Struct Corrections 6.11.20CORRECTIONS
Maupin-Crouch Residence
1141 Viewland Way
Edmonds, WA 98020
PLAN CHECK: BLD2020-0349
DATE: May 29, 2020
D. S. Engineering
Consulting Structural Engineers
3121 147th Place SE
Mill Creek, WA 98012
T: 425-338-4776
05/29/2020
G IL
L
OF ED City of Edmonds
ul
PLAN REVIEW COMMENTS
BUILDING DIVISION
�sr. t89° (425) 771-0220
DATE: 5/20/2020
TO: Applicant: PAUL AIELLO ARCHITECTS
Owner: CROUCH PETER D & MAUPIN TERRI K
FROM: KEVIN BLOOMFIELD
RE: Plan Check: BLD2020-0349
Project Address: 1141 VIEWLAND WAY
Project: CROUCH/MAUPIN- NEW SFR, P&M INCL
During a review of the plans by the Building Division for compliance with the applicable building
codes, it was found that the following information, clarifications, or changes are needed. Reviews by
other divisions, such as Planning, Engineering, or Fire, may result in additional comments that
require attention beyond the scope of this letter. Items that recur on this list appear in italics.
General:
1. Plans do not show a whole house ventilation system. Provide calculations and type of system
�Y� (intermittent or continuous) include CFM in calculations.
(- Z. �( Special inspection will be required for installation of Piles.
3. Plans do not show r of ventilation.. S� lcnlat.0 s and required ventilation on plans.
Sheet A 2.1:
4. Make up air is required in the laundry room the combination of exhaust fan and dryer fan
requires make up air in this location. This will help in the operation of the dryer to assure it is
operating as it should.
5. If kitchen hood exceeds 400 cfm makeup air will be required in this location also.
M1503.4 Makeup Air Required
7. Exhaust hood systems capable of exhausting in excess of 400 cubic feet per minute (0.19 m3/s)
shall be mechanically or naturally provided with makeup air at a rate approximately equal to
the exhaust air rate.
Page 1 of 1
8. Mechanical protection for Water heater and Sink in Garage is required. In addition to the
platform stated on the plans and Bollard or other protection against mechanical damage
will be required.
502.1.1 Elevation and Protection'
Elevation of water heater ignition sources and mechanical damage protection requirements for water
heaters shall be in accordance with the International Mechanical Code and the International Fuel
Gas Code.
Sheet S 3.0:
(9. emt stairs show reinforcement steel on the slanted bottom. This will require 3" of
cenoverage in this area.
R403.1.3.5.3 Support and Cover
Reinforcement shall be secured in the proper location in the forms with tie wire or other bar support
system to prevent displacement during the concrete placement operation. Steel reinforcement
in concrete cast against the earth shall have a minimum cover of 3 inches (75 mm).
Calculations Packet:
Note: Beams in calculations should reflect beams expected to be used in the construction. Any beams
not used should be removed from the calculations to eliminate confusion during the building process.
10. 1pecific beam names and designation should be unique to each beam regardless of the floor
they are located on. This eliminates confusion on every level from review to construction.
For example there 1is two number 1gs�and 2's. Rgnumbe(rraallll beams with a unique
designation.OA4M�(D4CJ To�$ `C� N10 T
11.ream doe mat w t r �fl"te lans. ange"�to the t arn:
e2 11W pwz-
12. eam designated in calculations as ( )2 11 7/8 TJI 110 and'210, are not reflected on the
plans. Add these beams to plans in the designated locati ns.
su �I "1413. eam 8 Reflects (_) 2x4 and (� .It appeaconfiguration either does not satisfy
�1 1
ca cu ations or is very close. Verify which is being install d.
y • � = ghnss f ��0 50
Thank you for the thorou ness of these plans and ca culation . owev r, all t e handwritten notes
makes it confusing and hard to decipher. If'possible and as appropriate, please remove any
unnecessary writing and notes form the plans and calculations. For example using a note to show
Dead, Live and Snow load is only necessary one time.
