2021.0381.BP0026 Patio Cover CalculationsSTRUCTURAL CALCULATIONS
FOR
COVERED PORCH
14831 91ST AVENUE SE
YELM, WA 98597
SITE SPECIFIC
LATERAL AND VERTICAL
ANALYSIS AND DESIGN
(DO NOT REUSE)
FOR
TRANSBLUE
PROJECT #2021-0445
BY
MC SQUARED, INC.
NICHOLAS R. KLEPEC, EIT
REVIEWED BY
JAMES K. FARLEY, PE, SE
07 / 02 / 21
SCOPE: CLIENT REQUESTED STRUCTURAL ENGINEERING TO
PROVIDE LATERAL AND VERTICAL ENGINEERING FOR A COVERED
PORCH IN THURSTON COUNTY, WA.
BASIS OF DESIGN IS DRAWINGS PROVIDED BY CLIENT. NO
ANALYSIS AND DESIGN OF BRACING, TEMPORARY OR
PERMANENT, REQUESTED OR CONDUCTED. ALL BRACING,
TEMPORARY AND PERMANENT, SHALL BE RESPONSIBILITY OF
CONTRACTOR.
LOADS: 2018 IBC/ASCE 7-16
VERTICAL: ROOF DL= 15 PSF
SL= Pg = 15 PSF, DESIGN = 25 PSF
TL= 40 PSF
FLOOR DL= 15 PSF
FLL= 40 PSF, RESIDENCES
PART = 10 PSF
TL= 65 PSF
LATERAL: WIND: 2018 IBC, PER ASCE 7-16, SECTION 26.
RISK CATEGORY II, ENCLOSED, 100
MPH EXPOSURE B. SEE ATTACHED
WIND CALCULATIONS.
APPROX. MEAN ROOF HT = 15’
SOILS: ASSUMED VALUES PER TABLE 1806.2, 2018 IBC
Qa = 1500 PSF.
Job: WATSON SHED
Date: Jun-21
Sheet:
Roof: 3/12 pitch
Area: 120 ft2
Walls: 10' Height Assumed
Area: 880 ft2
Total Area: 1000 ft2
Roof: 4'-3" tall
Area: 76.5 ft2
Percentage of New To Old: 7.650 %
8.955% < 10% THEREFORE NO WIND ANALYSIS REQUIRED PER IEBC 2015 SECTION 1103.3 EXCEPTION 2
Roof: 40'x42' Assumed
Area: 1680 ft2
Weight 15 psf
Floor: 40'x42' Assumed
Area: 1680 ft2
Weight: 15 psf
Linear Ft: 164 ft
Walls Height: 10 ft
Weight: 12 psf
Total Old Weight: 114960 ft2
Roof: 15'x18'
Area: 270 ft2
Weight: 12 psf
Total New Weight: 3240
Percentage of New To Old: 2.818 %
7.744% < 10% THEREFORE NO SEISMIC ANALYSIS REQUIRED PER IEBC 2015 SECTION 1103.3 EXCEPTION 2
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
Patio Wind Area:
Wind Check:
Existing 2 Story House Wind Area:
Patio Wind Area:
Seismic Check:
Existing House Area:
Job: Cudworth Covered Porch #2021-0259
Date: Jul-21 By: NRK
Sheet: Page of
Per ASCE 7-16 Section 30
Open Buildings
Exposure =B
15 ft
Roof Pitch =5/12
Velocity Pressure
qz = 0.00256KzKztKdV2 (psf)
For 15ft ≤ z ≤ zg For z < 15ft
Kz = 2.01 (z/zg)2/α =0.70 Kz = 2.01 (15/zg)2/α =0.70
Kzt = 1.0
Kd =0.85
V =100 mph
qz =15.23 psf
Net Design Pressure
p = qzGCN
G=0.85
CN (Lateral)=1.10
CN (Uplift)=-1.70
p (Lateral) =22.0 LRFD (Use 16 psf Minimum)
p (Uplift) = -22.0 LRFD
p (Lateral) =13.2 ASD
p (Uplift) = -13.2 ASD
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
Height above ground z=
Job: Cudworth Covered Porch #2021-0259
Date: Jul-21 By: NRK
Sheet: Page of
Exposure α Zg
B 7 1200
C 9.5 900
D 11.5 700
A 1.2 0.3 -0.5 -1.2
B -1.1 -0.1 -1.1 -0.6
A 0.9 1.5 -0.2 -1.2
B 1.6 0.3 0.8 -0.3
A 1.3 1.6 0.4 -1.1
B 1.8 0.6 1.2 -0.3
A 1.7 1.8 0.5 -1
B 2.2 0.7 1.3 0
A 2.1 2.1 0.6 -1
B 2.6 1 1.6 -0.1
A 2.1 2.2 0.7 -0.9
B 2.7 1.1 1.9 0.3
A 2.2 2.5 0.8 -0.9
B 2.6 1.4 2.1 0.4
A 1.1 -0.3 -1.6 -1
B 0.2 -1.2 -0.9 -1.7
A 1.1 -0.4 -1.2 -1
B 0.1 -1.1 -0.6 -1.6
A 1.1 -0.1 -1.2 -1.2
B -0.1 -0.8 -0.8 -1.7
A 1.3 0.3 -0.7 -0.7
B -0.1 -0.9 -0.2 -1.1
A 1.3 0.6 -0.6 -0.6
B -0.2 -0.6 -0.3 -0.9
A 1.1 0.9 -0.5 -0.5
B -0.3 -0.5 -0.3 -0.7
5/12
7/12
9/12
12/12
Roof
Angle Load Case
Clear Wind Flow Obstructed Wind
Flow
2/12
3/12
Open Buildings
Roof
Angle Load Case
Clear Wind Flow Obstructed Wind
Flow
0/12
2/12
3/12
5/12
