2021.0070.BP0004 YMS Transition Permit CalcsSTRUCTURAL CALCULATIONS
FOR
YELM MIDDLE SCHOOL
MODIFICATIONS TO EXISTING YMS
YELM, WASHINGTON
PREPARED BY
PCS STRUCTURAL SOLUTIONS
JANUARY 29, 2021
21-108
Seattle
Sheet of
Project:
Subject:
Originating Office:
Job No:
Name:
Date:
811 First Avenue,Suite 620 ·Seattle,WA 98104 ·tel:206.292.5076 www.pcs-structural.com
1250 Pacific Avenue,Suite 701 ·Tacoma,WA 98402 ·tel:253.383.2797
Seattle
Tacoma
Seattle
Sheet of
Tacoma
Project:
Subject:
Originating Office:
Job No:
Name:
Date:
1011 Western Avenue, Suite 810 · Seattle, WA 98104 · tel: 206.292.5076 www.pcs-structural.com
1250 Pacific Avenue, Suite 701 · Tacoma, WA 98402 · tel: 253.383.2797
Seattle
Tacoma
Project: Job No:
Subject: Sheet Name:
Originating Office: Seattle Date:
101 SW Main Street, Suite 280 · Portland, OR 97204 ·tel: 503.232.3746Portland
Tacoma Portland
(E)YMS 21-108
WSN
1/28/21
STRONG BACK IN FURRING WALL AT CMU WALL
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WOOD WALL FULL HT STUDS
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Wood Beam
PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327
DESCRIPTION:strongback in furring wall
PCS Structural Solutions
1250 Pacific Ave. Suite 701
Tacoma, WA
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25
File: existing yms enercalc.ec6
Project Title:(E) YMS Modifications
Engineer:WJN
Project ID:21-108
Printed: 28 JAN 2021, 10:23AM
Project Descr:
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
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
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : E = 0.060 ksf, Extent = 6.0 -->> 10.0 ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.123: 1
Load Combination E Only * 0.70
Span # where maximum occurs Span # 1
Location of maximum on span 6.788 ft
9.64 psi=
=
1,872.00 psi
5.50 X 3.50Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination E Only * 0.70
=
=
=
288.00 psi==
Section used for this span 5.50 X 3.50
Maximum Shear Stress Ratio 0.033 : 1
9.745 ft=
=
229.80 psi
Maximum Deflection
0 <360
1142
Ratio =0 <180
Max Downward Transient Deflection 0.150 in 799Ratio =>=360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.105 in Ratio =>=180
Max Upward Total Deflection 0.000 in
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
0.00 0.00 0.000.00
1.00Length = 10.0 ft 1 0.90 1.300 1.00 1.00 1.00 1053.00 0.00 162.001.00 0.00
1.00E Only * 0.70 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 10.0 ft 1 0.123 0.033 1.60 1.300 1.00 1.00 1.00 0.22 229.80 1872.00 0.12 288.001.00 9.64
1.00E Only * 0.5250 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 10.0 ft 1 0.092 0.025 1.60 1.300 1.00 1.00 1.00 0.16 172.35 1872.00 0.09 288.001.00 7.23
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
E Only 1 0.1501 5.547 0.0000 0.000
.
