REVIEWED BLD-BLD2021-0566+Structural_Analysis_or_Calculations+4.19.2021_4.15.19_PM+2152940I —k j
QUANTUM
CONSULTING ENGINEERS
April 16, 2021
STRUCTURAL CALCULATIONS
(Permit Submittal)
BAER RESIDENCE ADDITION
10408 231 ST. SW,
EDMONDS, WA 98020
Quantum Job Number: 21170.01
Prepared fora
ALEXANDRA IMMEL
5325 BALLARD AVE NW
SEATTLE, WA, 98107
Prepared by. -
QUANTUM CONSULTING ENGINEERS
1511 Third Avenue, Suite 323
Seattle, WA 98101
TEL 206.957.3900
FAX 206.957.3901
li
QUANTUM o ras J i ri G. c, F % C, i N FF
STRUCTURAL DESIGN CRITERIA
BAER RESIDENCE ADDITION
10408 231 ST. SW,
EDMONDS, WA, 98020
QUANTUM JOB NUMBER: 21170.01
CODE CRITERIA
BUILDING CODE...................................................................2018 INTERNATIONAL BUILDING CODE
BUILDING DEPARTMENT...................................................................................... CITY OF EDMONDS
SNOWLOAD................................................................................................................................25 PSF
SOILS CRITERIA
ALLOWABLE BEARING PRESSURE.....................................................................................1,500 PSF
MINIMUM FOOTING WIDTH.........................................CONTINUOUS: 18" MIN., ISOLATED: 24" MIN.
FROST DEPTH........................................................................................................................... 18" MIN.
PASSIVE SOIL PRESSURE.........................................................................................250 PCF
COEFFICIENT OF FRICTION......................................................................................0.35 PCF
MATERIALS CRITERIA
CONCRETE (28 DAY STRENGTH):
FOUNDATION/STEM WALL............................................................................. F'C=2,500 PSI
REINFORCING STEEL:
GRADE 40 (#4 BAR)........................................................................................ FY=40,000 PSI
WOOD FRAMING
2X, 3X, & 4X FRAMING MBRS...........................................................................HF#2 OR DF#2
6XFRAMING MBRS............................................................................................................ DF#1
GLULAMBEAMS..............................................................................................................24F-V4
WOOD SHTG........................................................................................................... APA RATED
STRUCTURAL DESIGN CRITERIA
BAER RESIDENCE ADDITION
10408 231 ST. SW,
EDMONDS, WA, 98020
QUANTUM JOB NUMBER: 21170.01
ASSEMBLY WEIGHTS
ROOF LOADS GRAVITY
ASPHALT SHINGLE ROOF 3.0 PSF
15/32" PLYWOOD SHEATHING 1.7 PSF
2X6 ROOF RAFTERS @ 24" O.C. 1.7 PSF
SKYLIGHTS 2.4 PSF
5/8" GWB 2.8 PSF
MISCELLANEOUS 0.4 PSF
ROOF DL 12.0 PSF
COMMENTS
SL = 25 PSF
.IFORTEIM
MEMBER REPORT
Roof, RR-1
1 piece(s) 2 x 6 Hem -Fir No. 2@ 24" OC
PASSED
0
5
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)
185 @ 6' 3 1/2"
911 (1.50")
Passed (20%)
1.0 D + 1.0 S (Alt Spans)
Shear (Ibs)
156 @ 1' 8 15/16"
949
Passed (16%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
230 @ 3' 9 5/8"
921
Passed (25%)
1.15
1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in)
0.028 @ 3' 8 15/16"
0.261
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.041 @ 3' 9"
0.348
Passed (L/999+)
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• overhang deflection criteria: LL (2L/240) and TL (2L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Beveled Plate - HF
3.50"
3.50"
1.50"
94
192
286
Blocking
2 - Hanger on 5 1/2" DF beam
3.50"
Hanger'
1.50"
66
140
206
See note '
• Blocking Panels are assumed to carry no loads applied directly above them and the Tull load is applied to the member being 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) 6' 5" o/c
Bottom Edge (Lu) 6' 5" o/c
-Maximum allowable bracing intervals based on applied load.