7/12
9/12
12/12
Mono Slope Roof
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
Job: WATSON SHED
Date: Jun-21
Sheet:
Cs=1
Ce=1
Ct=1
Is=1
pg=28 psf
Total SL:19.6 psf USE 25 psf to be conservative
Snow Load Values:
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
𝑝௦ =𝐶௦ 𝑝
𝑝 = 0.7𝐶 𝐶௧ 𝐼௦ 𝑝
STRUCTURAL & CIVIL
ENGINEERS
1235 EAST 4TH AVE.
SUITE 101
OLYMPIA, WA 98506
T (360) 754-9339
F (360) 352-2044
MC SQUARED
I N C O R P O R A T E D
www.mc2-inc.com
ofPatio Cover Foundation & Roof Framing PlanWatson Shed & Patio Cover8023 Countrywood Drive SEOlympia, WA 98501TransblueNRK
CLH
JKF
06-18-21
2021-0320
S1.0
----7
BEAM A BEAM C
BEAM B
RAFTERS
Job: WATSON PATIO COVER
Date: Jul-21
Sheet:
Loads:
DL 15 psf
SL 25 psf
DL 86.3 plf
SL 143.8 plf
Span:18 ft
Trib. W:7.5/2+2 ft
Loads:
DL 15 psf
SL 25 psf
DL 45.0 plf
SL 75.0 plf
DL 1017 #'s @ 7.5' from BM C
SL 1692 #'s @ 7.5' from BM C
Span:15 ft
Trib. W:2/2+2 ft
Loads:
DL 15 psf
SL 25 psf
DL 112.5 plf
SL 187.5 plf
Span:18 ft
Trib. W:15/2 ft
Beam C (R):
Beam A (R):
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
Beam B (R):
Loads:
DL 15 psf
SL 25 psf
DL 30.0 plf
SL 50.0 plf
Span:9.5 ft
Trib. W:2/2+2/2 ft
Roof Rafters:
Multiple Simple Beam
MC SQUARED, INC.Lic. # : KW-06005122
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File: Beam Checks.ec6
Project Title:
Engineer:
Project ID:
Printed: 2 JUL 2021, 9:41AM
Project Descr:
Description :
BEAM Size :3.5x10.5, GLB, Fully Unbraced
Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending
Wood Beam Design :
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
DF/DF 24F - V4
2,400.0
1,850.0
1,650.0
650.0
1,800.0
950.0
265.0
1,100.0
31.210
Eminbend - xx ksi
Wood Species : Wood Grade :
Fb - Tension
psi
psi Fv psi
Fb - Compr Ft psi
Fc - Prll psi
psiFc - Perp
Ebend- xx ksi Density pcf
Beam A
Applied Loads
Unif Load: D = 0.0860, S = 0.1440 k/ft, Trib= 1.0 ft
.Design Summary
Max fb/Fb Ratio =0.714 : 1
Max Reactions (k)HEWSLrL
+D+S+HLoad Comb :
Span # 1
Left Support
D
in
9.000 inft
76.60 psi
Fb : Allowable :2,434.83 psi
Right Support
Fv : Allowable :Span # 1
Load Comb :+D+S+H
304.75 psi
fb : Actual :
Max fv/FvRatio =0.251 : 1 0.000 ft
1,738.08 psi at
atfv : Actual :
Ratio 9999 Ratio 9999
Max Deflections
Transient Downward 0.563 in
Transient Upward 0.000 in
Total Downward 0.899 in
Total Upward 0.000 in
0.77 1.300.77 1.30
Ratio 383 240Ratio
LC: S Only LC: +D+S+H
LC: LC:
BEAM Size :3.5x10.5, GLB, Fully Unbraced
Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending
Wood Beam Design :
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
DF/DF 24F - V4
2,400.0
1,850.0
1,650.0
650.0
1,800.0
950.0
265.0
1,100.0
31.210
Eminbend - xx ksi
Wood Species : Wood Grade :
Fb - Tension
psi
psi Fv psi
Fb - Compr Ft psi
Fc - Prll psi
psiFc - Perp
Ebend- xx ksi Density pcf
Beam B
Applied Loads
Unif Load: D = 0.0450, S = 0.0750 k/ft, Trib= 1.0 ft
Point: D = 1.017, S = 1.692 k @ 7.50 ft
.Design Summary
Max fb/Fb Ratio =0.994 : 1
Max Reactions (k)HEWSLrL
+D+S+HLoad Comb :
Span # 1
Left Support
D
in
7.500 inft
87.86 psi
Fb : Allowable :2,541.06 psi
Right Support
Fv : Allowable :Span # 1
Load Comb :+D+S+H
304.75 psi
fb : Actual :
Max fv/FvRatio =0.288 : 1 0.000 ft
2,525.25 psi at
atfv : Actual :
Ratio 9999 Ratio 9999
Max Deflections
