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� STRUCTURAL DESIGN
, FOR
PLAN 1914
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YELM, WASHINGTON
NOTE:This stamp applies to
the members and assemblies
described in these calculations
only and is only valid if it is a
wet stamp.
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WELLER CONSULTING PROJECT NO. 10-056
21925 8TH PL W DATE 11/20/12
BOTHELL,WA 98021 PREPARED BY Mark Weller, P.E.
(425)488-9868
(425)486-6715 FAX
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DESIGN CRITERIA
PER THE 2009 INTERNATIONAL BUILDING CODE
EARTHQUAKE PER SECTION 1613
Design Per ASCE 7-OS
Section 12.8 Equivalent Lateral Force Procedure
Base Shear: V= CS * W
I CS=Seismic Response Coefficient
j W=Effective Seismic Weight
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� Site/Project Specific Design Values:
! SS= 1.25 per USGS S� =0.40 per USGS
; Site Class D (Default) Seismic Design Category D
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I R=6.5 from Table 12.2-1 IW= 1.00
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j CS=0.1282 per Section 12.8.1.1
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� WIND DESIGN PER SECTION 1609(Allowable Stress Design)
Design per ASCE 7-OS Section 6.4
Design Wind Pressure: PS=�, * I�, * PS30
where: �,=Exposure Factor
i KZT=Topographic Factor
' IW=[mportance Factor
iPS30=Base Design Pressure
Site/Project Specific Values:
I� Basic Wind Speed=85 mph(V35)
� �.= l.40 Exposure"C" (<30'}
• K�= l_00
IW=1.00 _------ _---
PS30=see ASCE 7-05, Figure 6-2
� STANDARD DES[GN [NFORMATION
II The information described below is to be used unless otherwise noted on the plans
j WOOD DES[GN per Sections 2301 &230 L2.1 Allowable Strength Design
when applicable;per 2308 Conventional Light-Frame Construction
' MINIMi1M NAILING REQUIREMENTS per Table 2304.9.I
ANCHOR BOLTS:
5/8"QJ x l0",A307 or better,w/7"min. Embedment. V= 1328#/bolt
j CONCRETE DES[GN per Chapter 19&ACI 3(8-08
Concrete: f�=2500 psi
Rebar: fY=40,000 psi
j MISCELLANEOUS HARDWARE
S[MPSON Strong-Tie Connectors or equal
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SHEAR WALL SCHEDULE
� (SEE 2009 IBC table 2306.3&Section 2306.3)
All shear walls to be sheaihed from top plate to bottom plate.Block all panel edges.
'il Nail spacing is for all panel edges. Space nails @ 12"o.c.along intermediate framing members.
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SW-6 v=260 plf 7/16"OSB,w/8d(0.113"QJ)nails @ 6"o.c.
Anchorage(interior walls only)to SINGLE joist or blkg below: l6d(box)@ 6"o.c.
�� SW-4 v=350 pif 7/16"OSB, w/8d(0.1 l3"0)nails @ 4"o.c.
� Anchorage(interior walls only)to SINGLE joist or blkg below: 16d(box)@ 4"o.c.
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j The shear values above are based upon the use oC8d box nails with a full head,a shank diameter of
' 0.113",and a minimum penetration of 1.375". From Table 2306.3 use IS/32;8d values with a 0.729
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; reduction for Hem-Fir& 1.4 increase for wind.
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16d @ 16"O.C.
SHEAR WALL EDGE
NAILING
RIM JOIST
LOCAtE 9HEATHING
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MEMBER
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WELLER CONSULTING JOB NAME PLAN 1914
ENGINEERS, P.C. 106 NUMBER 10-056 PREPARED BY MW
DATE 8/23/ l0 SHEET NO. �—� OF �_
21925 8TH PL W• BOTHELL,WA 98021
PH.(425)488-9868• FAX(425)486-6715
10d @ 6"O.C.
ROOF 5HEA7HING
TRU95E9 PER PLAN SHEATH TRU55 PER 5W-4,
tOd @ 6"O.C. PROVIDE INTERMEDIATE
ROOF 5HEA7HING FRAMING AS REQUIRED
10d @ 4"O.G.
10d @ 4"O.C.
