REVIEWED-BLD2022-0894+Structural_Analysis_or_Calculations+7.8.2022_9.51.34_AM+2976873I.L. GROSS
.............................................. STRUCTURAL
REVIEWED ENGINEERS
BY
CITY OF EDMONDS RECEIVED
BUILDING DEPARTMENT''- Jul 11 2022
............................................... CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-0894
CAMPBELL - SERKE REMODEL
1 6 10 Qt" AVE N
E::)M0NPS1 ,IAA
Structural calculations for
Permit submittal
For Y4001:)cRAFTERS CONSTRUCTION
MAY 200 2022
23914 5&h Ave W. - Suite # 200 Mountlake Terrace, WA 98043 Ph. (206) 623-0769 • (425) 640-7333
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SHEET TITLE
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SCALE DATE
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PROJECT
DESIGNED BY
I.L. GROSS
�y
iN S�IC
NCI NERS
N$
CLIENT
CHECKED SHEET
www.ilgross.com
I.L. GROSS STRUCTURAL ENGINEERS
23914 56TH AVE W - STE 200
MILT, WA 98043
www.ilgross.com
Project Title: CAMPBELL-GERKE REMODEL
Engineer:
Project ID:
Project Descr:
Multiple SII'1'lple Beam Project File: CAMPBELL.ec6
LIC# : KW-06016108, Build:20.22.3.16 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022
Description : FRAMING
Wood Beam Design: ROOF (a) BAY
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 2x6, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 RLM Load Combinations, Major Axis Bending
Wood Species : Douglas Fir -Larch Wood Grade: No.2
Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf
Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi
AAnalied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0160, Lr = 0.0250 k/ft, Trib= 2.0 ft
Design Summary
Max fb/Fb Ratio
= 0.105. 1
fb : Actual :
149.57 psi at 1.500 ft in Span # 1
Fb: Allowable:
1,420.77 psi
Load Comb:
+D+Lr
Max fv/FvRatio =
0.071 : 1
fv : Actual :
16.00 psi at 2.550 ft in Span # 1
Fv: Allowable:
225.00 psi
Load Comb:
+D+Lr
Max Reactions (k)
D L Lr S W E
Left Support
0.05 0.08
Right Support
0.05 0.08
Wood Beam Design: HDR ((D BAY WDW
.•. ...
_��"
H Transient Downward 0.003 in Total Downward 0.005 in
Ratio 9999 Ratio 7803
LC: Lr Only LC: +D+Lr
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 4x12, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 RLM Load Combinations, Major Axis Bending
Wood Species : Douglas Fir -Larch Wood Grade : Select Structural
Fb - Tension 1,500.0 psi Fc - Prll 1,700.0 psi Fv 180.0 psi Ebend- xx 1,900.0 ksi Density 31.210 pcf
Fb - Compr 1,500.0 psi Fc - Perp 625.0 psi Ft 1,000.0 psi Eminbend - xx 690.0 ksi
AApolied Loads
Beam self weight
calculated and added to loads
Unif Load: D =
0.0160, Lr = 0.0250 k/ft, Trib= 4.0 ft
Unif Load: D =
0.0180, L = 0.040 k/ft, Trib= 7.50 ft
Unif Load: D =
0.0150 k/ft, Trib= 8.0 ft
Design Summary
Max fb/Fb Ratio = 0.799 : 1
fb : Actual :
1,274.99 psi at 5.000 ft in Span # 1
Fb: Allowable:
1,595.50 psi
Load Comb:
+D+L
Max fv/FvRatio
= 0.540 : 1
fv : Actual :
97.22 psi at 9.067 ft in Span # 1
Fv: Allowable:
180.00 psi
Load Comb:
+D+L
Max Reactions (k)
D L Lr S W E
Left Support
1.64 1.50 0.50
Right Support
1.64 1.50 0.50