Transient Downward 0.481 in
Transient Upward 0.000 in
Total Downward 0.770 in
Total Upward 0.000 in
0.85 1.410.85 1.41
Ratio 374 233Ratio
LC: S Only LC: +D+S+H
LC: LC:
Multiple Simple Beam
MC SQUARED, INC.Lic. # : KW-06005122
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Project Title:
Engineer:
Project ID:
Printed: 2 JUL 2021, 10:00AM
Project Descr:
BEAM Size :5.5x9, GLB, Fully Unbraced
Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending
Wood Beam Design :
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
DF/DF 24F - V4
2,400.0
1,850.0
1,650.0
650.0
1,800.0
950.0
265.0
1,100.0
31.210
Eminbend - xx ksi
Wood Species : Wood Grade :
Fb - Tension
psi
psi Fv psi
Fb - Compr Ft psi
Fc - Prll psi
psiFc - Perp
Ebend- xx ksi Density pcf
Beam C
Applied Loads
Unif Load: D = 0.1130, S = 0.1880 k/ft, Trib= 1.0 ft
.Design Summary
Max fb/Fb Ratio =0.728 : 1
Max Reactions (k)HEWSLrL
+D+S+HLoad Comb :
Span # 1
Left Support
D
in
9.000 inft
75.52 psi
Fb : Allowable :2,707.15 psi
Right Support
Fv : Allowable :Span # 1
Load Comb :+D+S+H
304.75 psi
fb : Actual :
Max fv/FvRatio =0.248 : 1 0.000 ft
1,970.18 psi at
atfv : Actual :
Ratio 9999 Ratio 9999
Max Deflections
Transient Downward 0.742 in
Transient Upward 0.000 in
Total Downward 1.188 in
Total Upward 0.000 in
1.02 1.691.02 1.69
Ratio 291 181Ratio
LC: S Only LC: +D+S+H
LC: LC:
BEAM Size :2x8, Sawn, Fully Braced
Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending
Wood Beam Design :
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Douglas Fir - Larch No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0
31.210
Eminbend - xx ksi
Wood Species : Wood Grade :
Fb - Tension
psi
psi Fv psi
Fb - Compr Ft psi
Fc - Prll psi
psiFc - Perp
Ebend- xx ksi Density pcf
Rafters
Applied Loads
Unif Load: D = 0.030, S = 0.050 k/ft, Trib= 1.0 ft
.Design Summary
Max fb/Fb Ratio =0.357 : 1
Max Reactions (k)HEWSLrL
+D+S+HLoad Comb :
Span # 1
Left Support
D
in
3.488 inft
37.70 psi
Fb : Allowable :1,242.00 psi
Right Support
Fv : Allowable :Span # 1
Load Comb :+D+S+H
207.00 psi
fb : Actual :
Max fv/FvRatio =0.182 : 1 6.900 ft
443.22 psi at
atfv : Actual :
Ratio 1828 Ratio 1142
Max Deflections
Transient Downward 0.039 in
Transient Upward -0.026 in
Total Downward 0.063 in
Total Upward -0.042 in
0.10 0.170.18 0.30
Ratio 2302 1438Ratio
LC: S Only LC: +D+S+H
LC: S Only LC: +D+S+H
Job: WATSON PATIO COVER
Date: Jul-21
Sheet:
Loads:
DL 15 psf
SL 25 psf
DL 770 #'s from BM A
SL 1300 #'s from BM A
Height:11 ft
Trib. W:VARIES
Crushing Check
TL 2070 #'s
Area 30.25
TL/A=68 psi < 625 psi OK
Loads:
DL 15 psf
SL 25 psf
DL 770 #'s from BM A
SL 1300 #'s from BM A
DL 850 #'s from BM B
LL 1410 #'s from BM B
Height:11 ft
Trib. W:VARIES
Crushing Check
TL 4330 #'s
Area 30.25
TL/A=143 psi < 625 psi OK
Post For Beam A & B:
Post For Beam A:
POST LOADS:
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
Loads:
DL 15 psf
SL 25 psf
DL 1260 #'s from BM C
SL 2090 #'s from BM C
Height:4 ft
Trib. W:VARIES
Crushing Check
TL 3350 #'s
Area 19.25
TL/A=174 psi < 625 psi OK
Post For Beam C:
Wood Column
MC SQUARED, INC.Lic. # : KW-06005122
DESCRIPTION:Post for BM A
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File: Beam Checks.ec6
Project Title:
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Project ID:
Printed: 2 JUL 2021, 9:40AM