Page 2 of 3
ITEM -4�q
(MIN)
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Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
2400 psi
E : Modulus of Elasticity
Load Combination iBC 2015
Fb -
1850 psi
Ebend- xx
1800ksi
Fc - Pdl
1650 psi
Eminbend - xx
950ksi
Wood Species : DF/DF
Fc - Perp
650 psi
Ebend- yy
1600ksi
Wood Grade : 24F - V4
Fv
265 psi
Eminbend - yy
850ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Ft
1100 psi
Density
31.21 pcf
a
D(0.165) S(0 275)
Uniform Load: D = 0.1650, S = 0.2750 , Tributary Width =1.0 ft
aximum Bending Stress Ratio =
Section used for this span
fb : Actual
FB : Allowable
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Load Combination
Segment Length
+D+H
Length =10.0 ft
+D+L+H
Length =10.0 ft
+D+Lr+H
Length =10.0 ft
+D+S+H
Length =10.0 ft
+D+0.750Lr+0.750L+H
Length =10.0 ft
+0+0.750L+0.750S+H
Length =10.0 ft
Span = 10.0 ft
rvice loads entered. Load Factors will be applied for calculations.
0.4641 Maxim Shear Stress Ratio =
0.230 :1
5.5x7.5
Se ion used for this span
5.5x7.5
1,280.00psi
fv : Actual =
70.07 psi
2,760.00psi
Fv : Allowable =
304.75 psi
Load Combination
+D+S+H
5.000ft
ocation of maximum on span =
0.000 ft
Span # 1
n # where maximum occurs -
Span # 1
0.179 in Ratio =
0.000 in Ratio
671 >=24 S.
0<240
0.286 in Ratio =
419>=180
_
/
0.000 in Ratio =
0 <180
Max Stress Ratios IW Values
Span# M V Cd CFN Ci Cr Cm C t CL M
Shear
0.00 0.00 0.00 0.00
1 0.222 0.110 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.06 480.00 2160.00 0.72 26.28 238.50
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1 0.200 0.099 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.06 480.00 2400.00 0.72 26.28 265.00
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1 0.160 0.079 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.06 480.00 3000.00 0.72 26.28 331.25
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1 0.464 0.230 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.50 1,280.00 2760.00 1.93 70.07 304.75
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1 0.160 0.079 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.06 480.00 3000.00 0.72 26.28 331.25
1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
1 0.391 0.194 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.64 1,080.00 2760.00 1.63 59.12 304.75
�0
Description : GLB
Load Combination
Max-Wess Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
M
fb
F'b
+D+0.60W+H
11000
1.00
1.00
1.00
1.00
1,00
0.00
V
0.00
fv
0.00
Fv
0.00
Length = 10.0 ft 1
0.125
0.062
1.60
1.000
1.00
1.00
1.00
1.00
1.00
2.06
480.00
3840.00
0.72
26.28
424,00
+0+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =10.0 ft 1
0.125
0.062
1.60
1.000
1.00
1.00
1.00
1,00
1.00
2.06
480.00
3840.00
0.72
26.28
424.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.0 ft 1
0.125
0.062
1.60
1.000
1.00
1.00
1.00
1.00
1.00
2.06
480.00
3840,00
0.72
26.28
424.00
+0+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.0 ft 1
0.281
0.139
1.60
1.000
1.00
1.00
1.00
1.00
1.00
4.64
1,080.00
3840.00
1.63
59.12
424.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =10.0 ft 1
0.281
0,139
1.60
1.000
1.00
1.00
1.00
1.00
1.00
4.64
1,080.00
3840,00
1.63
59.12
424.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 10.0 ft 1