H Transient Downward 0.086 in
Total Downward
0.180 in
Ratio
1395
Ratio
667
LC: L Only
LC: +D+L
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC:
LC:
I.L. GROSS STRUCTURAL ENGINEERS Project Title: CAMPBELL-GERKE REMODEL
23914 56TH AVE W - STE 200 Engineer:
MILT, WA 98043 Project ID:
www.ilgross.com Project Descr:
Multiple Simple Beam Project File: CAMPBELL.ec6
LIC# : KW-06016108, Build:20.22.3.16 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022
Wood Beam Design: JOISTS (@ BAY WDW with HEAVY RANGE
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 1.75x9.25, Microllam LVL, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 RLM Load Combinations, Major Axis Bending
Wood Species : iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E
Fb - Tension 2,325.0 psi Fc - Prll 2,050.0 psi Fv 310.0 psi Ebend- xx 1,550.0 ksi Density 45.010 pcf
Fb - Compr 2,325.0 psi Fc - Perp 800.0 psi Ft 1,070.0 psi Eminbend - xx 787.82 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0160, Lr = 0.0250 k/ft, Trib= 2.0 ft
Unif Load: D = 0.0180, L = 0.040 k/ft, Trib= 1.330 ft
Unif Load: D = 0.20 k/ft, -2.50 to 0.0 ft, Trib= 1.330 ft
1 Point: D = 0.210 k @ -2.50 ft
Design Summary
Max fb/Fb Ratio = 0.470. 1
fb : Actual : 823.75 psi at 0.000 ft in Span # 2
Fb: Allowable: 1,752.53 psi
Load Comb: +D+L
Max fv/FvRatio = 0.260 : 1
fv : Actual : 80.67 psi at 1.738 ft in Span # 1
Fv: Allowable: 310.00 psi
Load Comb: +D+L
Max Reactions (k) D L Lr S w E
Left Support 1.46 0.33 0.31
Right Support -0.04 0.15 0.14
Wood Beam Design: JOISTS (@ BAY WDW
D 0.2660 p
1.75x9.25 1.75x925
2.50 ft 6.50 ft
H Transient Downward 0.008 in Total Downward 0.090 in
Ratio 9999 Ratio 664
LC: L Only LC: D Only
Transient Upward -0.003 in Total Upward -0.028 in
Ratio 9999 Ratio 2804
LC: L Only LC: D Only
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 1.75x9.25, Microllam LVL, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 RLM Load Combinations, Major Axis Bending
Wood Species : iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E
Fb - Tension 2,325.0 psi Fc - Prll 2,050.0 psi Fv 310.0 psi Ebend- xx 1,550.0 ksi Density 45.010 pcf
Fb - Compr 2,325.0 psi Fc - Perp 800.0 psi Ft 1,070.0 psi Eminbend - xx 787.82 ksi
Ayplied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0160, Lr = 0.0250 k/ft, Trib= 2.0 ft
Unif Load: D = 0.0180, L = 0.040 k/ft, Trib= 1.330 ft
Unif Load: D = 0.250 k/ft, Trib= 1.330 ft
1 Point: D = 0.210 k @ -2.50 ft
Design Summary
Max fb/Fb Ratio = 0.451 • 1
fb : Actual : 923.68 psi at 0.000 ft in Span # 2
Fb: Allowable: 2,049.92 psi
Load Comb: +D+L
Max fv/FvRatio = 0.326 : 1
fv : Actual : 101.02 psi at 2.500 ft in Span # 1
Fv: Allowable: 310.00 psi
Load Comb: +D+L
Max Reactions (k) D L Lr S w E
Left Support 2.47 0.29 0.27
Right Support 0.50 0.08 0.08
1.75x9.25 1.75x9.25
1*
2.50 ft 4.50 ft
H Transient Downward 0.004 in Total Downward 0.062 in
Ratio 9999 Ratio 966
LC: L Only LC: +D+0.750Lr+0.750L
Transient Upward 0.000 in Total Upward -0.005 in
Ratio 9999 Ratio 9999
LC: LC: D Only
I.L. GROSS STRUCTURAL ENGINEERS Project Title: CAMPBELL-GERKE REMODEL
