structural review- Sound Structural Solutions.pdf23LD 2017 t8Not
sSOUND STRUCTURAL SOLUTIONS
ENGINEERS]
2/1/18
To: Tony Collins
Northlight Custom Builders LLC
From: Ron Skinner, PE
Re: 908 6th Ave South
Joist Penetrations
SSS# s1710032
40421
S'r 0- � I
910 NALVt
�� l
From our phone conversation and the photos you documented, we collected the data in
the Beam Penetrations work sheet.
I entered the loading for these members. 2x10's at 16" oc supporting a residential
dead load of 10psf and a live load of 40psf. From this, I was able to determine that at
the location of the two holes, the demand is as follows:
V = 66 I bs
M = 1058 lb-ft
See the attached beam calculation
For each joist, using the dimensions from the worksheet, I determined the modified
section properties for each joist.
Joist 1, with the 1.25" C dimension will require a retrofit.
Joist 21 with the 1.75" C dimension is strong enough.
See the attached Beam Penetration calculations
To retrofit Joist 1, add a LSTA36 strap to the face of the joist, at the bottom, to
reinforce the 1.25" x 1.5" segment of joist on the bottom. Use 10d x 1-1/2" nails.
If you have any questions or require additional information, please call.
24113 561h Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com
Sound Structural Solutions Project Title:
Engineer: Project ID:
Project Descr:
Title Block Line 6
Printed: 1 FEB 2018, 10:19AM
Wood Beamile
= U:IDownloads%eam penetrations=6
ENERCALC, INC.INC1983-2017, Build:10.17.12.10, Ver:10.17.12.10
r,0r„55
Licensee:
SOUND STRUCTURAL SOLUTIO�
Description : DF joist @ 16" oc Carroll Project
CODE REFERENCES
Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05
Load Combination Set: 2006 IBC & ASCE 7-05
_Material Properties
Analysis Method: Allowable Stress Design
Fb +
1000 psi
E : Modulus of Elasticity
Load Combination 2006 IBC & ASCE 7-05
Fb -
1000 psi
Ebend- xx 1700ksi
Fc - Prll
1500 psi
Eminbend - xx 620 ksi
Wood Species : Douglas Fir - Larch
Wood Grade : No.1
Fc - Perp
Fv
Ft
625 psi
180 psi
675psi
Density 31.2pcf
Beam Bracing : Beam is Fully Braced against lateral
-torsional buckling
D(0.013) L(0.053)
2x10
Span = 11.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0130, L = 0.0530 , Tributary Width =1.0 ft
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
0.558 1 Maximum Shear Stress Ratio =
0.198 : 1
2x10
Section used for this span
2x10
612.08psi
fv : Actual =
35.64 psi
1,100.00psi
Fv : Allowable =
180.00 psi
+D+L
Load Combination
+D+L
5.750ft
Location of maximum on span =
0.000ft
Span # 1
Span # where maximum occurs =
Span # 1
0.125 in Ratio =
1106 >=360
0.000 in Ratio =
0 <360
0.155 in Ratio=
888>=240.
0.000 in Ratio =
0 <240.0
Maximum Forces $ Stresses for Load Combinations
Load Combination
Max Stress Ratios
Segment Length
Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
D Only
Length = 11.50 ft
1
0.122
0,043
0.90
1.100
1.00
1.00
1.00
1.00
1.00
+D+L
1.100
1.00
1.00
1.00
1.00
1.00
Length =11.50 ft
1
0.556
0.198
1.00
1.100
1.00
1.00
1.00
1.00
1.00
+D+0.750L
1.100
1.00
1.00
1.00
1.00
1.00
Length =11.50 ft
1
0.356
0.127
1.25
1.100
1.00
1.00
1.00
1.00
1.00
+0.60D
1.100
1.00
1.00
1.00
1.00
1.00
Length =11.50 ft
1
0.041
0.015
1.60
1.100
1.00
1.00
1.00
1.00
1.00
Moment Values
M fb
F'b
V
Shear Values
fv F'v
0.00
0.00
0.00
0.00
0.21
120.56
990.00
0.06
7.02
162.00
0.00
0.00
0.00
0.00
1.09
612.08
1100.00
0.33
35.64
180.00
0.00
0.00
0.00
0.00
0.87
489.20
1375.00
0.26
28.48
225.00
0.00
0.00
0.00
0.00
0.13
72.34
1760.00
0.04
4.21
288.00
Sound Structural Solutions Project Title:
