Descr:
mie:rnagebeam.ece
Wood Column
So(NJare copyrght E NER CALC, INC. 1983-2020, BuiU:12.20.5.17
i .006102_niaa�aaciaicfaa:racf.ff�
DESCRIPTION: 2A KICKERS
Maximum Reactions Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft M x - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
+0.60D 0.172
S Only 0.465
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
D Only
0.0000 in
0.000
ft 0.0000 in
0.000
ft
+D+S
0.0000 in
0.000
ft 0.0000 in
0.000
ft
+D+0.750S
0.0000 in
0.000
ft 0.0000 in
0.000
ft
+0.60D
0.0000 in
0.000
ft 0.0000 in
0.000
ft
S Only
0.0000 in
0.000
ft 0.0000 in
0.000
ft
Sketches
,1
+X
Load 1
0
LO
2 6 - -
1.50 in
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
DESCRIPTION: Ridge Beam- DF/DF, 24F-V4, 51/2" X 21"
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method:
Allowable Stress Design Fb +
Load Combination ASCE 7-10 Fb -
Fc - Prll
Wood Species
: DF/DF Fc- Perp
Wood Grade
: 24F - V4 Fv
Ft
Beam Bracing
Beam is Fully Braced against lateral -torsional buckling
D(022125) Lr(0295) S(0.36875)
5.5x21
Span = 24.330 ft
File: Ridge Beam.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.1'
2,400.0 psi
E : Modulus of Elasticity
1,850.0 psi
Ebend- xx
1,800.0 ksi
1,650.0 psi
Eminbend - xx
950.0 ksi
650.0 psi
Ebend- yy
1,600.0 ksi
265.0 psi
Eminbend - yy
850.0 ksi
1,100.0 psi
Density
31.210 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width=14.750 ft, (Roof)
DESIGN SUMMARY •
Maximum Bending Stress Ratio =
0.529.1 Maximum Shear Stress Ratio =
Section used for this span
5.5x21
Section used for this span
=
1,350.90psi
=
=
2,553.56 psi
=
Load Combination
+D+S
Load Combination
Location of maximum on span =
12.165ft
Location of maximum on span =
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
0.383 in Ratio =
762 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.638 in Ratio =
457>=240
Max Upward Total Deflection
0.000 in Ratio
0 <240
Overall Maximum Deflections
+D+S
Vertical Reactions
Load Combination
vvCiau rvirlAnuuu
Overall MINimum
D Only
+D+Lr
+D+S
+D+0.750Lr
+D+0.750S
+0.60D
Lr Only
S Only
Span Max. "" Defl Location in Span LoXCombination
1 0.6384 12.254 N
Support notation : Far
Support 1 Support 2
7.482 7.482
4.486 4.486
2.996 2.996
6.585 6.585
7.482 7.482
5.688 5.688
6.360 6.360
1.798 1.798
3.589 3.589
4.486 4.486
0.275 :1
5.5x21
83.69 psi
304.75 psi
+D+S
0.000 ft
Span # 1
Max. "+^ Defl Location in Span
0.0000 0.000
#1 Values in KIPS
Limiting Total Beam
deflection to 5/8" with
3/8" deflection Dead
load, and 114" Live
load
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Column
File: Ridge Beam.ec6
Software copyright ENERCALC, INC.1983-2020, Build:12.20.5.1
DESCRIPTION: Posts- (4) 2x4
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016,
ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Analysis Method : Allowable Stress Design
Wood Section Name 4-2x4
End Fixities Top & Bottom Pinned
Wood Grading/Manuf. Graded Lumber
Overall Column Height
9 ft
Wood Member Type Sawn
( Used for non -slender calculations)
Exact Width 6.0 in Allow Stress Modification Factors
Wood Species Hem Fir
Exact Depth 3.50 in Cf or Cv for Bending 1.50
Wood Grade No.2
Area 21.0 in^2 Cf or Cv for Compression 1.150
Fb + 850.0 psi Fv
150.0 psi
Ix 21.438 in^4 Cf or Cv for Tension 1.50
Fb - 850.0 psi Ft
525.0 psi
ly 63.0 in^4 Cm : Wet Use Factor 1.0
Fc - Prll 1,300.0 psi Density
26.840 pcf
Ct :Temperature Factor 1.0
Fc - Perp 405.0 psi
Cfu : Flat Use Factor 1.0
E : Modulus of Elasticity ... x-x Bending y-y
Bending Axial Kf : Built-up columns 1 ,0 NDS 15.3.2
Basic 1,300.0
1,300.0 1,300.0
ksi Use Cr : Repetitive ? No
Minimum 470.0
470.0
Brace condition for deflection (buckling) along columns :
X-X (width) axis: Fully braced against buckling ABOUT Y-Y Axis
Y-Y (depth) axis: Fully braced against buckling ABOUT X-X Axis
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 35.228 Ibs * Dead Load Factor
AXIAL LOADS ...