23914 56TH AVE W - STE 200 Engineer:
MILT, WA 98043 Project ID:
www.ilgross.com Project Descr:
Multiple Simple Beam Project File: CAMPBELL.ec6
LIC# : KW-06016108, Build:20.22.3.16 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022
Wood Beam Design: HDR OVER KITCHEN WDW
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 3.5x7.25, VersaLam, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 RLM Load Combinations, Major Axis Bending
Wood Species : iLevel Truss Joist Wood Grade: MicroLam LVL 2.0 E
Fb - Tension 2600 psi Fc - Prll 2510 psi Fv 285 psi Ebend- xx 2000 ksi Density 42.01 pcf
Fb - Compr 2600 psi Fc - Perp 750 psi Ft 1555 psi Eminbend - xx 1016.535 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0140, Lr = 0.0250 k/ft, Trib= 10.0 ft
Unif Load: D = 0.0160, L = 0.040 k/ft, Trib= 7.50 ft
Unif Load: D = 0.0150 k/ft, Trib= 8.0 ft
Design Summary
Max fb/Fb Ratio = 0.840. 1
fb : Actual : 2,152.24 psi at 4.000 ft in Span # 1
Fb: Allowable: 2,563.50 psi
Load Comb: +D+L
Max fv/FvRatio = 0.487 : 1
fv : Actual : 138.70 psi at 0.000 ft in Span # 1
Fv : Allowable: 285.00 psi
Load Comb: +D+L
Max Reactions (k) D L Lr S W E H
Left Support 1.55 1.20 1.00
Right Support 1.55 1.20 1.00
■� �• L.q, .,�
s
Transient Downward 0.125 in
Ratio 767
LC: L Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward
0.333 in
Ratio
287
LC: +D+0.750Lr+0.750L
Total Upward
0.000 in
Ratio
9999
LC:
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SHEET TITLE SCALE DATE
PROJECT DESIGNED BY
V �G I.L. GROSS 6-
STRUCTURAL ENGINEERS CLIENT CHECKED SHEET
www.ilgross.com
I.L. GROSS STRUCTURAL ENGINEERS
23914 56TH AVE W - STE 200
MILT, WA 98043
www.ilgross.com
Project Title: CAMPBELL-GERKE REMODEL
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam Project File: CAMPBELL.ec6
LIC# : KW-06016108, Build:20.22.3.16 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022
Description: NEW DECK FRAMING
Wood Beam Design: WEST JOISTS CLEAR SPAN
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 2x12, Sawn, Defined Brace Locations, 1st at 5.0 ft, 2nd at 10.0 ft, 3rc
Using Allowable Stress Design with ASCE 7-16 RLM Load Combinations, Major Axis Bending
Wood Species : Hem -Fir Wood Grade: No.1
Fb - Tension 975.0 psi Fc - Prll 1,350.0 psi Fv 150.0 psi Ebend- xx 1,500.0 ksi Density 26.840 pcf
Fb - Compr 975.0 psi Fc - Perp 405.0 psi Ft 625.0 psi Eminbend - xx 550.0 ksi
AAnalied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.010, L = 0.060 k/ft, Trib= 1.0 ft
Design Summary
Max fb/Fb Ratio = 0.943. 1
fb : Actual :
679.66 psi at 7.000 ft in Span # 1
Fb: Allowable:
721.06 psi
Load Comb:
+D+L
Max fv/FvRatio =
0.271 : 1
fv : Actual :
39.44 psi at 13.067 ft in Span # 1
Fv: Allowable:
145.50 psi
Load Comb:
+D+L
Max Reactions (k)
D L Lr S W E
Left Support
0.09 0.42
Right Support
0.09 0.42
D(0.010) L 0( 060)
2x12
14.0 ft
H Transient Downward 0.217 in Total Downward 0.265 in
Ratio 774 Ratio 635
LC: L Only LC: +D+L
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
Wood Beam Design: WEST JOISTS - INTERIOR SUPPORT