Engineer: Project ID:
Project Descr:
Title Block Line 6 _
Wood Beam
Description : DF joist @ 16" oc Carroll Project
Overall Maximum Deflections
Load Combination Span
+D+L t
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+L
+D+0.750L
+0.60D
L Only
Max. "-" Defl Location in Span Load Combination
0,1553
5.792
Support notation: Far left is #1
Support 1
Support 2
0.380
0.380
0.305
0.305
0.075
0.075
0.380
0.380
0.303
0.303
0.045
0.045
0.305
0.305
At 57" the following forces are present
V = 66Ibs
M = 1058 ft-lbs
Printed: 1 FEB 2018. 10:19AM
File = Ub wnloadslbeam penetrations.ec8
ENERCALC, INC.1983-2017, Build:10.17.12.10, Ver:10.17.12.10
Max. "+" Det1 Location in Span
0.0000 0.000
Beam Penetrations
B
9.25 in
CT
4 in
CB
1.25 in
D
4 in
Beam Width
1.5 in
Grade
HF
Top Rectangle
Beam Depth
Distance from Top to edge of Hole
Distance from Bottom to edge of Hole
Diameter of hole
Height
4.000
in
Width
1.500
in
YT
7.250
in
XT
0.750
in
A
6.0
in
Ix-x
8.0
in
ly-y
1.1
in
dyT
1.577
in
dxT
0.000
in
A x dyT2
14.9
in
A x dxT2
0.0
in
lx-x contribution
22.9
in a
ly-y contributior
1.1
in
Bottom Rectangle
Final Section
Height
1.250
in
Width
1.500
in
YB
0.625
in
XB
0.750
in
A
1.9
in'
Ix-x
0.2
in'
ly-y
0.4
in
dyB
5.048
in
dxB
0.000
in
A x Xc92
47.8
in
A x Yc92
0.0
in
Ix contribution
48.0
in 4
lycontribution
0.4
in
Properties
Total Area
7.9
in
YCgorigin
5.673
in
XCgorigin
0.750 in
Ix-x
70.945
in
IY-Y
1.5 in
C(x+)
3.6
in
C(y+)
0.75 in
C(x-)
5.7
in
C(y-)
0.75 in
Sx-x (x+)
19.8
in'
SY-Y (Y+)
2.0 in'
Sx-x (x-)
12.5
in'
SY-Y (Y-)
2.0 in
Section Capacity
Capacity
Shear f 150 psi V 1181 Ibs
Moment (+) fb 850 psi M 886 lb-ft
Shear Req'd (1.5 x V) 66 Ibs
Moment Req'd (M) 1058 Ib-ft
U:\Downloads\Beam Penetration Vert-O.xls
Beam Penetrations
B
9.25 in
CT
3.5 in
CB
1.75 in
D
4 in
Beam Width
1.5 in
Grade
HF
Top Rectangle
Bottom Recta
Final Section
Beam Depth
Distance from Top to edge of Hole
Distance from Bottom to edge of Hole
Diameter of hole
Height
3.500
in
Width
1.500
in
YT
7.500
in
XT
0.750
in
A
5.3
in
Ix-x
5.4
in
ly-y
1.0
in
dyT
2.208
in
dxT
0.000
in
A x dyT2
25.6
in
A x dxT2
0.0
ina
Ix-x contribution
31.0
in a
ly-y contributior
1.0
in
ngle
Height
1.750
in
Width
1.500
in
YB
0.875
in
XB
0.750
in
A
2.6
in
Ix-x
0.7
in
ly-y
0.5
in'
dyB
4.417
in
dxB
0.000
in
A x Xc92
51.2
in
A x Ycg2
0.0
in
Ix contribution
51.9
in a
lycontribution
0•5
in
Properties
Total Area
7.9
in'
YCgorigin
5.292
in
XCgorigin
0.750
in
Ix-x
82.838
in
IY-y
1.5
in
C(x+)
4.0
in
C(y+)
0.75
in
C(x-)
5.3
in
C(y-)
0.75
in
Sx-x (x+)
20.9
in 3
SY-Y (Y+)
2.0
in 3
Sx-x (x-)
15.7
in 3
SY-Y (Y-)
2.0
in 3
Section Capacity
Capacity
ear
f
150
psi
V
1181
Ibs
oment (+)
fb
850
psi
M
1109
lb-ft
Shear Req'd (1.5 x V) 66 Ibs
Moment Req'd (M) 1058 lb-ft
U:\Downloads\Beam Penetration Vert-O.xls
BEAM PENETRATIONS
ALLOWABLE PENETRATIONS
_ ...�....
._ Q_........
SPAN —
SOUND STRUCTURAL SOLUTIONS
E N G I N E E R S
CAA 6LAtIbRS REWHiEb
.:.L�..o—*0K INRODEDAREA.
.. ........�....;
SPAN SPA'S
OUTSIDE THE ALLOWABLE AREA, CALCULATIONS WILL BE REQUIRED
8
A a -EAR
SPAN
PLEASE PROVIDE THE FOLLOWING INFORMATION
�7ROU, i,
CncZ-r-0��--
1 -
d c�
SrZ
DECRIPf10N
HOLE 2
HOLE 3
HOLE 4
A
Dbt Y= hm Face of support to cerhler of the We (either
s � is
support k fine, jolt let us lohow which one)
B
Depth of beam
/y
C
Ditarae from the bottom tithe hole to the bottom of the
r
' /
beam.
D
_
Diameter of the hod (or drm mlom of sgme holes)•
SPAN
� face
�� �� please provide the
Cs .�
being
BEAM INFO
iS34ic12
e
Notes _
5 �
-- FAX TO - 206-260-7490
,l �,; EMAIL TO - INTAKELOSSEX COM