2 x_A9 REQUIRED
VENtED BLOGKING
Ht @ 24"O.G. SHEAi2 WALL PER
PLAN
DETAIL A
Fl; DETP�IL B
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WELLER CONSULTMG JOB NAME PLAN 1914
ENG[NEERS,P.C. JOB NUMBER 10-056 PREPARED BY MW
DATE 8/23/ 10 SHEET NO. �—.1 OF L.-1
21925 STH PL W• BOTHELL,WA 98021
PH.(425)488-9868• FAX(425)486-6715
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BeamChek v20091icensed to:Welier Consulfing Engineers, P.C. Reg#5234-65779
PLAN 1914 ROOF FRAMING
GT1 (FOR REACTIONS ONL� Date:8/23/10
Selection 3-1/8x 21 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=3.6 in' R2=3.6 in' (1.5)DL Defl= 1.05 in Recom Camber-1.58 in
Data Beam Span 40.0 ft Reaction 1 LL 1260# Reaction 2 LL 1260#
Beam Wt per ft 15.95# Reaction 1 TL 2319# Reaction 2 TL 2319#
Bm Wt Included 638# Maximum V 2319#
Max Moment 23189'# Max V(Reduced) 2116#
7L Max Defl L/240 TL Actual Defl L!254
LL Max Defl L/360 LL Actual Defl L/575
Attributes Section in' Shear in TL Defl in LL Defl
Actual 229.69 65.63 1.89 0.83
Critical 108.23 11.50 2.00 1.33
Status OK OK OK OK
Ratio 47% 18% 94% 63%
Fb si Fv si E si x mil Fc� si
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2571 276 1.8 650
Ad�usfinenfs Cv Volume 0.932
Cd Duration 1.15 1.15
Ij Cr Repetitive 1.00
� Ch Shear Stress N/A
'!I Cm Wet Use 1.00 1.00 1.00 1.00
il CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
'' Loads Uniform LL 63 Uniform TL: 100 =A
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� R2�19
R1 =2319
SPAN=40 FT
Uniform and pa�tial uniform loads are Ibs per lineal ft.
v5
BeamChek v20091icensed to:WellerConsulfing Engineers, P.C. Reg#5234-65779
PLAN 1914 ROOF FRAMING
GT2(FOR REACTIONS ONLI� Date:8/23/10
Selection 5-118x 18 GLB 24F-V4 DFlDF Lu=0.0 Ft
Conditions NOS 2005
Min Bearing Area R1= 12.7 in2 R2= 12.7 in' (1.5)DL Defl= 0.39 in Recom Camber-0.58 in
Data Beam Span 20.0 ft Reaction 1 LL 5000# Reaction 2 LL 5000#
Beam Wt per ft 22.42# Reaction 1 TL 8224# Reaction 2 TL 8224#
Bm Wt Included 448 # Maximum V 8224#
Max Moment 41121 '# Max V(Reduced) 6991 #
TL Max Defl L/240 Tl Actual Defl L/304
LL Max Defl L/360 LL Actual Defl L!599
Attribufes Section in' Shear inz TL Defl in LL Defl
Actual 276.75 9225 0.79 0.40
Critical 185.28 37.99 1.00 0.67
Status OK OK OK OK
Ratio 67% 41% 79% 60%
Fb si Fv si E si x mil Fc� si
Values Reference Values 2400 240 1.8 650
� Ad'usted Values 2663 276 1.8 650
� Adiustments Cv Volume 0.965
I Cd Duration 1.15 1.15
� Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 500 Uniform TL: 800 =A
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Uniform Load A
� R�24
R 1 =8224
SPAN=20 FT
Uniform and partial uniform loads are Ibs per lineal ft.
i
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BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 1914 ROOF FRAMING
TYPICAL HEADER Date:8/23/10
Selec6on 4x 8 DF-L#2 �u=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=3.5 in2 R2=3.5 in' (1.5)DL Defl= 0.05 in
Data Beam Span 5.5 ft Reaction 1 LL 1375# Reaction 2 LL 1375#
Beam Wt per ft 6.17# Reaction 1 TL 2217# Reaction 2 TL 22�7#
Bm Wt Included 34# Maximum V 2217#
Max Moment 3048'# Max V(Reduced) 1730#
TL Max Defl L/240 TL Actual Defl L/595
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear in TL Defl in LL Defl
Actual 30.66 25.38 0.11 0.06
Critical 27.19 12.54 0.28 0.18
Status OK OK OK OK
Ratio 89% 49% 40% 32%
Fb si Fv si E si x mil Fc� si
!l Values Reference Values 900 180 1.6 625
Ad'usted Values 1346 207 1.6 625
� A�justments CF Size Factor 1.300
�� Cd Duration 1.15 1.15
I�I Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
,
Loads Uniform LL: 500 Uniform TL: 800 =A
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0 �
R1 =2217 R2=2217
SPAN =5.5FT
Uniform and pa�tial uniform loads are Ibs per lineal ft.
