Response to BLDG Comments BLDG B.pdfSOUND STRUCTURAL SOLUTIONS
S88 E N G I N E E R S
08/02/2016 ' nEU,r
To: Chuck Miller 'A1,16 0,'°l 201
Edmonds Plans Examiner���eu�:��
Re: Correction Notice #1 (July 29, 2016)
Review Type: Plan Review Comments
Project Address: 20730 76th Avenue W, Building B
Project #: BLD2016-0563
From: Devin Hougard, EIT
SSS#: sl603O23
Thank you for your time and consideration in this matter. Here is the information,
corrections or clarifications that you requested.
1. Addressed by others
2. Addressed by others
3. Addressed by others
4. Addressed by others
5. Addressed by others
6. Addressed by others
7. Addressed by others
8. Addressed by others
9. Addressed by others
10. Addressed by others
11. Addressed by others
12. Addressed by others
13.The foundation plan, sheet S4,
1-11.
14.
has been updated to show the support for beam
a. The HDR over the "plan north" window of Unit 06 has been calculated as
beam (1-23). (2)-2x6 are adequate to support the loading conditions at
that location.
b. A calculation for Beam (1-17) was performed and determined (2)-2x6
beam is adequate.
c. A new calculation for Beam (1-10) was performed with different loading
conditions. The beam was changed to a 4x12 at eight locations on the
"plan north" side of the building.
d. The post carrying Beam (2-3) was picked up by adding Beam (1-20). The
load of the new beam was followed through to the foundation with
attached calculations of other affected beams; 1-11, 1-21, 0-3.
2411356th Ave W - Lynnwood, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490
SOUND STRUCTURAL SOLUTIONS
SSS:1 E N G I N E III E R 5
e. We changed our documents to match the architect plans in regards to the
fireplace.
15. We changed our documents to match the architect plans in regards to the
fireplace.
16. A new beam calc (2-12) was assessed for the HDR over the "plan south"
window in the Living room of Unit 15. It was determined that the HDR should be
sized as a 4x8 to have a capacity large enough to carry the demand load.
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:
Partial S2, S4, S6, S7, S8
Beam Calcs
2411356 th Ave W - Lynnwood, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490
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Project Title:
Project Descr:
Wood Beam
Description : 1-23
�~'~""
- -
0.026 in
C�E�FB���
_
Applied Loads
Calculations per NDS 2V12.IBC 2O12.CBC 2O13.ASCE 7'1O
Un�nnLoad: D=0.0150,8082S �� Th
Width= �0�<ROOF
Load Combination Set: ASCE 7'1O
0.054 in
Uniform Load: D=O.01Oksf,Tributary Width =10Oft,
NYotmr|a|Properties
0.000 in
Analysis Method: Allowable Stress Design
Fb-Temakm
850.0 psi
Load Combination ASCE 7'1O
Fb-Compr
850.0 psi
Support 2
Fo-Pd|
1,300.0 psi
Wood 8podos Hem Fir
Fo-porp
405.0 psi
Wood Grade No.2
Fv
150.0 psi
801.32poi
R
525.0 psi
Beam Bracing Beam isFully Braced against lateral -torsion buckling
1.105.00poi
PUM;
Project I D:
Printed:mm
E: Modulus m/Elasticity
Ebend-xx 1.300.Oksi
Density 2770pd
-
�~'~""
- -
0.026 in
- -- - - -- -
Applied Loads
Service loads entered. Load Factors will be applied for calculations
Un�nnLoad: D=0.0150,8082S �� Th
Width= �0�<ROOF
0.054 in
Uniform Load: D=O.01Oksf,Tributary Width =10Oft,
Max Upward Total Deflection
0.000 in
Uniform Load: D=O.01O.L~0.04Oksf.Tributary Width =6.Oft, (FLOOR)
-
Vertical Reactions
'
DESIGN SUMMARY
Support notation Far left m#1 Values mKIPS
Lomdoumoioation ooppvrt1
Support 2
�Maximum Bending Stress Ratio ~
0.725 1 Maximum Shear Stress Ratio =
0.612 : 1
aom/on used for this vnon
2'2x6
Section used for this span
2'2x6