0
Member Length : 6' 5 7/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 2/12
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
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
Snow
Vertical Load
Location (Side)
Spacing
(0.90)
(1.15)
Comments
1 - Uniform (PSF)
0 to 6' 7"
24"
12.0
25.0
roof dead and snow
load
Member Notes
,00f rafter #1
ForteWEB Software Operator
Job Notes
Mario D. Alvarado Jr.
Quantum Consulting Engineers
(206) 957-3904
malvarado@quantumce.com
4/16/2021 9:45:10 PM UTC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
V4*%?tucuwr File Name: Baer roof
Page 2/7
.I F O R T E I M MEMBER REPOR' PASSED
Roof, Ridge beam
1 piece(s) 6 x 8 Douglas Fir -Larch No. 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)
1679 @ 1' 2 3/4"
18906 (5.50")
Passed (9%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1229 @ 13' 5"
5376
Passed (23%)
1.15
1.0 D + 1.0 S (Alt Spans)
Moment (Ft-Ibs)
4473 @ 7' 8 7/8"
5930
Passed (75%)
1.15
1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in)
0.282 @ 7' 8 1/2"
0.647
Passed (L/550)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.435 @ 78 1/2"
0.863
Passed (L/357)
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Overhang deflection criteria: LL (2L/240) and TL (2L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Bearing Length
Supports Available I Required
Loads to Supports (Ibs)
Accessories
Dead
Snow
Total
1 - Column - HF 5.50"
5.50"
1.50"
593
1086
1679
Blocking
2 - Column - HF 5.50"
5.50"
1.50"
516
948
1464
None
• 1:51OcKmg vaneis are assumes io carry no ioaas appuea Direcny aoove mem ano me Tuu ioaa is appuea co me memoer Deing Designeo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
14' 6" o/c
Bottom Edge (Lu)
14' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 14' 6"
N/A
10.4
1 - Uniform (PLF)
0 to 14' 6" (Front)
N/A
33.0
70.0
Linked from: RR-1,
Support 2
2 - Uniform (PLF)
0 to 14' 6" (Back)
N/A
33.0
70.0
Linked from: RR-1,
Support 2
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 0/12
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 ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Mario D. Alvarado Jr.
Quantum Consulting Engineers
(206) 957-3904
malvarado@quantumce.com
4/16/2021 9:45:10 PM UTC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
v4r)%Tturma File Name: Baer roof
Page 4 / 7
.IFORTE* CM
MEMBER REPORT
Roof, cross beam
1 piece(s) 6 x 8 Douglas Fir -Larch No. 1
PASSED
i),erali Leng;h: 10 1
9' 6'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
r
u
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
988 @ 2"
8181 (3.50")
Passed (12%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
972 @ 11"
5376
Passed (18%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
4477 @ 5'
5930
Passed (75%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.117 @ 5' 3/8"
0.488
Passed (L/999)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.202 @ 5' 7/16"
0.650
Passed (L/579)
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.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Stud wall - SPF
3.50"
3.50"
1.50"
440
548
988
Blocking
2 - Stud wall - SPF
3.50"
3.50"
1 1.50"
435
538
973
Blocking
• 151ocKing Panels are assumea to carry no ioaas appuea airectiy aoove mem ana me tuu ioaa is appuea to me memoer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
10' 1" o/c
Bottom Edge (Lu)
10' 1" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads WN
Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF) 0 to 10' 1"
N/A
10.4
1 - Tapered (PSF) 0 to 5' (Top)
6" to 3'
10.0
Ext. Wall load
2 - Tapered (PSF) 5' to 10' 1" (Top)
3' to 6"
10.0
Ext. Wall load
3 - Point (lb) 5' (Top)
N/A
593
1086
Linked from: Ridge
beam, Support 1
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 0/12
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 -parry 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 ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Mario D. Alvarado Jr.