Project Descr:
.Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Wood Section Name 4x6Analysis Method :
11Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations )Allow Stress Modification Factors
End Fixities Top & Bottom Pinned
Wood Species Hem Fir
Wood Grade No.2
Fb +575.0
575.0 psi
575.0
405.0
140.0
375.0
26.840
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,100.0
400.0
1,100.0
400.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.30
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 3.50 in
Exact Depth 5.50 in
Area 19.250 in^2
Ix 48.526 in^4
Iy 19.651 in^4
Wood Grading/Manuf.Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.10
1,100.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.30
x-x Bending y-y Bending
ksi No
Minimum
Basic
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 11 ft, K = 1.0
Unbraced Length for buckling ABOUT Y-Y Axis = 11 ft, K = 1.0
Incising Factors :
for Bending 0.80
for Elastic Modulus 0.95
Brace condition for deflection (buckling) along columns :
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included : 39.468 lbs * Dead Load Factor
AXIAL LOADS . . .
Axial Load at 11.0 ft, Yecc = 1.20 in, D = 0.770, L = 1.30 k
.DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio =0.5810
Location of max.above base 10.926 ft
Applied Axial 2.109 k
Applied Mx -0.2056 k-ft
Load Combination +D+L+H
Load Combination +D+L+H
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 1.466 psi
112.0Allowable Shear psi
0.01309 : 1 Bending Compression Tension
Location of max.above base 11.0 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 0.01882 k Bottom along Y-Y 0.01882 k
Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla111Comp + Mxx, NDS Eq. 3.9-3
Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y -0.05523 in at 6.423 ft above base
for load combination :+D+L+H
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 203.709 psi
Other Factors used to calculate allowable stresses . . .
for load combination :n/a
.
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
+D+H 0.900 PASS PASS10.926 0.005411 11.0 ft0.439 ft0.2105
+D+L+H 1.000 PASS PASS10.926 0.01309 11.0 ft0.403 ft0.5810
+D+Lr+H 1.250 PASS PASS10.926 0.003896 11.0 ft0.332 ft0.2002
+D+S+H 1.150 PASS PASS10.926 0.004235 11.0 ft0.357 ft0.2023
+D+0.750Lr+0.750L+H 1.250 PASS PASS10.926 0.008829 11.0 ft0.332 ft0.4417
+D+0.750L+0.750S+H 1.150 PASS PASS10.926 0.009597 11.0 ft0.357 ft0.4464
+D+0.60W+H 1.600 PASS PASS10.926 0.003044 11.0 ft0.266 ft0.1952
+D+0.70E+H 1.600 PASS PASS10.926 0.003044 11.0 ft0.266 ft0.1952
+D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS10.926 0.006898 11.0 ft0.266 ft0.4308
+D+0.750L+0.750S+0.450W+H 1.600 PASS PASS10.926 0.006898 11.0 ft0.266 ft0.4308
+D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS10.926 0.006898 11.0 ft0.266 ft0.4308
+0.60D+0.60W+0.60H 1.600 PASS PASS10.926 0.001826 11.0 ft0.266 ft0.1171
Wood Column
MC SQUARED, INC.Lic. # : KW-06005122
DESCRIPTION:Post for BM A
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File: Beam Checks.ec6
Project Title:
Engineer:
Project ID:
Printed: 2 JUL 2021, 9:40AM
Project Descr:
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
+0.60D+0.70E+0.60H 1.600 PASS PASS10.926 0.001826 11.0 ft0.266 ft0.1171
.