fo: Actual
801.32poi
m: Actual =
91.82 psi
FB: A|wwa»|o =
�
1.105.00poi
pv: Allowable =
150.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location ofmaximum onspan =
2.00M
Location ofmaximum onspan =
4.00ft
Span # where maximum occurs =
Span #1
Span # where maximum occurs =
Span #1
Maximum Deflection
Max Downward Transient Deflection
0.026 in
Re«»~ 1800
Max Upward Transient oeoomwn
0.000 in
nauv~ Q^360
Max Downward Total Deflection
0.054 in
nauv~ 887
Max Upward Total Deflection
0.000 in
na««~ 0 ^240
-
Vertical Reactions
'
Support notation Far left m#1 Values mKIPS
Lomdoumoioation ooppvrt1
Support 2
0vomnw|wimum 0.150
0.150
+D+L 1.010
1.010
+D+S 0.680
0.680
~o+0J50LW.750G 1.003
1.003
onoly 0.530
0.530
LUnly 0.480
o.^mo
8Only 0150
0.150
Project Title:
Engineer: Project I D:
Project Descr:
HIS $�16Jobg%816161603�SIE797-1\WO1607-1�_ENERC-l.EC6
Wood Beam CNERC &C, INC 1983-2015. Build:6.15.10.6, Ver:6.15.4.30
Description : 1'17
_C�DER�B�NCES
Calculations per NDS 2O12.IBC 2V12'CBC 2O13.ASCE 7-1O
Load Combination Set: ASCE 7-10
K8udmr|o| Properties,
Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E: Modulus of Elasticity
Load Combination ASCE 7-10 Fb - Compr 850.0 psi Ebend-xx
1,300.Oksi
Wood 8podos Hem Fir Fo-Porp 405.0 psi
Wood Grade No.2 Fv 150.0 psi
R 525.0 psi Density
27J0pd
Beam Bracing Beam isFully Braced against lateral -torsion buckling
|
�
=^
-Span= °"
Applied Loads Service loads entered, Load Factors will uwapplied for calculations.
Uniform Load: D~081Oksf, Tributary Width 8.0 ft, (WALL)
Uniform Load: D~081O. L=0.040ksf, Tributary Width =lJ.5Wft,
Uniform Load: D=081SO. L=0.U4O. 8=O,025Oksf. Tributary Width ~2.50ft, <DECK>
DESIGN SUMMARY NINEMMMOM
Maximum Bending Stress Ratio = 0.721: 1 Maximum Shear Stress Ratio =
0.811 : 1
Section used for this span 2'2z6 Section used for this span
2'3x6
m: Actual = 796.61 psi mAumo| =
121.70 psi
ra:Allowable = 1.105.00pni pv mmwome =
150.00 psi
Load Combination +D+L Load Combination
+D+L
Location ofmaximum onspan = 1.500M Location ofmaximum onspan =
0.00#
Span # where maximum occurs = Span #1 Span # where maximum occurs =
Span #1
Maximum Deflection
� Max Downward Transient Deflection 0.022 in Ratio= 1659
� Max Upward Transient Deflection 0.000 in nano~ 0 x300
� Max Downward Total Deflection 0.030 in Ratio= 1189
� Max Upward Total Deflection 0.000 in nuuv~ 0 ^240
Vertical Reactions Support notation : Far left w#1 Values ioKIPS
Load Combination Support Support
nvmanw|wimum 0.094 0.09*
+D+L 1.339 1339
+D+S 0,473 0.473
+o+0J5L+u750G 1109 1,169
onnly 0,379 0.37
LOnly 0.960 0.960
8On|y 0.094 0.094
Project Title:
Engineer:
Project Descr:
Title Block Line 6
Project ID:
Printed:26 JUL 2016, 4:24PM
.1 • .1 •
Wood
1 • d. 1. 1
Description : 1-10
CODE REFERENCES
_-
......... ...
_
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
0.595: 1
Section used for this span
Load Combination Set: ASCE 7-10
4x12
Section used for this span
Material Properties
_--------- ... .
fb : Actual
Analysis Method: Allowable Stress Design
y
Fb - Tension
900.0 psi
Load Combination ASCE 7-10
Fb - Compr
900.0 psi
207.00 psi
Fc - Prll
1,350.0 psi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
Wood Grade : No.2
Fv
180.0 si
p
- 0.000ft
Ft
575.0 Psi
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
Span # where maximum occurs
- Span # 1
Maximum Deflection
Max Downward Transient Deflection
t
0.022 in
4.12
i
E: Modulus of Elasticity
Ebend- xx 1,600.0 ksi
Eminbend - xx 580.0 ksi
Density 32.210pcf
SP" =60n
Applied Loads Service loads entered, Load Factors will be applied for calculations.