Beam Rxn: Axial Load at 9.0 ft, D = 2.996, S
= 4.486 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.2082 :1
Maximum SERVICE Lateral Load Reactions . .
Load Combination
+D+S
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp
Only, fc/Fc'
Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial
7.517 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along X-X 0.0 in at 0.0 ft above base
Fc: Allowable
1,719.25 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 : 1
Bendino Compression Tension
Load Combination
+0.60D
Location of max.above base
9.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
240.0 psi
Load Combination Results
Maximum
Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination C D
C P Stress Ratio Status Location Stress Ratio Status Location
D Only 0.900
1.000
0.1073 PASS 0.0 ft 0.0 PASS 9.0 ft
+D+S 1.150
1.000
0.2082 PASS 0.0 ft 0.0 PASS 9.0 ft
+D+0.750S 1.150
1.000
0.1771 PASS 0.0 ft 0.0 PASS 9.0 ft
+0.60D 1.600
1.000 0.03621 PASS 0.0 ft 0.0 PASS 9.0 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base
@ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
D Only
3.031
+D+S
7.517
+D+0.750S
6.396
Wood Column
DESCRIPTION: Posts- (4) 2A
Maximum Reactions
Load Combination
Project Title:
Engineer:
Project ID:
Project Descr:
Software copvright ENERCALC, INC.1983-2020, Build:12.20.5.1'
Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
@ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
+0.60D 1.819
S Only 4.486
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
D Only
0.0000 in
0.000
ft 0.0000 in
0.000
ft
+D+S
0.0000 in
0.000
ft 0.0000 in
0.000
ft
+D+0.750S
0.0000 in
0.000
ft 0.0000 in
0.000
ft
+0.60D
0.0000 in
0.000
ft 0.0000 in
0.000
ft
S Only
0.0000 in
0.000
ft 0.0000 in
0.000
ft
Sketches
/Load 1
4- x44
6.0 in
+X
am
o
General Footing
i.ii. i
DESCRIPTION: Post Footing- Tx Tx 8"
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Material Properties
fc : Concrete 28 day strength =
2.50 ksi
fy : Rebar Yield =
60.0 ksi
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Concrete Density =
150.0 pcf
cp Values Flexure =
0.90
Project Title:
Engineer:
Project ID:
Project Descr:
File: Ridge Beam.ec6
Software copyright ENERCALC, INC.1983-2020, Build:12.20.5.1'
Soil Design Values
Allowable Soil Bearing
Increase Bearing By Footing Weight
Soil Passive Resistance (for Sliding)
Soil/Concrete Friction Coeff.
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth
Min Allow % Temp Reinf.
= 0.00180
when footing base is below
Min. Overturning Safety Factor
= 1.0 : 1
Min. Sliding Safety Factor
= 1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
when max. length or width is greater than
Add Pedestal Wt for Soil Pressure
No
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis =
Length parallel to Z-Z Axis =
Footing Thickness =
Pedestal dimensions...