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base@ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
+D+H 0.007 0.809-0.007
+D+L+H 0.019 2.109-0.019
+D+Lr+H 0.007 0.809-0.007
+D+S+H 0.007 0.809-0.007
+D+0.750Lr+0.750L+H 0.016 1.784-0.016
+D+0.750L+0.750S+H 0.016 1.784-0.016
+D+0.60W+H 0.007 0.809-0.007
+D+0.70E+H 0.007 0.809-0.007
+D+0.750Lr+0.750L+0.450W+H 0.016 1.784-0.016
+D+0.750L+0.750S+0.450W+H 0.016 1.784-0.016
+D+0.750L+0.750S+0.5250E+H 0.016 1.784-0.016
+0.60D+0.60W+0.60H 0.004 0.486-0.004
+0.60D+0.70E+0.60H 0.004 0.486-0.004
D Only 0.007 0.809-0.007
Lr Only
L Only 0.012 1.300-0.012
S Only
W Only
E Only
H Only
.Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
+D+H 0.0000 -0.0205 6.423 ftftinin0.000
+D+L+H 0.0000 -0.0552 6.423 ftftinin0.000
+D+Lr+H 0.0000 -0.0205 6.423 ftftinin0.000
+D+S+H 0.0000 -0.0205 6.423 ftftinin0.000
+D+0.750Lr+0.750L+H 0.0000 -0.0466 6.423 ftftinin0.000
+D+0.750L+0.750S+H 0.0000 -0.0466 6.423 ftftinin0.000
+D+0.60W+H 0.0000 -0.0205 6.423 ftftinin0.000
+D+0.70E+H 0.0000 -0.0205 6.423 ftftinin0.000
+D+0.750Lr+0.750L+0.450W+H 0.0000 -0.0466 6.423 ftftinin0.000
+D+0.750L+0.750S+0.450W+H 0.0000 -0.0466 6.423 ftftinin0.000
+D+0.750L+0.750S+0.5250E+H 0.0000 -0.0466 6.423 ftftinin0.000
+0.60D+0.60W+0.60H 0.0000 -0.0123 6.423 ftftinin0.000
+0.60D+0.70E+0.60H 0.0000 -0.0123 6.423 ftftinin0.000
D Only 0.0000 -0.0205 6.423 ftftinin0.000
Lr Only 0.0000 0.0000 0.000 ftftinin0.000
L Only 0.0000 -0.0347 6.423 ftftinin0.000
S Only 0.0000 0.0000 0.000 ftftinin0.000
W Only 0.0000 0.0000 0.000 ftftinin0.000
E Only 0.0000 0.0000 0.000 ftftinin0.000
H Only 0.0000 0.0000 0.000 ftftinin0.000
.
Wood Column
MC SQUARED, INC.Lic. # : KW-06005122
DESCRIPTION:Post for BM A
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Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
File: Beam Checks.ec6
Project Title:
Engineer:
Project ID:
Printed: 2 JUL 2021, 9:40AM
Project Descr:
Sketches
Wood Column
MC SQUARED, INC.Lic. # : KW-06005122
DESCRIPTION:Post for BM A & B
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
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
File: Beam Checks.ec6
Project Title:
Engineer:
Project ID:
Printed: 2 JUL 2021, 9:40AM
Project Descr:
.Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Wood Section Name 6x6Analysis Method :
11Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations )Allow Stress Modification Factors
End Fixities Top & Bottom Pinned
Wood Species Hem Fir
Wood Grade No.2
Fb +575
575 psi
575
405
140
375
26.84
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1100
400
1100
400
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 5.50 in
Exact Depth 5.50 in
Area 30.250 in^2
Ix 76.255 in^4
Iy 76.255 in^4
Wood Grading/Manuf.Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1100
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi No
Minimum
Basic
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 11 ft, K = 1.0
Unbraced Length for buckling ABOUT Y-Y Axis = 11 ft, K = 1.0
Incising Factors :
for Bending 0.80
for Elastic Modulus 0.95
Brace condition for deflection (buckling) along columns :
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included : 62.021 lbs * Dead Load Factor
AXIAL LOADS . . .
Axial Load at 11.0 ft, Yecc = 1.20 in, D = 1.620, L = 2.710 k
.DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio =0.7152
Location of max.above base 10.926 ft
Applied Axial 4.392 k
Applied Mx -0.4301 k-ft
Load Combination +D+L+H
Load Combination +D+L+H
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 1.952 psi
112.0Allowable Shear psi
0.01743 : 1 Bending Compression Tension
Location of max.above base 11.0 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 0.03936 k Bottom along Y-Y 0.03936 k
Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla111Comp + Mxx, NDS Eq. 3.9-3
Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y -0.07352 in at 6.423 ft above base
for load combination :+D+L+H
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 349.558 psi
Other Factors used to calculate allowable stresses . . .
for load combination :n/a
.