0.075
0.037
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.24
288.00
3840.00
0.43
15.77
424.00
+0.60D+0.70E+0.60H
1,000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =10.0 ft 1
0.075
0.037
1.60
1.000
1.00
1.00
1.00
1.00
1,00
1.24
288.00
3840.00
0.43
15.77
424.00
Load GomCN19 m
Span
Max. " "
Defl Location in Span
Load Combination
Max. "+" Defl
Location in
Span
+04"
1
0.2861
5.036
0.0000
0.000
Support notation : Far
left is #1
Values in KIPS
Load ConUrwdon
Support 1
Support
2
Overall MAXimum
2.200
2.200
Overall MINimum
1.375
1.375
+D+H
0.825
0.825
+D+L+H
0.825
0.825
+D+Lr+H
0.825
0.825
+D+S+H
2.200
2.200
+D+0.7501-r+0.7501-+H
0.825
0.825
+D+0.750L+0.750S+H
1.856
1.856
+D+0.60W+H
0.825
0.825
+D+0.70E+H
0.825
0.825
+D+0.7501-r+0.750L+0.450W+H
0.825
0.825
+D+0.750L+0.750S+0.450W+H
1.856
1.856
+D+0.750L+0.750S+0.5250E+H
1.856
1,856
+0.60D+0.60W+0.60H
0.495
0.495
+0.60D+0.70E+0.60H
0.495
0.495
D Only
0.825
0.825
Lr Only
L Only
S Only
1.375
1.375
W Only
E Only
H Only
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
850 psi
E: Modulus of Elasticity
Load Combination i BC 2015
Fb -
850 psi
Ebend- xx 1300 ksi
Fc - Pdl
1300 psi
Eminbend - xx 470ksi
Wood Species ; Hem Fir
Fc - Perp
405 psi
Wood Grade : NO-2
Fv
150 psi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Ft
525 psi
Density 26.84pcf
D(0 045) S(0 075)
����j` �� ,Span = 3.50 ft
Service loads entered. Load Factors will be applied for calculations
Uniform Load: D = 0.0450, S = 0. 750 , Tributary Width =1.0
Maximum Bending Stress Ratio =
0.24fi 1
M imum Shear Stress Ratio =
0.146 : 1
Section used for this span
2-2x4
Section used for this span
2-2x4
fb : Actual
360.00psi
fv : Actual =
25.18 psi i
FIB: Allowable =
1,466.25psi
Fv: Allowable =
172.50 psi j
Load Combination
Load Combination
+D+S+H
Location of maximum on span =
1.750ft
Location of maximum on span
3.219ft i
Span # where maximum occurs =
Span # 1
an # where maximum =
Span # 1 j
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
0.018 in
0.000 in
Ratio =
Ratio =
2297>=3
0 <360
4
Max Downward Total Deflection
0.029 in
Ratio =
1436>=240
Max Upward Total Deflection
0.000 in
Ratio =
0 <240
C✓ l��
1 ��
i
Load Combination Max Stress Ratios
Mome
Shear Values
Segment Length Span # M V
C d
C FN C i
Cr
C m
C t C L M fb Pb
V
fv Fv
+D+H
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.118 0.070
0.90
1.500 1.00
1.00
1.00
1.00 1.00 0.07 135.00 1147.50
0.07
9.44 135.00
+D+L+H
1.500 1.00
1.00
1.00
1.00 1.00 0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.106 0.063
1.00
1.500 1.00
1.00
1.00
1.00 1.00 0.07 135.00 1275.00
0.07
9.44 150.00
+D+Lr+H
1.500 1.00
1.00
1.00
1.00 1.00 0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.085 0.050
1.25
1.500 1.00
1.00
1.00
1.00 1.00 0.07 135.00 1593.75
0.07
9.44 187.50
+D+S+H
1.500 1.00
1.00
1.00
1.00 1.00 0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.246 0.146
1.15
1.500 1.00
1.00
1.00
1.00 1.00 0.18 360.00 1466.25
0.18
25.18 172.50
+D+0.750Lr+0.75OL-+H
1.500 1.00
1.00
1.00
1.00 1.00 0.00
0.00
0.00 0.00
Length = 3.50 It 1 0.085 0.050
1.25
1.500 1.00
1.00
1.00
1.00 1.00 0.07 135.00 1593.75
0.07
9.44 187.50
+D+0.750L+0.750S+H
1.500 1.00
1.00
1.00
1.00 1.00 0.00
0.00
0.00 0.00
Length = 3.50 it 1 0.207 0.123
1.15
1.500 1.00
1.00
