Response to Bldg Comments 2 Bldg C.pdf0L_1)90A42_0'5-& l
SOUND STRUCTURAL SOLUTIONS
s:s:::Sl E N G I N E E R S ']
9/14/2016
To: Chuck Miller
Edmonds Reviewer
Re Correction Notice #2 (September 12, 2016)
Review Type: Plan Review
Project Address: 20732 76th Avenue W, Building C
Project #: BLD2016-0561
From: Devin Hougard, EIT
SSS#: 1603023
Thank you for your time and consideration in this matter. Here is the information,
corrections or clarifications that you requested.
1. The construction to support Beam (1-11) has been added to the foundation plan.
The previous FTG 2.0 has been changed to be a FTG 2-3. The point load for the
beam will be supported by the new FTG.
2. The calculation for beam (1-17) has been updated to include two point loads
from above; beam (2-6) and beam (2-22). With the point loads, the beam has
been upgraded to a 4x8 DF #2 beam.
3.
a. Beam (2-12) has been recalculated to include the point load from the
above beam (3-4). A 4x8 DF #2 beam is large enough to carry the load.
b. The post 2-4L, has been changed to a 4x6 beam. The attached calc shows
the bearing "footprint" is large enough to rest on the hem -fir bottom
plate.
If you have any questions, require additional information, or believe we have
misinterpreted your requests, please call us at 425-778-1023, and we'd be happy to
discuss them.
Attached: Beam calcs; 1-17, 2-22, 2-12
Plate Crushing Calc
Key Plans, S4, S5, S6
2411356 th Ave W Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490
Project Title:
Project Descr:
Project I D:
mE 2,0*52AM
Wood Beam ENERCAC, INC. 1983-2016, Build:6,16.7,21, Ver:6.16,7.21
Description : 1-17
opa"_3 50 ft
CODE REFERENCES
ae�ioomauson�mu �vaxranmmvwnuoapp�uoxmgnu|auono
�
0mifmrmLmudD = 0D40ksf,
Calculations per NDS 2O12.IBC 2O12.CBC 2O13.ASCE 74O
UnifonmL*md 0=0,0%l L n �840�f, Tmbmtaq
Width = /350
Load Combination Set: ASCE 7'1O
Uniform Load: D=HIM, L=0.040, S=&.02S0kmt
Tributary Width = 2.5Dft,
Material |Prti
Point Load: D=O.585O. L=O.90D. 8=O.188Ok@1.007ft, (Rxn2'hR)
Analysis Method: Allowable Stress Design
Fb - Tension
900 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
900 psi
Ebend-xx 1600ksi
�Maximum Bending Stress Ratio
0.9T1:1 Maximum Shear Stress
U.8g5 :1
Wood Douglas Larch
` �
Fn-po�
Fv
625 psi
180 psi
4x8
� �
Wood Grade �No2
Ft
575 psi
Density 31.2 pd
Beam Bracing Beam )oFully Braced against lateral -torsional buckling
1.170.00pei
rv:/ywwomo
= 180.00 psi
4x8
opa"_3 50 ft
Applied Loads
ae�ioomauson�mu �vaxranmmvwnuoapp�uoxmgnu|auono
�
0mifmrmLmudD = 0D40ksf,
UnifonmL*md 0=0,0%l L n �840�f, Tmbmtaq
Width = /350
Uniform Load: D=HIM, L=0.040, S=&.02S0kmt
Tributary Width = 2.5Dft,
(0ECK)
Point Load: D=O.585O. L=O.90D. 8=O.188Ok@1.007ft, (Rxn2'hR)
Point Load: O=O257D.L=O.287O.8=0.3080k@2750
ft, (Rxn2'22L)
DESIGN SUMMARY
�Maximum Bending Stress Ratio
0.9T1:1 Maximum Shear Stress
U.8g5 :1
Section used for this span
4o8
Section used for this upon
4x8
� fb : Actual =
1.13024psi
w: Actual
= 161.09 psi
) Fa:Allowable =
1.170.00pei
rv:/ywwomo
= 180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location ofmaximum onspan =
1.673ft
Location ofmaximum onspan
= 3.500M
Span # where maximum occurs
Span #1
Span # where maximum occurs
= Span #1
� Maximum Deflection
� Max Downward Transient Deflection
0.022 in R»u«~
1901 -360
Max upward Transient 000aouon
0.000 in Ratio=
0 <300
Max Downward Total Deflection
0.033 in Ratio=
1259-24O.