Quantum Consulting Engineers
(206) 957-3904
malvarado@quantumce.com
4/16/2021 9:45:10 PM UTC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
vi4*%?tucLr,a File Name: Baer roof
Page 5/7
.I FORTE* CM MEMBER REPORT PASSED
Roof, Side drop beams
1 piece(s) 6 x 8 Douglas Fir -Larch No. 1
ij,erali Leng;h: la o
1 13 6'
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)
1190 @ P 2 3/4"
12856 (5.50")
Passed (9%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
871 @ 13' 5"
5376
Passed (16%)
1.15
1.0 D + 1.0 S (Alt Spans)
Moment (Ft-Ibs)
3171 @ 7' 8 7/8"
5930
Passed (53%)
1.15
1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in)
0.193 @ 7' 8 1/2"
0.647
Passed (L/802)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.308 @ 78 1/2"
0.863
Passed (L/504)
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Overhang deflection criteria: LL (2L/240) and TL (2L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Bearing Length
Supports mgm mum I Available I Required
Loads to Supports (Ibs)
Accessories
Dead
Snow
Total
1 - Stud wall - SPF 5.50"
5.50"
1.50"
446
745
1191
Blocking
2 - Column - SPF 5.50"
5.50"
1.50"
387
650
1037
Blocking
• rswcKmg vaneis are assumes io carry no ioaas appuea Direcuy aoove mem ano me Tuu ioaa is appuea co me memoer Demg Designeo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
14' 6" o/c
Bottom Edge (Lu)
14' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 14' 6"
N/A
10.4
1 - Uniform (PLF)
0 to 14' 6" (Top)
N/A
47.0
96.0
Linked from: RR-1,
Support 1
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 0/12
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
Nww.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Mario D. Alvarado Jr.
Quantum Consulting Engineers
(206) 957-3904
malvarado@quantumce.com
4/16/2021 9:45:10 PM UTC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
vl4*%?tucur,a File Name: Baer roof
Page 6 / 7
.IFORTEIM
Roof, Free Standing Post
1 piece(s) 6 x 6 Douglas Fir -Larch No. 1
PASSED
1
Drawing is Conceptual
Post Height: 10'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
22
50
Passed (44%)
Compression (Ibs)
2179
22313
Passed (10%)
1.15
1.0 D + 1.0 S
Base Bearing (Ibs)
2179
980100
Passed (0%)
--
1.0 D + 1.0 S
Bending/Compression
0.07
1
Passed (7%)
1.15
1.0 D + 1.0 S
• Input axial load eccentricity for this design is 16.67% of applicable member side dimension.
• Applicable calculations are based on Nos.
supports Type Material Member Type : Free Standing Post
Base Plate Steel Building Code : IBC 2015
Design Methodology : ASD
Max Unbraced Length Comments
Full Member Length No bracing assumed.
Dead
Snow
Vertical Loads
(0.90)
(1.15)
Comments
1 - Point (lb)
440
548
Linked from: cross beam,
Support 1
2 -Point (lb)
446
745
Linked from: Side drop beams,
Support 1
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 ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Mario D. Alvarado Jr.
Quantum Consulting Engineers
(206) 957-3904
malvarado@quantumce.com
4/16/2021 9:45:10 PM UTC
AForteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
Cr File Name: Baer roof
Page 7 / 7
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
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Title Block Line 6
Printed: 16 APR 2021, 3:07PM
General Footing
g
File: Baergarage.ec6
Software copyright ENERCALC,
INC. 1983-2020, Build:12.20.8.17
iMi
•
•
DESCRIPTION: F1.5
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
3.0 ksi
Allowable Soil Bearing
= 1.50 ksf
fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight
= No
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding)
= 250.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff.