1.00
1.00 1.00 0.16 303.75 1466.25
0.15
21.25 172.50
i -rO4 J* 10
Description
Load Combination
eRatios
Moment Values
Shear Values
Segment Length Span #
M V
C d
C FN
C i
Cr
Cm
C t
C L
M
ib
F'b
V
fv
F'v
+D+0.60W+H
1.500
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.066 0.039
1.60
1.500
1.00
1.00
1.00
1.00
1.00
0.07
135.00
2040.00
0.07
9.44
240.00
+D+0.70E4H
1.500
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.066 0.039
1.60
1.500
1.00
1.00
1.00
1.00
1.00
0.07
135.00
2040.00
0.07
9.44
240.00
+D+0.750Lr+0.750L+0.450W+H
1.500
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.066 0.039
1.60
1.500
1.00
1.00
1.00
1.00
1.00
0.07
135.00
2040.00
0.07
9.44
240.00
+D+0.750L+0.750S+0.450W+H
1.500
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.149 0.089
1.60
1.500
1.00
1.00
1.00
1.00
1.00
0.16
303.75
2040.00
0.15
21.25
240.00
+D+0.750L+0.750S+0.5250E+H
1.500
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.149 0.089
1.60
1.500
1.00
1.00
1.00
1.00
1.00
0.16
303.75
2040.00
0.15
21.25
240.00
+0.60D+0.60W+0.60H
1.500
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.040 0.024
1.60
1.500
1.00
1.00
1.00
1.00
1.00
0.04
81.00
2040.00
0.04
5.67
240.00
+0.60D+0.70E+0.60H
1.500
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 It 1
0.040 0.024
1.60
1.500
1.00
1.00
1.00
1.00
1.00
0.04
81.00
2040.00
0.04
5.67
240.00
Load Combination
Span
Max. '=
Defl Location in Span
Load Combination
Max. "+' Defl
Location in Span
+O+S+H
1
0.0292
1.763
0.0000
0.000
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MA)imum
0.210
.210
Overall MINimum
0.131
0.131
+D+H
0.079
0.079
+D+L+H
0.079
0.079
+D+Lr+H
0.079
0.079
+D+S+H
0.210
0.210
+D+0.750Lr+0.750L+H
0.079
0.079
+D+0.750L+0.750S+H
0.177
0.177
+D+0.60W+H
0.079
0.079
+D+0.70E+H
0.079
0.079
+D+0.750Lr+0.750L+0.450W+H
0.079
0.079
+D+0.750L+0.750S+0.450W+H
0.177
0.177
+D+0.750L+0.750S+0.5250E+H
0.177
0.177
+0.60D40.60W+0.60H
0.047
0.047
+0.60D+0.70E+0.60H
0.047
0.047
D Only
0.079
0.079
Lr Only
L Only
S Only
0.131
0.131
W Only
E Only
H Only
'i; Fr:�lUi=a1L'1t�I�
k
Description : ROOF (GARAGE)
Cam
Calculations per NDS 2015, IBC 2015, CBC
Load Combination Set: IBC 2015
Material Properties
Analysis Method : Load Resistance Factor D
Fb +
900 psi
E : Modulus of Elasticity
Load Combination iBC 2015
Fb-
900psi
Ebend-xx 1600ksi
Fc - Prll
1350 psi
Eminbend - xx 580ksi
Wood Species Douglas Fir - Larch
Fc - Perp
625 psi
Wood Grade No.2
Fv
180 psi
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Ft
575 psi
Density 31.21 pcf
Repetitive Member Stress Increase
0
D(0 03) S(0 05)
L � 1 k �i Span = 10.o ft
Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.030, S = 0.01b, Tributary Width =1.0 ft
;;t�►ESlG;RIf=
Maximum Bending Stress Ratio = 0.6881 Maximum Shear Stress Ratio = 0.215 : 1
Section used for this span 2x6 Section used for this span 2x6 j
fb : Actual - 2,300.83 psi fv : Actual 96.22 psi j
FB : Allowable = 3,342.22psi Fv: Allowable = 447.12 psi I
Load Combination +1.20D+0.50L+1.60S+1.60H Load Combination +1.20D+0.50L+1.60S+1.60H i
Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft i
Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 i
Maximum Deflection j
Max Downward Transient Deflection 0.340 in Ratio = 352>=240 I
Max Upward Transient Deflection 0.000 in Ratio = 0 <240