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BeamChek v20091icensed to:Weller Consulting Engineers,P.C. Reg#523465779
PLAN 1914 ROOF FRAMING
Date:8I23/10
H1
Lu=0.0 Ft
Selection 4x 10 DF-L#2
Condi6ons NDS 2005
Min Bearing Area R1=4.2 inz R2=4.2 in2 (1.5)DL Defl= 0.05 in �625#
Data Beam Span 6.5 ft Reaction 1 LL 1625# Reaction 2 LL 2626#
Beam Wt per ft 7.87# Reaction 1 TL 2626# Reaction 2 TL
Bm Wt Included 51 # Maximum V 2003#
Max Moment 4267'# Max V(Reduced)
TL Max Defl L/240 TL Actual Defl L/747
LL Max Defl L/360 LL Actual Defl L!>1000
Attribufes Section in' Shear in TL Defl �� LO 05fl
Actual 49.91 32.38 0.10
0.22
Critical 41.22 14.51 0.33 OK
Status �K �o �0 25%
''I Ratio 83% 45/o
�I Fb si Fv si E si x mil 625 si
180 1.6
�i Va/ues Reference Values 900 � 6 625
� Ad'usted Values 1242 207
( Adiustments CF Size Factor 1.200
� Cd Duration 1.15 1.15
Cr Repetitive 1.00
� Ch Shear Stress N/A
iCm Wet Use 1.00 1.00 1.00 1.00
I Ct Stability 1.0000 Rb=0.00 Le=0.00 Ft
i
Loads Uniform LL:500 Uniform TL: 800 =A
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0
0 R2=2626
R 1 =2626
SPAN =6.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
V�
BeamChek v20091icensed to:Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 1914 ROOF FRAMING
H2 Date:8/23/10
Selection 4x 10 DF-L#2 Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 12 in' R2= 1.2 inZ (1.5)DL Defl= 026 in
Data Beam Span 16.5 ft Reaction 1 LL 413# Reaction 2 LL 413#
Beam Wt per ft 7.87# Reaction 1 TL 725# Reaction 2 TL 725#
Bm Wt Included 130# Maximum V 725#
Max Moment 2990'# Max V(Reduced) 657#
TL Max Defl L/240 TL Actual Defl L/411
LL Max Defl L/360 LL Actual Defl L/878
Attributes Section in' Shear inz TL Defl in LL Defl
Actual 49.91 32.38 0.48 0.23
Critical 28.89 4.76 0.83 0.55
Status OK OK OK OK
Ratio 58% 15% 58°/a 41%
Fb si Fv si E si x mil Fc� si
Values Reference Values 900 180 1.6 625
li Ad'usted Values 1242 207 1.6 625
I� Adiustments CF Size Factor 1200
I� Cd Duration 1.15 1.15
i' Cr Repetitive 1.00
II Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stabiliry 1.0000 Rb=0.00 Le=0.00 Ft
f Loads Uniform LL:50 Uniform TL: 80 =A
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0 �
R1 =725 R2=725
SPAN=16.5FT
Uniform and partial uniform loads are Ibs per lineal ft.
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BeamChek v2009licensed to:WellerConsulting Engineers, P.C. Reg#5234-65779
PLAN 1914 ROOF FRAMING
H3 Date:8/23/10
Selection 4x 70 DF-L#2 Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=2.8 in� R2=2.8 in' (1.5)D�Defl= 0.08 in
Data Beam Span 8.5 ft Reaction 1 LL 1063# Reaction 2 LL 1063#
Beam Wt per ft 7.87# Reaction 1 TL 1733# Reaction 2 TL 1733#
Bm Wt Included 67# Maximum V 1733#
Max Moment 3684'# Max V(Reduced) 1419#
TL Max Defl L/240 TL Actual Defl L!660
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear in TL Defl in LL Defl
Actual 49.91 32.38 0.15 0.08
Critical 35.59 10.28 0.43 0.28
Status OK OK OK OK
� Ratio 71% 32% 36% 28%
' Fb si Fv si E si x mil Fc� si
Values Reference Values 900 180 1.6 625
' Ad'usted Values 1242 207 1.6 625
I Adiustments CF Size Factor 1200
Cd Duration 1.15 1•15
�� Cr Repetitive 1.00
I Ch Shear Stress N/A
i Cm Wet Use 1.00 1.00 1.00 1.00
�� CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
I I
�' Uniform LL:250 Uniform TL: 400 =A
' Loads
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� R2�33
R1 =1733
SPAN=8.5 FT
Uniform and partial uniform loads are Ibs per lineal ft_
. ,
V�o