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 2x8, Sawn, Defined Brace Locations, 1st at 5.0 ft, 2nd at 10.0 ft, 3rd
Using Allowable Stress Design with ASCE 7-16 RLM Load Combinations, Major Axis Bending
Wood Species : Hem -Fir Wood Grade: No.2
Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf
Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi
AApolied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.010, L = 0.060 k/ft, Trib= 1.330 ft
Design Summary
Max fb/Fb Ratio
= 0.662. 1
fb : Actual :
532.08 psf at 3.500 ft in Span # 1
Fb: Allowable:
804.20 psi
Load Comb:
+D+L
Max fv/FvRatio =
0.263 : 1
fv : Actual :
38.27 psi at 6.417 ft in Span # 1
Fv: Allowable:
145.50 psi
Load Comb:
+D+L
Max Reactions (k)
D L Lr S W E
Left Support
0.05 0.28
Right Support
0.05 0.28
D 0.01330 L 0.07980
2x8
7.0 ft
H Transient Downward 0.078 in
Total Downward
0.093 in
Ratio
1080
Ratio
906
LC: L Only
LC: +D+L
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC:
LC:
I.L. GROSS STRUCTURAL ENGINEERS Project Title: CAMPBELL-GERKE REMODEL
23914 56TH AVE W - STE 200 Engineer:
MILT, WA 98043 Project ID:
www.ilgross.com Project Descr:
Multiple Simple Beam Project File: CAMPBELL.ec6
LIC# : KW-06016108, Build:20.22.3.16 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022
Wood Beam Design: EAST JOISTS
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 2x12, Sawn, Defined Brace Locations, 1st at 5.0 ft, 2nd at 10.0 ft, 3rc
Using Allowable Stress Design with ASCE 7-16 RLM Load Combinations, Major Axis Bending
Wood Species : Hem -Fir Wood Grade: No.1
Fb - Tension 975.0 psi Fc - Prll 1,350.0 psi Fv 150.0 psi Ebend- xx 1,500.0 ksi Density 26.840 pcf
Fb - Compr 975.0 psi Fc - Perp 405.0 psi Ft 625.0 psi Eminbend - xx 550.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.010,
L = 0.060 k/ft, Trib= 1.330 ft
Design Summary
Max fb/Fb Ratio =
0.836 : 1
fb : Actual :
603.42 psi at 5.750 ft in Span # 1
Fb: Allowable:
721.55 psi
Load Comb:
+D+L
Max fv/FvRatio =
0.284 : 1
fv : Actual :
41.32 psi at 0.000 ft in Span # 1
Fv: Allowable: 145.50 psi
Load Comb: +D+L
Max Reactions (k) D L L-r S w E H
Left Support 0.09 0.46
Right Support 0.09 0.46
Wood Beam Design: TYP BEAM
D(0.01330) L(0.07980)
2x12
11.50 ft
Transient Downward 0.131 in
Ratio 1050
LC: L Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward
0.158 in
Ratio
870
LC: +D+L
Total Upward
0.000 in
Ratio
9999
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 4x12, Sawn, Defined Brace Locations, 1st at 5.0 ft, 2nd at 10.0 ft, 3rc
Using Allowable Stress Design with ASCE 7-16 RLM Load Combinations, Major Axis Bending
Wood Species: Hem -Fir Wood Grade: No.2
Fb - Tension 850 psi Fc - Prll 1300 psi Fv 150 psi Ebend- xx 1300 ksi Density 26.84 pcf
Fb - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi
Ayplied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.010, L = 0.060 k/ft, Trib= 7.0 ft
Design Summary
Max fb/Fb Ratio = 0.822. 1
fb : Actual : 646.70 psi at 4.000 ft in Span # 1
Fb: Allowable: 786.39 psi
Load Comb: +D+L
Max fv/FvRatio = 0.399 : 1
fv : Actual : 58.10 psi at 0.000 ft in Span # 1