px : parallel to X-X Axis =
pz : parallel to Z-Z Axis =
Height
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforcing
Bars parallel to X-X Axis
Number of Bars =
Reinforcing Bar Size =
Bars parallel to Z-Z Axis
Number of Bars =
Reinforcing Bar Size =
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
3.0 ft
3.0 ft
8.0 in
in
in
in
3.0 in
Z
1.50 ksf
= No
= 250.0 pcf
= 0.30
= 1.50 ft
= ksf
= ft
= ksf
= ft
3.0
# 4
1Hong
3.0
Bonn —
Russ
# 4
a,s �tt j m
Am
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P : Column Load = 2.996 4.486 k
OB : Overburden = ksf
M-xx = k-ft
M-zz = k-ft
V-x = k
V-Z = k
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing
DESCRIPTION: Post Footing- Tx Tx 8"
Software copvright ENERCALC, INC.1983-2020, Build:12.20.5.1'
DESIGN SUMMARY - •
Min. Ratio Item Applied Capacity Governing Load Combination
PASS
0.6209
Soil Bearing
0.9313 ksf
1.50 ksf
+D+S about Z-Z axis
PASS
n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS
n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS
0.3140
Z Flexure (+X)
1.347 k-ft/ft
4.288 k-ft/ft
+1.20D+1.60S
PASS
0.3140
Z Flexure (-X)
1.347 k-ft/ft
4.288 k-ft/ft
+1.20D+1.60S
PASS
0.3140
X Flexure (+Z)
1.347 k-ft/ft
4.288 k-ft/ft
+1.20D+1.60S
PASS
0.3140
X Flexure (-Z)
1.347 k-ft/ft
4.288 k-ft/ft
+1.20D+1.60S
PASS
0.2873
1-way Shear (+X)
21.546 psi
75.0 psi
+1.20D+1.60S
PASS
0.2873
1-way Shear (-X)
21.546 psi
75.0 psi
+1.20D+1.60S
PASS
0.2873
1-way Shear (+Z)
21.546 psi
75.0 psi
+1.20D+1.60S
PASS
0.2873
1-way Shear (-Z)
21.546 psi
75.0 psi
+1.20D+1.60S
PASS
0.7041
2-way Punching
105.617 psi
150.0 psi
+1.20D+1.60S
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual Soil Bearing Stress @ Location
Actual 1 Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z Top, +Z
Left, -X Right, +X
Ratio
X-X, D Only
1.50
n/a 0.0
0.4329
0.4329
n/a
n/a
0.289
X-X, +D+S
1.50
n/a 0.0
0.9313
0.9313
n/a
n/a
0.621
X-X, +D+0.750S
1.50
n/a 0.0
0.8067
0.8067
n/a
n/a
0.538
X-X, +0.60D
1.50
n/a 0.0
0.2597
0.2597
n/a
n/a
0.173
Z-Z, D Only
1.50
0.0 n/a
n/a n/a
0.4329
0.4329
0.289
Z-Z, +D+S
1.50
0.0 n/a
n/a n/a
0.9313
0.9313
0.621
Z-Z, +D+0.750S
1.50
0.0 n/a
n/a n/a
0.8067
0.8067
0.538
Z-Z, +0.60D
1.50
0.0 n/a
n/a n/a
0.2597
0.2597
0.173
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability
Ratio
Status
Footing Has NO Overturning
Sliding Stability
All
units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability
Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis &Load Combination
Mu Side
Tension
As Req'd
Gvrn. As Actual As
Phi*Mn
Status
k-ft
Surface
in^2
in^2
inA2
k-ft
X-X, +1.40D
0.5243
+Z
Bottom
0.1728
Min Temp %
0.20
4.288
OK
X-X, +1.40D
0.5243
-Z
Bottom
0.1728
Min Temp %
0.20
4.288
OK