BeamChek v2009 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 1914 ROOF FRAMING
B 1 Date:8/23/10
Selection 4x 8 DF-L#2 Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 1.1 in2 R2= 1.1 in2 (1.5)DL Defl= 0.05 in
Data Beam Span 8.0 ft Reaction 1 LL 400# Reaction 2 LL 400#
Beam Wt per ft 6.17# Reaction 1 TL 665# Reaction 2 TL 665#
Bm Wt Included 49# Maximum V 665#
Max Moment 1329'# Max V(Reduced) 564#
TL Max Defl L/240 TL Actual Defl L/931
LL Max Defl L/360 LL Actual Defl L/>1000
If
i� Attributes Section in' Shear inZ TL Defl in LL Defl
�! Actual 30.66 25.38 0.10 0.05
j� Critical 11.86 4.09 0.40 0.27
! Status OK OK OK OK
(I
Ratio 39% 16% 26% 19%
I�� Fb si Fv si E si x mil Fc� si
�i VaJues Reference Values 900 180 1.6 625
i� Ad'usted Values 1346 207 1.6 625
i Adiustments CF Size Factor 1.300
� Cd Duration 1.15 1.15
; Cr Repetitive 1.00
�;i Ch Shear Stress N/A
! Cm Wet Use 1.00 1.00 1.00 1•a�
� CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
,�
I
Loads Uniform LL: 100 Uniform TL: 160 =A
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Uniform Load A
' Q �
R1 =665 R2=665
SPAN=8FT
Uniform and paRial uniform loads are Ibs per lineal ft.
v��
BeamChek v2009 licensed to:We!!er Consulting Engineers, P.C. Reg#5234-65779
PLAN 1914 MAIN FLOOR FRAMING
NPICAL JOIST Date:8/23/10
Selection 2x 8 HF#2 @ 16 in oc Lu=0.0 Ft
Conditions NDS 2005,Repetitive Use
Min Bearing Area R1=0.8 in2 R2=0.8 in2 (1.5)DL Defl= 0.07 in
Data Beam Span 10.0 ft Reaction 1 LL 267# Reaction 2 LL 267#
Beam Wt per ft 0# Reaction 1 TL 333# Reaction 2 TL 333#
Bm Wt Included 0# Maximum V 333#
Max Moment 833'# Max V(Reduced) 293#
TL Max Defl L/240 TL Actual Defl L/451
LL Max Defl L/360 LL Actual Defl L/620
Attributes Section in' Shear inZ TL Defl in LL Defl
Actual 13.14 10.88 0.27 0.19
Critical 8.52 2.93 0.50 0.33
Status OK OK OK OK
Ratio 65% 27% 53% 58%
Fb si Fv si E si x mil Fc� si
� Values Reference Values 850 150 1.3 405
� Ad'usted Values 1173 150 1.3 405
,i Adiustments CF Size Factor 1.200
!i
�� Cd Duration 1.00 1.00
Cr Repetitive 1.15
I� Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
��' CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
��
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� Loads Uniform LL:53 Uniform TL 67 =A
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Uniform Load A
� �
R1 =333 R2=333
SPAN= 10 FT
Uniform and pa�tial uniform loads are Ibs per lineal ft.
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vIZ
BeamChek v20091icensed to: WellerConsulting Engineers, P.C. Reg#5234-65779
PLAN 1914 MAIN FLOOR FRAMING
TYPICAL BEAM Date:8/23/10
Selection 4x 8 DF-L#2
Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=2.4 in2 R2=2.4 in2 (1.5)DL Defl= 0.03 in
Dafa Beam Span 6.0 ft Reaction 1 LL 1200# Reaction 2 LL 1200#
Beam Wt per ft 6.17# Reaction 1 TL 1518# Reaction 2 TL 1518#
Bm Wt Included 37# Maximum V 1518#
Max Moment 2278'# Max V(Reduced) 1213#
TL Max Defl L/240 7LActuai Defl L/786
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear in TL Defl in LL Defl
Actuai 30.66 25.38 0.09 0.07
Critical 23.36 10.11 0.30 0.20
Status OK OK OK OK
Ratio 76% 40% 31% 33%
Fb si Fv si E si x mil Fc� si
Values Reference Values 900 180 1.6 625
':� Ad'usted Values 1170 180 1.6 625
!� Adlustments CF Size Factor 1.300
i� Cd Duration 1.00 1.00
i C�Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
' Loads Uniform LL:400 Uniform TL: 500 =A
�
------____ .
___._
_._ _-------------
------_ _ _
Uniform Load A
0 �
R1 =1518 R2= 1518
SPAN=6 FT
Uniform and partial uniform loads are Ibs per lineal ft.