----------------------- - - --.......
Uniform Load : D = 0.01180, S = 0.0250 ksf, Tributary Width = 20.0 ft, (ROOF)
Uniform Load: D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL)
Uniform Load: D = 0.0130, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR)
DESIGN SUMMARY ' •
Maximum Bending Stress Ratio
0.6931
Maximum Shear Stress Ratio
0.595: 1
Section used for this span
4x12
Section used for this span
4x12
fb : Actual
788.48psi
fv : Actual
123.20 psi
FB : Allowable
1,138.50psi
Fv : Allowable
207.00 psi
Load Combination
+D+0.750L+0.750S
Load Combination
+D+0.750L+0.750S
Location of maximum on span -
3.000ft
Location of maximum on span
- 0.000ft
Span # where maximum occurs -
Span # 1
Span # where maximum occurs
- Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.022 in
Ratio= 3262
Max Upward Transient Deflection
0.000 in
Ratio= 0 <360
Max Downward Total Deflection
0.048 in
Ratio= 1513
Max Upward Total Deflection
0.000 in
Ratio= 0 <240
Vertical ReactionsSupport
notation : Far left is #1
Values in KIPS
Load Combination Support 1
Support 2
.
............
Overall MAXimum ...... 1
� 4-
_ -------
Overall MINimum 1.080
1.080
D Only 1.299
1.299
+D+L 2.379
2.379
+D+S 2.799
2.799
+D+0.750L+0.750S 3.234
3.234
D Only 1.299
1.299
L Only 1.080
1.080
S Only 1.500
1.500
Project Title:
Engineer: Project ID:
Project Descr:
Title Block Line tiM
mle
Wood Beam
rQ� � �dS�t���1�a4s1d�sCi'1<s1f an��-1�w01r 14,FN6Rt 1 E:fta
6"NBRt"AC, INC. 10 JtYIS, BwId.615.106, Ver615.10.6
Description : 1-20
................
.... -.-.-
-------
CODE REFERENCES
= 1.330 ft, (FLOOR)
Point Load: D = 0.6080, L = 2.430 k @ 3.50 ft, (Rxn 2-3L)
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
DESIGN SUMMARY
Load Combination Set: ASCE 7-10
'
Maximum Bending Stress Ratio =
0.681: 1 Maximum Shear Stress Ratio
Material Properties
Section used for this span
3.125x9
Section used for this span
Analysis Method: Allowable Stress Design
Fb - Tension
2,400.0 psi
E :Modulus of Elasticity
fv : Actual
Load Combination ASCE 7-10
Fib • Compr
1,850.0 psi
Ebend-xx
1,800.Oksi
265.00 psi
Fc -Prll
1,650.0 psi
Eminbend -xx
930.Oksi
Wood Species : DF/DF
Fc- Perp
650.0 psi
Ebend-yy
1,600.Oksi
Wood Grade : 24F - V4
Fv
265.0 psi
Eminbend - yy
830.0 ksi
Span # 1
Ft
1,100.0 psi
Density
31.20 pcf
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
Max Downward Transient Deflection
0.097 in Ratio=
3.125x9
Span = 7.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
................
.... -.-.-
-------
Uniform Load: D = 0.0130, L = 0.040 ksf, Tributary Width
= 1.330 ft, (FLOOR)
Point Load: D = 0.6080, L = 2.430 k @ 3.50 ft, (Rxn 2-3L)
DESIGN SUMMARY
'
Maximum Bending Stress Ratio =
0.681: 1 Maximum Shear Stress Ratio
0.355 :1
Section used for this span
3.125x9
Section used for this span
3.125x9
fb : Actual =
1,635.06psi
fv : Actual
94.17 psi
FB: Allowable =
2,400.00psi
Fv : Allowable
265.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
3.500ft
Location of maximum on span
- 7.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.097 in Ratio=
868
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.122 in Ratio=
690
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Vertical ReactionsSupport
notation : Far left is #1
,.. ....... ....................... .