Max Downward Total Deflection 0.544 in Ratio = 220>=180
(i Max Upward Total Deflection 0.000 in Ratio = 0 <180
L-_ I
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span # M V % C FN C i C r C m C t C L Mu fb Fb Vu fv Fv
+1.40D+1.60H 0.00 0.00 0.00 0.00
Length = 10.0 ft 1 0.318 0.100 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.53 833.06 2615.65 0.19 34.84 349.92
+1.20D+0.50Lr+1.60L+1.60H 1.300 1.00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00
Length = 10.0 ft 1 0.197 0.061 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.45 714.05 3632.85 0.16 29.86 486.00
+1.20D+1.60L+0.50S+1.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 10.0 ft 1 0.362 0.113 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.76 1,209.92 3342.22 0.28 50.60 447.12
+1.20D+1.60Lr+0.50L+1.60H 1.300 1.00 1.15 1.00 1.00 1,00 0.00 0.00 0.00 0.00
Length =10.0 ft 1 0.197 0.061 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.45 714.05 3632.85 0.16 29.86 486.00
+1.20D+1.60Lr+0.50W+1.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 10.0 ft 1 0.154 0.048 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.45 714.05 4650.05 0.16 29.86 622.08
+1.20D+0.50L+1.60S+1.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length =10.0 ft 1 0.688 0.215 1.15 1.300 1.00 1.15 1.00 1.00 1.0o 1.45 2,300.83 3342.22 0.53 96.22 447.12
Description : ROOF (GARAGE )
Load Combination Max Stress
Segment Length Span # M
Length =10.0 ft 1
0.495
+1.20D+0.50Lr+0.50L+W+1.60H
Length =10.0 ft 1
0.154
+1.20D+0.50L+0.50S+W+1.60H
Length =10.0 ft 1
0.260
+1.20 D+0.50 L+0.70 S+E+1.60 H
Length =10.0 ft 1
0.303
+0.90D+W+0.90H
Length =10.0 ft 1
0.115
+0.90D+E+0.90H
Length =10.0 ft 1
0.115
�
'�
to
V
CF
Ci
Cr
C
C t
1•30
1.00
1.00
1.00
0.155
1.60
1.300
1.00
1.15
1.00
1.00
1.00
1.300
1.00
1.15
1.00
1.00
1.00
0.048
1.60
1.300
, 1.00
1.15
1.00
1.00
1.00
1.300
1.00
1.15
1.00
1,00
1.00
0.081
1.60
1.300
1.00
1.15
1.00
1.00
1.00
1.300
1.00
1.15
1.00
1.00
1.00
0.095
1.60
1.300
1.00
1.15
1.00
1.00
1.00
1.300
1.00
1.15
1.00
1.00
1.00
0,036
1.60
1.300
1.00
1.15
1.00
1.00
1.00
1.300
1.00
1.15
1.00
1.00
1.00
0.036
1.60
1.300
1.00
1.15
1.00
1.00
1.00
Moment Values
Shear Values
ib
Fb
Vu
i'v
Fv
0.00
0.00
0.00
0.00
1.45
2,300.83
4650.05
0.53
96.22
622.08
0.00
0.00
0,00
0.00
0.45
714.05
4650.05
0.16
29.86
622.08
0.00
0.00
0.00
0.00
0.76
1,209.92
4650.05
0.28
50.60
622.08
0.00
0.00
0.00
0.00
0.89
1,408.26
4650.05
0.32
58.89
622,08
0.00
0.00
0.00
0.00
0.34
535.54
4650.05
0.12
22.40
622.08
0.00
0.00
0.00
0.00
0.34
535.54
4650.05
0.12
22.40
622.08
Load Combination
Span Max. ' " Deft Location in Span Load Combination Max. "+" Deti Location in Span
+D+S+H
1 0.5441
5.036 0.0000 0.000
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXtmum
0.400
0.400
Overall MINimum
0.250
0.250
+D+H
0.150
0.150
+D+L+H
0.150
0.150
+D+Lr+H
0.150
0.150
+D+S+H
0.400
0.400
+D+0.750Lr+0.750L+H
0.150
0.150
+D+0.750L+0.750S+H
0.338
0.338
+D+0.60W+H
0.150
0.150
+D+0.70E+H
0.150
0,150
+D+0.750Lr+0.750L+0.450W+H
0.150
0.150
+D+0.750L+0.750S+0.450W+H
0.338
0.338
+D+0.750L+0.750S+0.5250E+H
0.338
0.338
+0.600+0.60W+0.60H
0.090
0.090
+0.60D+0.70E+0.60H
0.090
0.090
D Only
0.150
0.150
Lr Only
L Only
S Only
0.250
0.250
W Only
E Only
H Only
- EMEEMMMMMMEmi"MEMMEEI!