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
+D+H 0.900 PASS PASS10.926 0.007245 11.0 ft0.789 ft0.2153
+D+L+H 1.000 PASS PASS10.926 0.01743 11.0 ft0.760 ft0.7152
+D+Lr+H 1.250 PASS PASS10.926 0.005216 11.0 ft0.688 ft0.1539
+D+S+H 1.150 PASS PASS10.926 0.005670 11.0 ft0.717 ft0.1674
+D+0.750Lr+0.750L+H 1.250 PASS PASS10.926 0.01176 11.0 ft0.688 ft0.4441
+D+0.750L+0.750S+H 1.150 PASS PASS10.926 0.01278 11.0 ft0.717 ft0.4831
+D+0.60W+H 1.600 PASS PASS10.926 0.004075 11.0 ft0.598 ft0.1264
+D+0.70E+H 1.600 PASS PASS10.926 0.004075 11.0 ft0.598 ft0.1264
+D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS10.926 0.009188 11.0 ft0.598 ft0.3497
+D+0.750L+0.750S+0.450W+H 1.600 PASS PASS10.926 0.009188 11.0 ft0.598 ft0.3497
+D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS10.926 0.009188 11.0 ft0.598 ft0.3497
+0.60D+0.60W+0.60H 1.600 PASS PASS10.926 0.002445 11.0 ft0.598 ft0.07584
Wood Column
MC SQUARED, INC.Lic. # : KW-06005122
DESCRIPTION:Post for BM A & B
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
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
File: Beam Checks.ec6
Project Title:
Engineer:
Project ID:
Printed: 2 JUL 2021, 9:40AM
Project Descr:
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
+0.60D+0.70E+0.60H 1.600 PASS PASS10.926 0.002445 11.0 ft0.598 ft0.07584
.
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base@ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
+D+H 0.015 1.682-0.015
+D+L+H 0.039 4.392-0.039
+D+Lr+H 0.015 1.682-0.015
+D+S+H 0.015 1.682-0.015
+D+0.750Lr+0.750L+H 0.033 3.715-0.033
+D+0.750L+0.750S+H 0.033 3.715-0.033
+D+0.60W+H 0.015 1.682-0.015
+D+0.70E+H 0.015 1.682-0.015
+D+0.750Lr+0.750L+0.450W+H 0.033 3.715-0.033
+D+0.750L+0.750S+0.450W+H 0.033 3.715-0.033
+D+0.750L+0.750S+0.5250E+H 0.033 3.715-0.033
+0.60D+0.60W+0.60H 0.009 1.009-0.009
+0.60D+0.70E+0.60H 0.009 1.009-0.009
D Only 0.015 1.682-0.015
Lr Only
L Only 0.025 2.710-0.025
S Only
W Only
E Only
H Only
.Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
+D+H 0.0000 -0.0275 6.423 ftftinin0.000
+D+L+H 0.0000 -0.0735 6.423 ftftinin0.000
+D+Lr+H 0.0000 -0.0275 6.423 ftftinin0.000
+D+S+H 0.0000 -0.0275 6.423 ftftinin0.000
+D+0.750Lr+0.750L+H 0.0000 -0.0620 6.423 ftftinin0.000
+D+0.750L+0.750S+H 0.0000 -0.0620 6.423 ftftinin0.000
+D+0.60W+H 0.0000 -0.0275 6.423 ftftinin0.000
+D+0.70E+H 0.0000 -0.0275 6.423 ftftinin0.000
+D+0.750Lr+0.750L+0.450W+H 0.0000 -0.0620 6.423 ftftinin0.000
+D+0.750L+0.750S+0.450W+H 0.0000 -0.0620 6.423 ftftinin0.000
+D+0.750L+0.750S+0.5250E+H 0.0000 -0.0620 6.423 ftftinin0.000
+0.60D+0.60W+0.60H 0.0000 -0.0165 6.423 ftftinin0.000
+0.60D+0.70E+0.60H 0.0000 -0.0165 6.423 ftftinin0.000
D Only 0.0000 -0.0275 6.423 ftftinin0.000
Lr Only 0.0000 0.0000 0.000 ftftinin0.000
L Only 0.0000 -0.0460 6.423 ftftinin0.000
S Only 0.0000 0.0000 0.000 ftftinin0.000
W Only 0.0000 0.0000 0.000 ftftinin0.000
E Only 0.0000 0.0000 0.000 ftftinin0.000
H Only 0.0000 0.0000 0.000 ftftinin0.000
.