Wood Beam
PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327
DESCRIPTION:strongback in furring wall
PCS Structural Solutions
1250 Pacific Ave. Suite 701
Tacoma, WA
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25
File: existing yms enercalc.ec6
Project Title:(E) YMS Modifications
Engineer:WJN
Project ID:21-108
Printed: 28 JAN 2021, 10:23AM
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.048 0.192
Overall MINimum 0.048 0.192
E Only * 0.70 0.034 0.134
E Only * 0.5250 0.025 0.101
E Only 0.048 0.192
Wood Beam
PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327
DESCRIPTION:header on side of CMU
PCS Structural Solutions
1250 Pacific Ave. Suite 701
Tacoma, WA
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25
File: existing yms enercalc.ec6
Project Title:(E) YMS Modifications
Engineer:WJN
Project ID:21-108
Printed: 28 JAN 2021, 10:23AM
Project Descr:
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
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
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.20 k/ft, Extent = 2.0 -->> 6.0 ft, Tributary Width = 1.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.562: 1
Load Combination D Only
Span # where maximum occurs Span # 1
Location of maximum on span 4.000 ft
35.56 psi=
=
810.00 psi
2x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination D Only
=
=
=
162.00 psi==
Section used for this span 2x12
Maximum Shear Stress Ratio 0.219 : 1
0.000 ft=
=
455.11 psi
Maximum Deflection
0 <360
2069
Ratio =0 <180
Max Downward Transient Deflection 0.000 in 0Ratio =<360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.046 in Ratio =>=180
Max Upward Total Deflection 0.000 in
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 8.0 ft 1 0.562 0.219 0.90 1.000 1.00 1.00 1.00 1.20 455.11 810.00 0.40 162.001.00 35.56
1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 8.0 ft 1 0.190 0.074 1.60 1.000 1.00 1.00 1.00 0.72 273.07 1440.00 0.24 288.001.00 21.33
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
D Only 1 0.0464 4.029 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.400 0.400
Overall MINimum 0.240 0.240
Wood Beam
PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327
DESCRIPTION:header on side of CMU
PCS Structural Solutions
1250 Pacific Ave. Suite 701
Tacoma, WA
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25
File: existing yms enercalc.ec6
Project Title:(E) YMS Modifications
Engineer:WJN
Project ID:21-108
Printed: 28 JAN 2021, 10:23AM
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
D Only 0.400 0.400
+0.60D 0.240 0.240
Wood Beam
PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327
DESCRIPTION:wood wall header
PCS Structural Solutions
1250 Pacific Ave. Suite 701
Tacoma, WA
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25
File: existing yms enercalc.ec6
Project Title:(E) YMS Modifications
Engineer:WJN
Project ID:21-108
Printed: 28 JAN 2021, 10:23AM
Project Descr:
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
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
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 15.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.304: 1
Load Combination +D+S
Span # where maximum occurs Span # 1
Location of maximum on span 2.000 ft
34.04 psi=
=
1,035.00 psi
6x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+S
=
=
=
207.00 psi==
Section used for this span 6x8
Maximum Shear Stress Ratio 0.164 : 1
3.387 ft=
=
314.18 psi
Maximum Deflection
0 <360
3797
Ratio =0 <180
Max Downward Transient Deflection 0.007 in 6835Ratio =>=360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.013 in Ratio =>=180
Max Upward Total Deflection 0.000 in
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 4.0 ft 1 0.172 0.093 0.90 1.000 1.00 1.00 1.00 0.60 139.64 810.00 0.42 162.001.00 15.13
1.00+D+S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.0 ft 1 0.304 0.164 1.15 1.000 1.00 1.00 1.00 1.35 314.18 1035.00 0.94 207.001.00 34.04
1.00+D+0.750S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.0 ft 1 0.261 0.142 1.15 1.000 1.00 1.00 1.00 1.16 270.55 1035.00 0.81 207.001.00 29.31
1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.0 ft 1 0.058 0.032 1.60 1.000 1.00 1.00 1.00 0.36 83.78 1440.00 0.25 288.001.00 9.08
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+S 1 0.0126 2.015 0.0000 0.000
.
Wood Beam
PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327
DESCRIPTION:wood wall header
PCS Structural Solutions
1250 Pacific Ave. Suite 701
Tacoma, WA
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25
File: existing yms enercalc.ec6
Project Title:(E) YMS Modifications
Engineer:WJN
Project ID:21-108
Printed: 28 JAN 2021, 10:23AM
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.350 1.350
Overall MINimum 0.750 0.750
D Only 0.600 0.600
+D+S 1.350 1.350
+D+0.750S 1.163 1.163
+0.60D 0.360 0.360
S Only 0.750 0.750
Wood Column
PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327
DESCRIPTION:wood header bearing studs
PCS Structural Solutions
1250 Pacific Ave. Suite 701
Tacoma, WA
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25
File: existing yms enercalc.ec6
Project Title:(E) YMS Modifications
Engineer:WJN
Project ID:21-108
Printed: 28 JAN 2021, 10:23AM
Project Descr:
.Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-16
General Information
Wood Section Name 2x6Analysis Method :
8Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations )Allow Stress Modification Factors
End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch
Wood Grade No.2
Fb +900.0
900.0 psi
1,350.0
625.0
180.0
575.0
31.210
psi Fv psi
Fb -Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,600.0
580.0
1,600.0
580.0
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 1.50 in
Exact Depth 5.50 in
Area 8.250 in^2
Ix 20.797 in^4
Iy 1.547 in^4
Wood Grading/Manuf.Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.10
1,600.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.30
x-x Bending y-y Bending
ksi NoMinimum
Basic
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K = 1.0
Fully braced against buckling ABOUT Y-Y Axis
Brace condition for deflection (buckling) along columns :
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included : 14.305 lbs * Dead Load Factor
AXIAL LOADS . . .