X-X, +1.20D
0.4494
+Z
Bottom
0.1728
Min Temp %
0.20
4.288
OK
X-X, +1.20D
0.4494
-Z
Bottom
0.1728
Min Temp %
0.20
4.288
OK
X-X, +1.20D+0.50S
0.7298
+Z
Bottom
0.1728
Min Temp %
0.20
4.288
OK
X-X, +1.20D+0.50S
0.7298
-Z
Bottom
0.1728
Min Temp %
0.20
4.288
OK
X-X, +1.20D+1.60S
1.347
+Z
Bottom
0.1728
Min Temp %
0.20
4.288
OK
X-X, +1.20D+1.60S
1.347
-Z
Bottom
0.1728
Min Temp %
0.20
4.288
OK
X-X, +1.20D+0.20S
0.5616
+Z
Bottom
0.1728
Min Temp %
0.20
4.288
OK
X-X, +1.20D+0.20S
0.5616
-Z
Bottom
0.1728
Min Temp %
0.20
4.288
OK
X-X, +0.90D
0.3371
+Z
Bottom
0.1728
Min Temp %
0.20
4.288
OK
X-X, +0.90D
0.3371
-Z
Bottom
0.1728
Min Temp %
0.20
4.288
OK
Z-Z, +1.401D
0.5243
-X
Bottom
0.1728
Min Temp %
0.20
4.288
OK
Z-Z, +1.40D
0.5243
+X
Bottom
0.1728
Min Temp %
0.20
4.288
OK
Z-Z, +1.201D
0.4494
-X
Bottom
0.1728
Min Temp %
0.20
4.288
OK
Z-Z, +1.20D
0.4494
+X
Bottom
0.1728
Min Temp %
0.20
4.288
OK
Project Title:
Engineer:
Project ID:
Project Descr:
General Footin g
rne: rouge eseam.eco
Software copyright ENERCALC,
INC.1983-2020, Build:12.20.5.1
INWWRIATIT-.111IRon,
DESCRIPTION: Post Footing- Tx Tx 8"
Footing Flexure
Flexure Axis &Load Combination
Mu Side Tension
As Req'd Gvrn. As
Actual As
Phi*Mn
Status
k-ft
Surface
in2 in2
in^2
k-ft
Z-Z, +1.20D+0.50S
0.7298
-X Bottom
0.1728 Min Temp %
0.20
4.288
OK
Z-Z, +1.20D+0.50S
0.7298
+X Bottom
0.1728 Min Temp %
0.20
4.288
OK
Z-Z, +1.20D+1.60S
1.347
-X Bottom
0.1728 Min Temp %
0.20
4.288
OK
Z-Z, +1.20D+1.60S
1.347
+X Bottom
0.1728 Min Temp %
0.20
4.288
OK
Z-Z, +1.20D+0.20S
0.5616
-X Bottom
0.1728 Min Temp %
0.20
4.288
OK
Z-Z, +1.20D+0.20S
0.5616
+X Bottom
0.1728 Min Temp %
0.20
4.288
OK
Z-Z, +0.90D
0.3371
-X Bottom
0.1728 Min Temp %
0.20
4.288
OK
Z-Z, +0.90D
0.3371
+X Bottom
0.1728 Min Temp %
0.20
4.288
OK
One Way Shear
Load Combination...
Vu @ -X
Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi
Vn Vu 1 Phi*Vn
Status
+1.40D
8.39 psi
8.39 psi
8.39 psi 8.39 psi
8.39 psi
75.00 psi 0.11
OK
+1.20D
7.19 psi
7.19 psi
7.19 psi 7.19 psi
7.19 psi
75.00 psi 0.10
OK
+1.20D+0.50S
11.68 psi
11.68 psi
11.68 psi 11.68 psi
11.68 psi
75.00 psi 0.16
OK
+1.20D+1.60S
21.55 psi
21.55 psi
21.55 psi 21.55 psi
21.55 psi
75.00 psi 0.29
OK
+1.20D+0.20S
8.99 psi
8.99 psi
8.99 psi 8.99 psi
8.99 psi
75.00 psi 0.12
OK
+0.90D
5.39 psi
5.39 psi
5.39 psi 5.39 psi
5.39 psi
75.00 psi 0.07
OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu 1 Phi*Vn
Status
+1.40D
41.12 psi
150.00psi
0.2741
OK
+1.20D
35.25 psi
150.00psi
0.235
OK
+1.20D+0.50S
57.24 psi
150.00psi
0.3816
OK
+1.20D+1.60S
105.62 psi
150.00psi
0.7041
OK
+1.20D+0.20S
44.04 psi
150.00psi
0.2936
OK
+0.90D
26.44 psi
150.00psi
0.1762
OK
0
4
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