= 0.30
cp Values Flexure =
0.90
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface
= ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth
= ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below
= ft
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
= ksf
Add Pedestal Wt for Soil Pressure
: No
when max. length or width is greater than
-
- ft
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
# Bars required within zone
# Bars required on each side of zone
Applied Loads
P : Column Load =
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
1.50 ft
1.50 ft
8.0 in
6.0 in
6.0 in
in
3.0 in
2.0
# 4
2.0
# 4
n/a
n/a
n/a
D Lr
1.10
0.050
2•04BUS
X-X Section Looking to +Z
L S
1.50
JML
Z-Z Section Lcdung to •X
W E H
k
ksf
k-ft
k-ft
k
k
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
General Footing
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 16 APR 2021, 3:07PM
File: Baer garage.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
e �
DESCRIPTION: F1.5
DESIGN SUMMARY
ITZ7 • •
Min. Ratio
Item
Applied
Capacity
Governing Load
Combination
PASS 0.8647
Soil Bearing
1.297 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 0.03620
Z Flexure (+X)
0.2058 k-ft/ft
5.686 k-ft/ft
+1.20D+1.60S
PASS 0.03620
Z Flexure (-X)
0.2058 k-ft/ft
5.686 k-ft/ft
+1.20D+1.60S
PASS 0.03620
X Flexure (+Z)
0.2058 k-ft/ft
5.686 k-ft/ft
+1.20D+1.60S
PASS 0.03620
X Flexure (-Z)
0.2058 k-ft/ft
5.686 k-ft/ft
+1.20D+1.60S
PASS 0.03006
1-way Shear (+X)
2.470 psi
82.158 psi
+1.20D+1.60S
PASS 0.03006
1-way Shear (-X)
2.470 psi
82.158 psi
+1.20D+1.60S
PASS 0.03006
1-way Shear (+Z)
2.470 psi
82.158 psi
+1.20D+1.60S
PASS 0.03006
1-way Shear (-Z)
2.470 psi
82.158 psi
+1.20D+1.60S
PASS 0.06309
2-way Punching
10.367 psi
164.317 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
0.630 0.630
n/a
n/a
0.420
X-X. +D+S
1.50
n/a 0.0
1.297
1.297
n/a
n/a
0.865
X-X, +D+0.750S
1.50
n/a 0.0
1.130
1.130
n/a
n/a
0.753
X-X. +0.60D
1.50
n/a 0.0
0.3780
0.3780
n/a
n/a
0.252
Z-Z, D Only
1.50
0.0 n/a
n/a n/a
0.630
0.630
0.420
Z-Z. +D+S
1.50
0.0 n/a
n/a n/a
1.297
1.297
0.865
Z-Z, +D+0.750S
1.50
0.0 n/a
n/a n/a
1.130
1.130
0.753
Z-Z. +0.60D
1.50
0.0 n/a
n/a n/a
0.3780 0.3780
0.252
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
inA2
in^2
k-ft
X-X, +1.40D
0.08458
+Z
Bottom
0.1728
Min Temp %
0.2667
5.686
OK
X-X. +1.40D
0.08458
-Z
Bottom
0.1728
Min Temp %
0.2667
5.686
OK
X-X, +1.20D
0.07249
+Z
Bottom
0.1728
Min Temp %
0.2667
5.686
OK
X-X. +1.20D
0.07249
-Z
Bottom
0.1728
Min Temp %