Values in KIPS
Load Combination Support 1
Support 2
..(�ve�afitvfAXimum ..- -------- -------"1.76
..... f:G.
.................
m .-----------.
Overall MINimum 0.365
0.365
D Only 0.365
0.365
+D+L 1.766
1.766
+D+S 0.365
0.365
+D+0.750L+0.750S 1.415
1,415
D Only 0.365
0.365
L Only 1.401
1.401
S Only
Wood Beam
Description : 1-11
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013 ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Project Title:
Engineer: Project ID:
Project Descr:
Prinled: 1 AUG ',bp0, 2:18PM
File SW obs�sl6�sl603\S1E797-11WO1601 11 EtkE C, IEC6
ENERCALC, INC. 1963-2015, Build:6.15.10.6, Ver:6,15,10.6
Analysis Method: Allowable Stress Design
Fb - Tension
2,325.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb. Compr
2,325.0 psi
Ebend-xx 1,550.Oksi
FB : Allowable _
Fc - Prll
2,050.0 psi
Eminbend - xx 787.82 ksi
Wood Species : !Level Truss Joist
Fc - Perp
800.0 psi
5.511 ft
Wood Grade : TimberStrand LSL 1.55E
Fv
310.0 psi
Span # where maximum occurs
Maximum Deflection
Ft
1,070.0 psi
Density 44.990pcf
Beam Bracing : Beam is Fully Braced against lateral -torsion buckling
442
Max Upward Transient Deflection
0.000 in Ratio=
I.aR,1 2
Max Downward Total Deflection
0.393 in Ratio=
5.125x9
Span = 10,0 ft
Applied Loads
Uniform Load: D = 0.010 ksf, TributaryWidth = 8.0 ft, WALL
(WALL)
Uniform Load: D=0.0130, L = 0.040 ksf, Tributary Width= 6.250 ft, (FLOOR)
Uniform Load: D=0.0130, L = 0.040 ksf, Tributary Width= 5.0 ft, (FLOOR)
Point Load : D=0.3650, L = 1.401 k @ 8.0 ft, (Rxn 1-15)
OE'SI R' SUMMARY
Service loads entered. Load Factors will be applied for calculations,.
Maximum Bending Stress Ratio -
0.769.1 Maximum Shear Stress Ratio
Section used for this span
5.125x9
Section used for this span
fo : Actual z
1,788.41 psi
N : Actual
FB : Allowable _
2,325.00psi
Fv : Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span -
5.511 ft
Location of maximum on span
Span # where maximum occurs -
Span # 1
Span # where maximum occurs
Maximum Deflection
+D+0,750L+0.750S
3.102
Max Downward Transient Deflection
0.271 in Ratio=
442
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.393 in Ratio=
305
Max Upward Total Deflection
0.000 in Ratio=
0 <240
- 0.503 : 1
5.125x9
155.90 psi
310.00 psi
+D+L
10.000 ft
Span # 1
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
�......,. _---...__. m ..... .----------
®...
Load Combination
Support 1
�.m._....
Support 2
... .. ...........
v�rtrlii in .
..S.M4
47 4,. ......... ..... _.......--- . _... ..., ... ---
Overall MINimum
1,204
1.423
D Only
1.204
1.423
+D+L
3.734
4.794
+D+S
1.204
1.423
+D+0,750L+0.750S
3.102
3.951
D Only
1.204
1.423
L Only
2.530
3.371
S Only
Project Title:
Engineer.-
Project
ngineer:Project Descr:
Title Block Line 6
Wood Beam
Description : 1-21
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
Uniform Load: D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL)
Fc - Prll
1,350.0 psi
Wood Species
: Douglas Fir - Larch
Fc - Perp
625.0 psi
Wood Grade
: No.2
Fv
180.0 psi
DESIGN SUMMARY
Ft
575.0 psi
Beam Bracing
Beam is Fully Braced against lateral -torsion buckling
0.6061 Maximum Shear Stress Ratio
sykli:1ssrt.1.u..................................
8'847 Off, iQ:iOO.
I I r
I w,
4xe
Project ID:
Printed: 1 AUG $Il "kG 2:24PM
INC. 1963.415, Build:6.15.10.6 Ver:6.15.10.6
E: Modulus of Elasticity
Ebend- xx 1,600.0 ksi
Eminbend - xx 580.Oksi
Density 31.20pcf
$pen = 3.0 rl
Applied Loads
......................................