Wood Column
MC SQUARED, INC.Lic. # : KW-06005122
DESCRIPTION:Post for BM A & B
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
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
File: Beam Checks.ec6
Project Title:
Engineer:
Project ID:
Printed: 2 JUL 2021, 9:40AM
Project Descr:
Sketches
Wood Column
MC SQUARED, INC.Lic. # : KW-06005122
DESCRIPTION:Post for BM C
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
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
File: Beam Checks.ec6
Project Title:
Engineer:
Project ID:
Printed: 1 JUL 2021, 8:23AM
Project Descr:
.Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Wood Section Name 4x6Analysis Method :
4Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations )Allow Stress Modification Factors
End Fixities Top & Bottom Pinned
Wood Species Hem Fir
Wood Grade No.2
Fb +850.0
850.0 psi
1,300.0
405.0
150.0
525.0
26.840
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,300.0
470.0
1,300.0
470.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.30
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 3.50 in
Exact Depth 5.50 in
Area 19.250 in^2
Ix 48.526 in^4
Iy 19.651 in^4
Wood Grading/Manuf.Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.10
1,300.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.30
x-x Bending y-y Bending
ksi No
Minimum
Basic
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 4 ft, K = 1.0
Unbraced Length for buckling ABOUT Y-Y Axis = 4 ft, K = 1.0
Incising Factors :
for Bending 0.80
for Elastic Modulus 0.95
Brace condition for deflection (buckling) along columns :
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included : 14.352 lbs * Dead Load Factor
AXIAL LOADS . . .
Axial Load at 4.0 ft, Yecc = 1.20 in, D = 1.260, S = 2.090 k
.DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio =0.2591
Location of max.above base 4.0 ft
Applied Axial 3.350 k
Applied Mx -0.3350 k-ft
Load Combination +D+S+H
Load Combination +D+S+H
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 6.526 psi
138.0Allowable Shear psi
0.04729 : 1 Bending Compression Tension
Location of max.above base 4.0 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 0.08375 k Bottom along Y-Y 0.08375 k
Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla111Comp + Mxx, NDS Eq. 3.9-3
Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y -0.010 in at 2.336 ft above base
for load combination :+D+S+H
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 1,077.70 psi
Other Factors used to calculate allowable stresses . . .
for load combination :n/a
.
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
+D+H 0.900 PASS PASS4.0 0.02273 4.0 ft0.867 ft0.1148
+D+L+H 1.000 PASS PASS4.0 0.02046 4.0 ft0.848 ft0.1031
+D+Lr+H 1.250 PASS PASS4.0 0.01636 4.0 ft0.799 ft0.08219
+D+S+H 1.150 PASS PASS4.0 0.04729 4.0 ft0.819 ft0.2591
+D+0.750Lr+0.750L+H 1.250 PASS PASS4.0 0.01636 4.0 ft0.799 ft0.08219
+D+0.750L+0.750S+H 1.150 PASS PASS4.0 0.03991 4.0 ft0.819 ft0.2142
+D+0.60W+H 1.600 PASS PASS4.0 0.01278 4.0 ft0.729 ft0.06414
+D+0.70E+H 1.600 PASS PASS4.0 0.01278 4.0 ft0.729 ft0.06414
+D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS4.0 0.01278 4.0 ft0.729 ft0.06414
+D+0.750L+0.750S+0.450W+H 1.600 PASS PASS4.0 0.02869 4.0 ft0.729 ft0.1529
+D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS4.0 0.02869 4.0 ft0.729 ft0.1529
+0.60D+0.60W+0.60H 1.600 PASS PASS4.0 0.007670 4.0 ft0.729 ft0.03772
Wood Column
MC SQUARED, INC.Lic. # : KW-06005122
DESCRIPTION:Post for BM C
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
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
File: Beam Checks.ec6
Project Title:
Engineer:
Project ID:
Printed: 1 JUL 2021, 8:23AM
Project Descr:
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
+0.60D+0.70E+0.60H 1.600 PASS PASS4.0 0.007670 4.0 ft0.729 ft0.03772
.
