20140602143620197.pdf. ... ......... .
To: Chuck Miller
Plans Examiner
-�e: Correction Notice (5/22/2014)
Project Address: 1049 8 th Ave S
Project #: BLD2014-0311
Thank you for your time and consideration in this matter. Here is the information,
corrections or clarifications that you requested.
66. A note has been added to S3 for the footing to be constructed per detail FWS.
67.1 reviewed the west -most header in the south garage wall. It has only uniform
load on it. Beam 1-10 is 2-2x8 on the north garage and has the same load and a
larger span (and the loading appears larger than needed). 2-2x8 header is okay,
no change to the plan required.
68.That strap is not located on the end so that it aligns with the shearwall end
below. The callout has been clarified to read as such. The reduced moment arm
was checked and the strap called out is sufficient.
69. Same response as #68.
70. Same response as #68.
71. Same response as #68.
72. Detail FTO has been added so S5.
73. Detail ISR has been added to S5.
74.The header over the east Master Bed window has been changed to a 4x8.
Calculation 2-11 is attached. For clarification, each window header over the west
wall has been called out as 2-2x8 so that a single span is not made by the
contractor.
75.The reaction from the girder truss has been added to beam 2-1 (calculation
attached). 4x12 still works, no change to the plan needed.
76. The HANGER PER TRUSS MFG note has been moved to where G.T. 2-8 connects
to the 4x12 beam.
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 calculation 2-1 and 2-11; reduced plans S3 & S5 with comment numbers
6628 212th Street SVV, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-3.023 - Fax: 206-260-7490
®®d �111 ---- — File= klServeftsslJobs\s14\Sl6B2B-1\WO1405-11S14030-1.EC6�
ENERCALC, INC. 1983-2014, Buiki:6.14.1.26, Ver.6.14.1.26
Description : 2-1 rev140529
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 -torsion buckling
D(0.86) S(1.43)
4x12
Span = 8.250 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width =18.0 ft, (ROOF)
Point Load: D = 0.860, S =1.430 k () 0.6250 fl
DESIGN SUMMARY
E : Modulus of Elasticity
Ebend- xx 1,600.0 ksi
Eminbend - xx 580.0 ksi
Maximum Bending Stress Ratio =
: 1 Maximum Shear Stress Ratio
Section used for this span
4x12
Section used for this span
fb : Actual _
1,127.51 psi
N : Actual
FB : Allowable =
1,138.50 psi
Fv : Allowable
Load Combination
+D+S+H
Load Combination
Location of maximum on span =
3.884ft
Location of maximum on span
Span # where maximum occurs -
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
0.081 in Ratio =
Max Upward L+Lr+S Deflection
0,000 in Ratio =
<360
Max Downward Total Deflection
0.131 in Ratio =
Max Upward Total Deflection
0.000 in Ratio =
<240
Overall Maximum Deflections - Unfactored Loads
Density 32.210pcf
4xl2
195.16 psi
207.00 psi
+D+S+H
= 0.000 ft
Span # 1
Load Combination Span Max. ° " Dell Location in Span Load Combination Max. "+" Dell Location in Span
D+S 1 0.1309 4.065 0.0000 0.000
Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MINimum 1.945 1.215
D Only 1.945 1.215
S Only 3.178 1.965
D+S 5.123 3.180
—
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File =kkServerlsssUobs1s141S16B2B-1\W01405-11S14030-1.EC6
®®d
ENERCALC, INC. 1983-2014, BuiW:6.14.1.26, Ver.6.14.1.26
_
Description : 2-11 add140529
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 psi
_
E : Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
900 psi
Ebend- xx 1600 ksi
Fe - Prll
1350 psi
Eminbend - xx 580 ksi
Wood Species ; Douglas Fir - Larch
Fc - Perp
625 psi
Wood Grade : No.2
Fv
180 psi
Ft
575 psi
Density 32.21 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsion buckling
D 0.15
0.25
V
4x8
Span =8.0ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load: D = 0,0150, S = 0.0250 ksf, Tributary Width =10.0 ft, (ROOF)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
: 1 Maximum Shear Stress Ratio
Section used for this span
4x8
Section used for this span
fb : Actual =
1,270.16 psi
fv : Actual
FB : Allowable =
1,345.50psi
Fv : Allowable
Load Combination
+D+S+H
Load Combination
Location of maximum on span =
4.000ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
0.130 in Ratio =
Max Upward L+Lr+S Deflection
0.000 in Ratio =
<360
Max Downward Total Deflection
0.211 in Ratio =
Max Upward Total Deflection
0.000 in Ratio =
<240
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. ° " Defi
Location in Span Load Combination
4x8
95.92 psi
207.00 psi
+D+S+H
0.000 ft
Span # 1
Max. "+" Dell Location in Span
D+S 1
0.2115 4.029 0.0000 0.000
Vertical Reactions - Unfactored
Support notation : Far left is #1 Values in KIPS
Load Combination Support 1
Support 2
Overall MAXimum 1.623
1.623
Overall MINimum 0.623
0.623
D Only 0.623
0.623
S Only 1.000
1.000
D+S 1.623
1.623
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