..................................................
Service loads entered Load Factors
.........._ .........
will be applied for calculations.
.......,,... —
Uniform Load: D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL)
Uniform Load: D = 0.0130, L = 0.040 ksf, Tributary Width = 6.0 ft, (FLOOR)
Uniform Load: D = 0.0130, L = 0.040 ksf, Tributary Width = 4.50 ft, (FLOOR)
Point Load: D = 0.3650, L =1.401 k @ 1.0
ft, (Rxn 1-20L)
DESIGN SUMMARY
' ' •
Maximum Bending Stress Ratio =
0.6061 Maximum Shear Stress Ratio
0.700 : 1
Section used for this span
4x8
Section used for this span
4x8
fb : Actual
709.10 psi
N : Actual
_ 126.03 psi
FB : Allowable z
1,170.00psi
Fv : Allowable
180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span -
1.007ft
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
- Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.011 in Ratio=
3292
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.015 in Ratio=
2419
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination Support 1
Support 2
0ve4ff'"MAX1mum.... ........... 2.f3
"15'4 --------- --
..... --
....
Overall MINimum 0.568
0.446
D Only 0.568
0.446
+D+L 2.132
1.543
+D+S 0.568
0.446
+D+0.750L+0.750S 1.741
1.269
D Only 0.568
0.446
L Only 1.564
1.097
S Only
Project Title:
Engineer:
Project Descr:
Project ID:
Title Block Line 6 Printed: I AUG n 16, 0•.
•.-
'rC/#411,11"!
,, QS ....%/i,%i�
.„
• ••
r
Calculationsper 112, IBC 2012, CBC 2013,1
•.• Combination Set: ASCE 7-10
u
Analysis Method: Allowable Stress Design
Fb - Tension
875 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
875 psi
Ebend- xx 1300 ksi
Section used for this span
Fc. Prll
600 psi
Eminbend - xx 470 ksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625 psi
FIB: Allowable =
Wood Grade : No.2
Fv
170 psi
170.00 psi
Load Combination
Ft
425 psi
Density 31.2pcf
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
Location of maximum on span =
SMn —4 W X
Applied Loads Service Loads entered. Load Factors will be applied for calculations,
....... ........
Uniform Load: D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL)
Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width =12.0 ft, (FLOOR)
Uniform Load : D = 0.0130, L = 0.040 ksf, Extent = 0.0 > 1.50 ft, Tributary Width = 6.0 ft, (FLOOR)
Uniform Load : D = 0.010 ksf, Extent = 0.0 --» 1.50 ft, Tributary Width = 8.0 ft, (WALL)
Uniform Load : D = 0.010 ksf, Extent = 0.0 » 3.0 ft, Tributary Width = 8.0 ft, (WALL)
Uniform Load : D = 0.0130, L = 0.040 ksf, Extent = 0.0 > 3.0 ft, Tributary Width = 2.50 ft, (FLOOR)
Point Load: D = 0.5680, L = 1.564 k @ 1.50 ft, (Rxn 1-16L)
DESIGN SUMMARY ' •
Maximum Bending Stress Ratio =
0.7221
Maximum Shear Stress Ratio
= 0.654 :1
Section used for this span
6x10
Section used for this span
6x10
fb : Actual =
631.96psi
fv : Actual
111.21 psi
FIB: Allowable =
875.00psi
Fv : Allowable
170.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
1.511 ft
Location of maximum on span
- 0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
= Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.020 in
Ratio = 2722
Max Upward Transient Deflection
0.000 in
Ratio = 0 <360
Max Downward Total Deflection
0.029 in
Ratio= 1870
Max Upward Total Deflection
0.000 in
Ratio = 0 <240
Vertical ReactionsSupport
.........................................---------
notation : Far left is #1
Values in KIPS
Load Combination Support 1
Support 2
Overallm imum'974255
....................................
.,. ......-- -
Overall MINimum 1.251
0.791
+D+L 3.874
2.553
+D+S 1.251
0.791
+D+0.750L+0.750S 3.218
2.112
D Only 1.251
0.791
L Only 2.623
1.761
►11117...l'-�. � i.
Description : 2-12
CODE REFERENCES
e .