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base@ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
+D+H 0.032 1.274-0.032
+D+L+H 0.032 1.274-0.032
+D+Lr+H 0.032 1.274-0.032
+D+S+H 0.084 3.364-0.084
+D+0.750Lr+0.750L+H 0.032 1.274-0.032
+D+0.750L+0.750S+H 0.071 2.842-0.071
+D+0.60W+H 0.032 1.274-0.032
+D+0.70E+H 0.032 1.274-0.032
+D+0.750Lr+0.750L+0.450W+H 0.032 1.274-0.032
+D+0.750L+0.750S+0.450W+H 0.071 2.842-0.071
+D+0.750L+0.750S+0.5250E+H 0.071 2.842-0.071
+0.60D+0.60W+0.60H 0.019 0.765-0.019
+0.60D+0.70E+0.60H 0.019 0.765-0.019
D Only 0.032 1.274-0.032
Lr Only
L Only
S Only 0.052 2.090-0.052
W Only
E Only
H Only
.Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
+D+H 0.0000 -0.0038 2.336 ftftinin0.000
+D+L+H 0.0000 -0.0038 2.336 ftftinin0.000
+D+Lr+H 0.0000 -0.0038 2.336 ftftinin0.000
+D+S+H 0.0000 -0.0100 2.336 ftftinin0.000
+D+0.750Lr+0.750L+H 0.0000 -0.0038 2.336 ftftinin0.000
+D+0.750L+0.750S+H 0.0000 -0.0084 2.336 ftftinin0.000
+D+0.60W+H 0.0000 -0.0038 2.336 ftftinin0.000
+D+0.70E+H 0.0000 -0.0038 2.336 ftftinin0.000
+D+0.750Lr+0.750L+0.450W+H 0.0000 -0.0038 2.336 ftftinin0.000
+D+0.750L+0.750S+0.450W+H 0.0000 -0.0084 2.336 ftftinin0.000
+D+0.750L+0.750S+0.5250E+H 0.0000 -0.0084 2.336 ftftinin0.000
+0.60D+0.60W+0.60H 0.0000 -0.0023 2.336 ftftinin0.000
+0.60D+0.70E+0.60H 0.0000 -0.0023 2.336 ftftinin0.000
D Only 0.0000 -0.0038 2.336 ftftinin0.000
Lr Only 0.0000 0.0000 0.000 ftftinin0.000
L Only 0.0000 0.0000 0.000 ftftinin0.000
S Only 0.0000 -0.0062 2.336 ftftinin0.000
W Only 0.0000 0.0000 0.000 ftftinin0.000
E Only 0.0000 0.0000 0.000 ftftinin0.000
H Only 0.0000 0.0000 0.000 ftftinin0.000
.
Wood Column
MC SQUARED, INC.Lic. # : KW-06005122
DESCRIPTION:Post for BM C
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
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
File: Beam Checks.ec6
Project Title:
Engineer:
Project ID:
Printed: 1 JUL 2021, 8:23AM
Project Descr:
Sketches
Job: WATSON PATIO COVER
Date: Jul-21
Sheet:
MAX LOAD:
DL 770 #'s from BM A
SL 1300 #'s from BM A
DL 850 #'s from BM B
LL 1410 #'s from BM B
TL 4330 #'s
A= 2.886666667 ft2
L= 1.699019325 ft UPLIFT CONTROLS
Uplift: 1358.5 #'s
Weight Down: 940.5 #'s
Conc. Weight: 150 psf
Min. Area: 3.1 ft2
Min. Side Length: 1.76 ft Use 1'-9" SQR FTG For Uplift
Areq=0.4536 in2
W/ (3) #4 Bars:
A= 0.6 in2
FOOTING UPLIFT:
Minimum Reinforcement
1.75' SQR Footing:
Foundation Calculations:
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
FOOTING FOR BEAM A & B:
1.5 𝑘𝑠𝑓=4.33 𝑘
𝐴
𝑞=𝑃
𝐴
𝐴 =0.0018(L)(W)
𝑃𝑂𝑆𝑇 𝑈𝑃𝐿𝐼𝐹𝑇= 13.2 𝑝𝑠𝑓∗15
2 + 2.0 ∗ (
18
2 + 2)
𝑊𝐸𝐼𝐺𝐻𝑇 𝐷𝑂𝑊𝑁= 9 𝑝𝑠𝑓∗15
2 + 2.0 ∗ (
18
2 + 2)
Job: WATSON PATIO COVER
Date: Jul-21
Sheet:
Components and Cladding Wind:
Pnet=13.2 psf ASD
Trib Width:11.5
Dead load:9 psf
Total Uplift:4.2 psf
Net Uplift:48 #'s
H1 CAP 480 #'s EA
W/ SIMPSON H1
48 #'s < 480 #'s OK
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
Rafter Uplift:
C&C for Roof:
Job:
Date: By: NRK
Sheet: Page of
P =40 (PLF)Tension Cap of Top Screw = 385 (#)
1/4x3.5"
L = 7.25 (in) Shear Cap of Screws = 340 (#)
SDS
Screws
w 1.5 (in)# of Screw Rows =2
b 1.75 (in)Screw Spacing =16 (in)
Screws
M =(1.5+1.75/2)*40=95 in-#/ft
d =(7.25-1.5) - (1/2)(1/3)(7.25-1.5)=4.79 in
C = T =M/d =19.8 #/ft
Tension to Top Screw =20*16/12 =26.4 #
Shear to Top Screw =40*(16/12)/2 =26.7 #
Using Hankinson's Formula:
α =arctan(26/27)=44.75 o
Resultant Force to Screw =sqrt(26^2+27^2)=37.5 #
Screw Stress Ratio =0.10 OK
= 361 #(385)(cos^2(45))+(340)(sin^2(45))Zα =(385)(340)
MC SQUARED, INC.
OLYMPIA, WASHINGTON 98506
(360) 754-9339
FAX (360) 352-2044
Ledger Design
T
C
1.5"
d
P
L
w b