Fv: Allowable: 145.50 psi
Load Comb: +D+L
Max Reactions (k) D L Lr S W E H
Left Support 0.31 1.68
Right Support 0.31 1.68
D 0.070 L 0.420
4x12
8.0 ft
Transient Downward 0.080 in
Ratio 1198
LC: L Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward
0.095 in
Ratio
1012
LC: +D+L
Total Upward
0.000 in
Ratio
9999
LC:
I.L. GROSS STRUCTURAL ENGINEERS Project Title: CAMPBELL-GERKE REMODEL
23914 56TH AVE W - STE 200 Engineer:
MILT, WA 98043 Project ID:
www.ilgross.com Project Descr:
Wood Column Project File: CAMPBELL.ec6
LIC# : KW-06016108, Build:20.22.3.16 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION: DECK PORCH POSTS
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16 RLM
General Information
Analysis Method Allowable Stress Design
Wood Section Name
4x4
End Fixities Top & Bottom Pinned
Wood Grading/Manuf.
Graded Lumber
Overall Column Height
8 ft
Wood Member Type
Sawn
(Used for non -slender calculations)
Exact Width
3.50 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
12.250 inA2 Cf or Cv for Compressioi
1.150
Fb + 850 psi Fv
150 psi
Ix
12.505 inA4 Cf or Cv for Tension
1.50
Fb - 850 psi Ft
525 psi
ly
12Cm :Wet Use Factor
.505 in 4
1.0
Fc - Prll 1300 psi Density
26.84 pcf
Ct : Temperature Fact
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 = 8
Y-Y (depth) axis :
Unbraced Length for buckling ABOUT X-X Axis = 8
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 18.266 Ibs *
Dead Load Factor
AXIAL LOADS ...
Axial Load at 8.0 ft, D = 0.640, L = 3.40
k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.7043 : 1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
+D+L
Top along Y-1 0.0 k
Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only, fc/Fc'
Top along 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
4.058 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
470.346 psi
for load combination : n/a
Other Factors used to calculate
allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 : 1
Bendina Compression Tension
Load Combination
+0.60D
Location of max.above base
8.0 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+L 1.000
0.315
0.7043 PASS 0.0 ft
0.0 PASS 8.0 ft
D Only 1.150
0.277
0.1127 PASS 0.0ft
0.0 PASS 8.0 ft
+D+0.750L 1.150
0.277
0.5492 PASS 0.0 ft
0.0 PASS 8.0 ft
+0.60D 1.600
0.204
0.06601 PASS 0.0 ft
0.0 PASS 8.0 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+L 4.058
+D+0.750L 3.208
I.L. GROSS STRUCTURAL ENGINEERS
23914 56TH AVE W - STE 200
MILT, WA 98043
www.ilgross.com
Project Title: CAMPBELL-GERKE REMODEL
Engineer:
Project ID:
Project Descr:
Woof) Column _ _ Project File: CAMPBELL.ec6
DESCRIPTION: DECK PORCH POSTS
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
+0.60D 0.395
L Only 3.400
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection Distance
Max. Y-Y Deflection
Distance
D Only
0.0000 in
0.000ft
0.000 in
0.000ft
+D+L
0.0000 in
0.000ft
0.000 in
0.000ft
+D+0.750L
0.0000 in
0.000ft
0.000 in
0.000ft
+0.60D
0.0000 in
0.000ft
0.000 in
0.000ft
L Only
0.0000 in
0.000ft
0.000 in
0.000ft
Sketches
c
0
CO
4
3.50 in
1
+X
4.040k
4.OIOk