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Project Title:
Engineer: Project ID:
Project Descr:
Printed: 27 JULr7fl. 3:313PM
5'.WGDMINSEOrJ%hItfW—Y4W5'N INJ(-riITLwIN'drli4,-tLAA
ENERCALC, INC. 1183,201 5, Build:6.15.'&0.6, Ver.6.15.4.30
Analysis Method:
Allowable Stress Design
Fb - Tension
900.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
900.0 psi
Ebend- xx 1,600.0 ksi
Uniform Load : D=0.010, L = 0.040 ksf, Tributary Width= 8.0 ft, (FLOOR)
Fc - Prll
1,350.0 psi
Eminbend - xx 580.0 ksi
Wood Species
: Douglas Fir - Larch
Fc - Perp
625.0 psi
Wood Grade
No.2
Fv
180.0 psi
- 0.458 : 1
Section used for this span
4x8
Ft
575.0 psi
Density 31.20pcf
Beam Bracing
Beam is Fully Braced against lateral -torsion
buckling
FB: Allowable =
1,170.00psi
Fv : Allowable
-. 180.00 psi
V110MVIPM51
+D+L
Load Combination
+D+L
i .... .......__
n di . r YA
Location of maximum on span
- 0.000ft
EE=",
�;4�
M
Span = 6:011
Applied Loads
_....----
Service loads entered. Load Factors will be applied for calculations.
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)
DESIGN SUMMARY
�•
Maximum Bending Stress Ratio _
0.701? 1 Maximum Shear Stress Ratio
- 0.458 : 1
Section used for this span
4x8
Section used for this span
4x8
fb : Actual =
818.94psi
fv : Actual
82.46 psi
FB: Allowable =
1,170.00psi
Fv : Allowable
-. 180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
3.000ft
Location of maximum on span
- 0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.053 in Ratio=
1364
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.077 in Ratio=
938
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Vertical ReactionsSupport
notation : Far left is #1
.............. _------ ------- - -— ......... .........
Values in KIPS
........, ................ ..........__...
Load Combination Support 1
Support 2
(7verall MAXIimum . s
i.a 5 - --- --- —--......
.�.m.m.......... ......................................
.......... .......... ,,,...-- .— ---. --..
Overall MINimum 0.075
0.075
+D+L 1.395
1.395
+D+S 0.510
0.510
+D+0.750L+0.750S 1.211
1.211
D Only 0.435
0.435
L Only 0.960
0.960
S Only 0.075
0.075
Title: BVock Line 6
Wood Beam
Description :
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013 ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Project Title:
Engineer: Project ID:
Project Descr:
Printed: 1 AUG 20%, 2:30PM
File = S:1Jobs1sl6\sl603\SlE797-1\WO1607-1LENERC-1.EC6
ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver:615.10.6
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
0.471: 1 Maximum Shear Stress Ratio
180.0 psi
Section used for this span
Ft
Section used for this span
575.0 psi
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
550.51 psi
fv : Actual
D 0.013 Q0.04)
o 0.04'
E : Modulus of Elasticity
Ebend- xx 1,600.0 ksi
Eminbend -xx 580.Oksi
Density 31.20 pcf
4x8
Span = 11.0 ft
Applied Loads
Service loads entered. Load Factors will be applied or calculations
--------- --- — pp
Uniform Load: D = 0.010 ksf, Tributary Width
= 4.0 ft, (WALL)
Uniform Load: D = 0.0130, L = 0.040 ksf, Tributary Width = 1.0 ft, (FLOOR)
DESIGN SUMMARY
M •
Maximum Bending Stress Ratio =
0.471: 1 Maximum Shear Stress Ratio
= 0.168: 1
Section used for this span
4x8
Section used for this span
4x8
fb : Actual =
550.51 psi
fv : Actual
= 30.24 psi
FB : Allowable =
1,170.00psi
Fv : Allowable
= 180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
5.500ft
Location of maximum on span
= 0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
= Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.075 in Ratio=
1771
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.173 in Ratio=
761
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Vertical Reactions
Support notation : Far left is #1
._.... -- .........
Values in KIPS
Load Combination Support 1
Support 2
�1�...._
........ .........
-�.5'��
................
......
Overall MINimum 0.220
0.220
+D+L 0.512
0.512
+D+S 0.292
0,292
+D+0.750L+0.750S 0.457
0.457
D Only 0.292
0.292
L Only 0.220
0.220
S Only