Axial Load at 8.0 ft, D = 0.60, S = 0.750 k
.DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio =0.1467
Location of max.above base 0.0 ft
Applied Axial 1.364 k
Applied Mx 0.0 k-ft
Load Combination +D+S
Load Combination +0.60D
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
288.0Allowable Shear psi
0.0 : 1 Bending Compression Tension
Location of max.above base 8.0 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc'
Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 0.0 in at 0.0 ft above base
for load combination :n/a
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 1,127.19 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 Only 0.900 PASS PASS0.0 0.0 8.0 ft0.743 ft0.07503
+D+S 1.150 PASS PASS0.0 0.0 8.0 ft0.660 ft0.1467
+D+0.750S 1.150 PASS PASS0.0 0.0 8.0 ft0.660 ft0.1265
+0.60D 1.600 PASS PASS0.0 0.0 8.0 ft0.535 ft0.03513
.
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 Only 0.614
+D+S 1.364
+D+0.750S 1.177
Wood Column
PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327
DESCRIPTION:wood header bearing studs
PCS Structural Solutions
1250 Pacific Ave. Suite 701
Tacoma, WA
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25
File: existing yms enercalc.ec6
Project Title:(E) YMS Modifications
Engineer:WJN
Project ID:21-108
Printed: 28 JAN 2021, 10:23AM
Project Descr:
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
+0.60D 0.369
S Only 0.750
.Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftftinin0.000
+D+S 0.0000 0.000 0.000 ftftinin0.000
+D+0.750S 0.0000 0.000 0.000 ftftinin0.000
+0.60D 0.0000 0.000 0.000 ftftinin0.000
S Only 0.0000 0.000 0.000 ftftinin0.000
.Sketches
Wood Beam
PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327
DESCRIPTION:wood wall full-height studs
PCS Structural Solutions
1250 Pacific Ave. Suite 701
Tacoma, WA
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25
File: existing yms enercalc.ec6
Project Title:(E) YMS Modifications
Engineer:WJN
Project ID:21-108
Printed: 28 JAN 2021, 10:23AM
Project Descr:
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
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
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : W = 0.00830 ksf, Tributary Width = 2.0 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.270: 1
Load Combination +0.60W
Span # where maximum occurs Span # 1
Location of maximum on span 8.000 ft
13.75 psi=
=
1,872.00 psi
2x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +0.60W
=
=
=
288.00 psi==
Section used for this span 2x6
Maximum Shear Stress Ratio 0.048 : 1
15.591 ft=
=
505.74 psi
Maximum Deflection
0 <240
432
Ratio =0 <180
Max Downward Transient Deflection 0.740 in 259Ratio =>=240
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.444 in Ratio =>=180
Max Upward Total Deflection 0.000 in
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
0.00 0.00 0.000.00
1.00Length = 16.0 ft 1 0.90 1.300 1.00 1.00 1.00 1053.00 0.00 162.001.00 0.00
1.00+0.60W 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 16.0 ft 1 0.270 0.048 1.60 1.300 1.00 1.00 1.00 0.32 505.74 1872.00 0.08 288.001.00 13.75
1.00+0.450W 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 16.0 ft 1 0.203 0.036 1.60 1.300 1.00 1.00 1.00 0.24 379.30 1872.00 0.06 288.001.00 10.31
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
W Only 1 0.7399 8.058 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.133 0.133
Wood Beam
PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327
DESCRIPTION:wood wall full-height studs
PCS Structural Solutions
1250 Pacific Ave. Suite 701
Tacoma, WA
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25
File: existing yms enercalc.ec6
Project Title:(E) YMS Modifications
Engineer:WJN
Project ID:21-108
Printed: 28 JAN 2021, 10:23AM
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MINimum 0.133 0.133
+0.60W 0.080 0.080
+0.450W 0.060 0.060
W Only 0.133 0.133