�FORTE'CM
I Tk�H -I-- I ��
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Member Reaction (lbs)
887 @ 17' 7 1/2"
1460 (3.50')
Passed (61%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (lbs)
862 @ 17' 6 1/2"
1655
Passed (52%)
1.00
1.0 D + 1.0 L (AN Spans)
Moment (Ft-lbs)
3120 @ 9110 3/8"
3795
Passed (82%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.310 @ 9'
0.431
Passed (L/668)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.495 @ 9' 4 5/8"
0.863
Passed (L/418)
1.0 D + 0.75 L + 0.75 S (All Spans)
TJ-Pro- Rating
42
40
Passed
—
Apo
LZ���z
ForteWES Software Operator
lob Notes
dong shin
D.S. Engineering PC
(425) 338-4776
shin_don@hotmail.com
PASSED
0
System : Floor
Member Type : Joist
Building Use : Residential
Budding Code : IBC 2015
Design Methodology: Aso
��-� 3 TOO
Ew
2/16/2020 6:47:03 AM UTC
ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0
Wcyert,— / me: Edmonds
(� age l/1
3
A
IaFORTEACM
MEMBER REPORT PASSED
0
Ctvel, Floor'Joist Y
1 2 pieces) 11 7/8" T]I0 110 @ 16" OC
Y veraff Length: 118' (,0096 T.� �• `��
18'
Al locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Member Reaction (lbs)
2018 @ 17 7 1/2"
3163 (3.50")
Passed (64%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)
1998 @ 17' 6 1/2"
3588
Passed (56%)
1.15
1.0 D + 0.75 L + 0.75 S (Al Spans)
Moment (Ft-lbs)
5986 @ 14' 6"
7268
Passed (82%)
1.15
1.0 D + 0.75 L + 0.75 S (AII Spans)
Live Load Defl. (in)
0.320 @ 9' 7 112"
0.431
Passed (L/647)
--
1.0 D + 0.75 L + 0.75 S (AN Spans)
Total Load Defl. (in)
0.519 @ 9' 8 5/16"
0.863
Passed (L/398)
1.0 D + 0.75 L + 0.75 S (All Spans)
TJ-Pro'" Rating
52
40
Passed
• Top Edge Bracing (Lu): Top compression edge must be braced at 3' 2" o/c based on loads applied, unless detailed otherwise.
• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 10" o/c based on loads applied, unless detailed otherwise.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of dec king_2332Edge that is gluedAndNailedDown.
• Additional considerations for the T}ProTM Rating include: None.
1 - Stud wall - HF 1 5.50" 1 4.25" 1.75" 293 480 249 1022 1 1/4" Rim Board
2 -Stud wall - HF 5.50" IF .25" 1 1.75" 820 1 480 1126 2426 11 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member beinq designed.
0
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
pl- PSF)0 to 18, 16^ 12.0 40,p _ p� Load
2 -Point (lb) 14' 6" N/A 825 1375 �� fT�1 Sr _
Weyerhaeuser warrants that the slzirg of its products will be In accordance with Weyerh product design criteria and pub heel 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 d 'gn professional as determined by authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall Project. Accessories 'm Board, Blocking Panels and Squ Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhae ngineered Lumber Products hav n evaluated by ICC-ES under evaluation reports ESR-1153 and FSR-1387
and/or tested in accordance with applicable ASTM standards. For current oode evaluation reports, erhaeuser product literature a installation details refer to
www.weyerhaetiser.cDm/woodPrc)ducts/document-library.
The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator
1 11 /0 1 11 1
/Z+;
FwteWEB Software orator
Job Notes
dong shin
D.S. Engineering PC
(425)338-4776
shlrl--don@hobmil.com
mail.com
2/16/2020 6:42:20 AM IJTC
ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0
�eyerhaeusa a e: Edmonds
age i/1
30'I
I I
ITEM �I;;�
Wood Beam I
Description : header -�
CODE REFERENCES
Calculations per NDS 2015, IBC 20 , 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
2400 psi
E : Modulus of Elasticity
Load Combination IBC 2015
Fb -
1850 psi
Ebend- xx
1800ksi
Fc - Prll
1650 psi
Eminbend - xx
950 ksi
Wood Species : DF/DF
Fc - Perp
650 psi
Ebend- yy
1600ksi
Wood Grade : 24F - V4
Fv
265 psi
Eminbend - yy
850ksi
Ft
1100 psi
Density
31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
_D�0t 9 2IS 0� 175�
- o ---- -
Y 5.5x9
1 i
"
1
(O .Z 1I ( 4�an = 8 50ft
_ ""�-...ia..._._...._.._..._...__.......__._._T M....._.................._..... _-__..._......................... -----.................._....._._I
Applied Loads- .
((� Service loads entered. Load Factors will be applied for calculations.
Beam self weight calcul tCanddd loadsUniformLoad: D=0..2 , S = 0.1750 , Tributary Width =�.'_-0
DESIGN- SUMMARY .
'Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FB : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
= 0.260: 1
5.5x9
= 718.09psi
2,760.00psi
+D+0.750L+0.750S+H
4.250 ft
= Span # 1
0.039 in Ratio =
0.000 In Ratio =
0.097 in Ratio =
0.000 in Ratio =
,num Stttlar Stress Ratio
Section used for this span
fv : Actual
Fv: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
2596 >=360
0 <360
1055 >=180
0 <180
0.171 : 1
5.5x9
52.26 psi
304.75 psi
+D+0.750L+0.750S+H
0.000 ft
= Span # 1
u. esses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv
+D+H
0.00
Length = 8.50 ft
1
0.142
0.094
0.90
1.000
1.00
1.00
1.00
1.00
1.00
1.90
307.58
2160.00
+D+L+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
Length = 8.50 ft
1
0.250
0.165
1.00
1.000
1.00
1.00
1.00
1.00
1.00
3.71
599.50
2400.00
+D+Lr+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
Length = 8.50 ft
1
0.103
0.068
1.25
1,000
1.00
1.00
1.00
1.00
1.00
1.90
307.58
3000.00
+D+S+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
Length = 8.50 ft
1
0.204
0.134
1.15
1.000
1.00
1.00
1.00
1.00
1.00
3.48
563.01
2760.00
+D+0.750Lr+0.750L+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
Length = 8.50 ft
1
0.176
0.116
1.25
1.000
1.00
1.00
1.00
1.00
1.00
3.26
526.52
3000.00
+D+0.750L+0.750S+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
0.74
22.38
238.50
0.00
0.00
0.00
1.44
43.63
265.00
0.00
0.00
0.00
0.74
22.38
331.25
0.00
0.00
0.00
1.35
40.97
304.75
0.00
0.00
0.00
1.26
38.32
331.25
0.00
0.00
0.Q0_ _
r
I
Wood Beam
Description : header
Load Combination Max Stress Ratios CL�D
Segment Length Span # M V C d C FN C i Cr C m C t C L
Moment Values Shear Values
M fb F'b V fv F'v
Length = 8.50 ft 1
0.260
0.171
1.15
1.000
1.00
1.00
1.00
1.00
1.00
4.44
718.09
2760.00
1.72
52.26
304.75
+D+0.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.50 ft 1
0.080
0.053
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.90
307.58
3840.00
0.74
22.38
424.00
+D+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.50 ft 1
0.080
0.053
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.90
307.58
3940.00
0.74
22.38
424.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.50 ft 1
0.137
0.090
1.60
1.000
1.00
1.00
1.00
1.00
1.00
3.26
526.52
3840.00
1.26
38.32
424.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.50 ft 1
0.187
0.123
1.60
1.000
1.00
1.00
1.00
1.00
1.00
4.44
718.09
3840.00
1.72
52.26
424.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.50 ft 1
0.187
0.123
1.60
1.000
1.00
1.00
1.00
1.00
1.00
4.44
718.09
3840.00
1.72
52.26
424.00
+0.60D+0.60W+0.60H
1.000
1.00
100
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.50 ft 1
0.048
0.032
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.14
184.55
3940.00
0.44
13.43
424.00
+0.60D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.50 ft 1
0.048
0.032
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.14
184.55
3840.00
0.44
13.43
424.00
Overall Maximum Deflections
Load Combination
Span
Max. ""
Defl Location
in Span
Load Combination
Max. "+" Defl
Location in
Span
+D+0.750L+0.750S+0.5250E+H
1
0.0966
4.281
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support
2
Overall MAXimum
2.091
2.091
Overall MINimum
0.744
0.744
+D+H
0.896
0.896
+D+L+H
1.746
1.746
+D+Lr+H
0.896
0.896
+D+S+H
1.639
1.639
+D+0.750Lr+0.750L+H
1.533
1.533
+D+0.750L+0.750S+H
2.091
2.091
+D+0.60W+H
0.896
0.896
+D+0.70E+H
0.896
0.896
+D+0.750Lr+0.750L+0.450W+H
1.533
1.533
+D+0.750L+0.750S+0.450W+H
2.091
2.091
+D+0.750L+0.750S+0.5250E+H
2.091
2.091
+0.60D+0.60W+0.60H
0.537
0.537
+0.60D+0.70E+0.60H
0.537
0.537
D Only
0.896
0.896
Lr Only
L Only
0.850
0.850
S Only
0.744
0.744
W Only
E Only
H Only