| Max Upward Total oonomion
0.000 in Ratio=
0^240.0
Vertical Rmact|oma8upportnotation
Far left w#1
Values mKIPS
Load Combination
Support 1 Support 2
Overall MINimum
0.274 0.441
~o~o
1.077 1.363
~o~0.750L~0J50S
2.272 2.605
000|y
0000 0y22
Lon|y
1.684 1.803
ono|v
0.27* 0.441
Project Title:
Engineer:
Protect Descr:
Title Block. Line 6
Wood Beam
Description : 2-22
1800 ksi
Eminbend - xx
CODE REFERENCES
Ebend- yy
1600 ksi
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
850 ksi
Density
Load Combination Set: ASCE 7-10
- 196.13 psi
FB : Allowable
Material Properties
Fv : Allowable
304.75 psi
Analysis Method: Allowable Stress Design
Fb . Tension
2400 psi
Load Combination ASCE 7-10
Fb - Compr
1850 psi
Location of maximum on span
Fc • Prll
1650 psi
Wood Species : DF/DF
Fc - Perp
650 psi
Wood Grade :24F - V4
Fv
265 psi
Ft
1100 psi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Max Upward Transient Deflection
C(0.01333 i L 0053'12
0 <360
3,5x9
Span = 10.750 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width =1.333 ft, (FLOOR)
Point Load: D = 1.705, S = 2.835 k @ 9.583 ft, (Rxn 3-5L)
DESIGN SUMMARY
Project ID:
Prinled: 14 SEP 2016, 8:47AM
-_ ..
- S:1Jobsts161s16031S1E797-11W01609�l416060"T-t.ECA,
ENERCALC, INC, 1963-2016, Build:6.167 21. Ver:6.16.7.21
E: Modulus of Elasticity
Ebend- xx
1800 ksi
Eminbend - xx
950 ksi
Ebend- yy
1600 ksi
Eminbend - yy
850 ksi
Density
31.2pcf
']esinn'C
Maximum Bending Stress Ratio -
0.441: 1 Maximum Shear Stress Ratio
= 0.644 :1
Section used for this span
3.5x9
Section used for this span
3.5x9
fb : Actual
1,217.32psi
fv : Actual
- 196.13 psi
FB : Allowable
2,760.00psi
Fv : Allowable
304.75 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
9.573ft
Location of maximum on span
- 10.750ft
Span # where maximum occurs -
Span # 1
Span # where maximum occurs
- Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.109 in Ratio=
1180>=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.189 in Ratio=
682>=240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
—
OIM6it iVfAZ7 imum
....
Gi7D3 4,fi1g _........____
_.__.
- —
Overall MINimum
0.257 0.287
+D+L
0.543 1.878
+D+S
0.565 4.119
+D+0.750L+0.750S
0.703 3.702
D Only
0.257 1.592
L Only
0.287 0.287
S Only
0.308 2,527
Project Title:
Engineer:
Project Descr:
k1i=• • �.1 -=
Description : 2-12
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi
Load Combination ASCE 7-10 Fb - Compr 900.0 psi
Fc - Prll 1,350.0 psi
Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft 575.0 psi
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Project ID:
Printed: 14 SEP 2016, 8:41AM
W4
=8: ➢ut5& 9& st YRiEd9P-1'm6 -'T(iM2.1,EC6
ENERCALC, INC. 198320111, Build:6.16.7.21,, Ver.6.16.7.21
. _...�..T.a�._...e..r-
4xB
Span= 8,0 ft
Applied Loads
Uniform Load: D = 0.010 ksf, Tributary Width = 5.0 ft, (WALL)
Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width = 8.0 ft, (FLOOR)
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 1.0 ft, (ROOF)
Point Load: D = 0.920, S =1.530 k @ 1.250 ft, (Rxn 34R)
DESIGN SUMMARY
E: Modulus of Elasticity
Ebend- xx 1,600.0 ksi
Eminbend - xx 580.Oksi
Density 31.20pcf
Service loads entered, Load Factors will be applied for calculations,
Maximum Bending Stress Ratio -
0.971: 1
Maximum Shear Stress Ratio
Section used for this span
4x8
Support 2
Section used for this span
fb : Actual
1,306.71 psi
Overall MINimum
fv : Actual
FB : Allowable -
1,345.50psi
2.123
Fv : Allowable
Load Combination
+D+0.750L+0.750S
1.020
Load Combination
Location of maximum on span -
1.927ft
D Only
Location of maximum on span
Span # where maximum occurs
Span # 1
0.960
Span # where maximum occurs
Maximum Deflection
1.286
0.394
Max Downward Transient Deflection
0.053 in
Ratio=
1364-360
Max Upward Transient Deflection
0.000 in
Ratio=
0 <360
Max Downward Total Deflection
0.121 in
Ratio=
596>=240.
Max Upward Total Deflection
0.000 in
Ratio =
0 <240.0
- 0.813 : 1
4x8
168.36 psi
207.00 psi
+D+0.750L+0.750S
0.000 ft
Span # 1
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
------ . . ... ......... .__
_. _
Load Combination
u_ .. ...........
Support 1
Support 2
........
_ ✓148
..._............. -s
.... 1.8q
Overall MINimum
0.960
0.394
+D+L
2.123
1.587
+D+S
2.450
1.020
+D+0.750L+0.750S
2.848
1.642
D Only
1.163
0.627
L Only
0.960
0.960
S Only
1.286
0.394
sssSOUND STRUCTURAL SOLUTIONS
E N G T N E E R S
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