0.2667
5.686
OK
X-X, +1.20D+0.50S
0.1142
+Z
Bottom
0.1728
Min Temp %
0.2667
5.686
OK
X-X. +1.20D+0.50S
0.1142
-Z
Bottom
0.1728
Min Temp %
0.2667
5.686
OK
X-X, +1.20D+1.60S
0.2058
+Z
Bottom
0.1728
Min Temp %
0.2667
5.686
OK
X-X. +1.20D+1.60S
0.2058
-Z
Bottom
0.1728
Min Temp %
0.2667
5.686
OK
X-X, +0.90D
0.05437
+Z
Bottom
0.1728
Min Temp %
0.2667
5.686
OK
X-X. +0.90D
0.05437
-Z
Bottom
0.1728
Min TemD %
0.2667
5.686
OK
X-X, +1.20D+0.20S
0.08916
+Z
Bottom
0.1728
Min Temp %
0.2667
5.686
OK
X-X. +1.20D+0.20S
0.08916
-Z
Bottom
0.1728
Min Temp %
0.2667
5.686
OK
Z-Z, +1.40D
0.08458
-X
Bottom
0.1728
Min TemD %
0.2667
5.686
OK
Z-Z, +1.40D
0.08458
+X
Bottom
0.1728
Min TemD %
0.2667
5.686
OK
Z-Z, +1.20D
0.07249
-X
Bottom
0.1728
Min Temp %
0.2667
5.686
OK
Z-Z, +1.20D
0.07249
+X
Bottom
0.1728
Min Temp %
0.2667
5.686
OK
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
Title Block Line 6
General Footing
_
DESCRIPTION: F1.5
Footing Flexure
Flexure Axis & Load Combination
Mu Side Tension As Req'd
k-ft Surface inA2
Printed: 16 APR 2021, 3:07PM
Software copvright ENERCALC, INC. 1983-2020, Build:12.20.8.17
Gvrn. As Actual As
inA2 inA2
Phi*Mn Status
k-ft
Z-Z. +1.20D+0.50S
0.1142
-X Bottom
0.1728 Min TemD %
0.2667
5.686
OK
Z-Z, +1.20D+0.50S
0.1142
+X Bottom
0.1728 Min Temp %
0.2667
5.686
OK
Z-Z. +1.20D+1.60S
0.2058
-X Bottom
0.1728 Min TemD %
0.2667
5.686
OK
Z-Z, +1.20D+1.60S
0.2058
+X Bottom
0.1728 Min TemD %
0.2667
5.686
OK
Z-Z. +0.90D
0.05437
-X Bottom
0.1728 Min TemD %
0.2667
5.686
OK
Z-Z, +0.90D
0.05437
+X Bottom
0.1728 Min TemD %
0.2667
5.686
OK
Z-Z. +1.20D+0.20S
0.08916
-X Bottom
0.1728 Min TemD %
0.2667
5.686
OK
Z-Z, +1.20D+0.20S
0.08916
+X Bottom
0.1728 Min TemD %
0.2667
5.686
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
1.02 Dsi
1.02 psi
1.02 psi 1.02 psi
1.02 psi
82.16 psi
0.01
OK
+1.20D
0.87 Dsi
0.87 Dsi
0.87 Dsi 0.87 Dsi
0.87 Dsi
82.16 Dsi
0.01
OK
+1.20D+0.50S
1.37 Dsi
1.37 psi
1.37 psi 1.37 psi
1.37 psi
82.16 psi
0.02
OK
+1.20D+1.60S
2.47 Dsi
2.47 Dsi
2.47 Dsi 2.47 Dsi
2.47 Dsi
82.16 Dsi
0.03
OK
+0.90D
0.65 Dsi
0.65 psi
0.65 psi 0.65 psi
0.65 psi
82.16 psi
0.01
OK
+1.20D+0.20S
1.07 Dsi
1.07 Dsi
1.07 psi 1.07 Dsi
1.07 psi
82.16 Dsi
0.01
OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu 1 Phi*Vn
Status
+1.40D
4.26 Dsi
164.32Dsi
0.02593
OK
+1.20D
3.65 psi
164.32Dsi
0.02222
OK
+1.20D+0.50S
5.75 Dsi
164.32Dsi
0.035
OK
+1.20D+1.60S
10.37 Dsi
164.32Dsi
0.06309
OK
+0.901)
2.74 Dsi
164.32Dsi
0.01667
OK
+1.20D+0.20S
4.49 psi
164.32Dsi
0.02733
OK