1442A Structural Design 11272012 '
'
WCLLER CONSULTING ENGINEERS,P.C.
21925 8th Place W• Bothell,WA 98021 • Ph(425)488-9868 • Fax(425)486-6715• wcengr@comeast.net
TO: City of Yelm Building Department November 27, 2012
Plans Examiner
RE: Plan 1442
Weller Consulting Engineers,P.C.Job# 10-026
The previousty submitted structural caleulations by Weller Consulting Engineers' P.C. for plan
1442 will not be affected due to the change from the 2006 IBC to the 2009 IBC.
This plan may be used as a"basic"plan on any lot located in the city of Yelm by Freestone only
provided that the site does not exceed the following criteria.
Wind speed 85 mph—3 sec gust
Exposure C
Seismic Category D
Snow Load 25 psf
The cover sheet provided by Weller Consultin�Engineers,P.C. does not have to be an original.
Weller Consulting Engineers,P.C. assumes full responsibility for the structural design.
In addition, Weller Consulting Engineers,P.C.has reviewed the truss calculations provided by
MiTeck Industries.The stn�ctural design provided by Weller Consulting Engineers,P.C.will
conform to the requirements of the truss calculations.
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Mark F. Weller,P.E. - •
President ,,%! .� r ao�o y `
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STRUCTURAL DESIGN
FOR
PLAN 1442
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YELM, WASHINGTON
NOTE:This stamp appiles to
the members and assemblies
described in these calcutations
only and is only valid if it is a
wet stamp.
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WELLER CONSULTING PROJEC7 NO. 10-026
21925 8TH PL W DATE 11/27/12
BOTHELL,WA 98021 PREPARED BY Mark Weller, P.E.
(425)488-9868
(425)486-6715 FAX
' � � DESIGN CRITERIA
.
, , PER THE 2006 INTERNATIONAL BUILDING CODE
;
EARTHQUAKE PER SECTION 1614
Design Per ASCE 7-OS
Section 12.8 Equivalent Lateral Force Procedure
Base Shear: V=CS * W
CS=Seismic Response Coefficient
� W=Effective Seismic Weight
! Site/Project Specific Design Values:
SS= 1.25 per USGS S� =0.40 per USGS
Site Class D (Default) Seismic Design Category D
R=6.5 from Table 12.2-1 IW= I.00
;
'� CS=0.1282 per Section 12.8.1.1
�
WIND DESIGN PER SECTION 1609(Allowabte Stress Design)
Design per ASCE 7-OS Section 6.4
I Design Wind Pressure: Ps—�, * Iw * PS30
where: �,=Exposure Factor
� KZT=Topographic Factor
IW=[mportance Factor
� PS30=Base Design Pressure
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Site/Project Specifc Values:
Basic Wind Speed=85 mph(V3s)
j �,= 1.40 Exposure"C" (<30')
i KzT= 1.00
� IW= 1.00
j PS30=see ASCE 7-05, Figure 6-2
I
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i STANDARD DES[GN [NFORMAT[ON
I, The information described below is to be used unless otherwise noted on the plans
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' WOOD DESIGN per Sections 2301 &2301.2.1 Allowable Strength Design
�
� when applicable;per 2308 Conventional Light-Frame Construction
! MINIMUM NA[L[NG REQUIREMENTS per Tabie 2304.9.1
;
ANCHOR BOLTS:
5/8"Ql x 10", A307 or better,w/7"min. Embedment. V= 1328#/bolt
CONCRETE DESIGN per Chapter 19&ACI 318-OS
Concrete: f�=2500 psi
Rebar: fY=40,000 psi
MISCELLANEOUS HARDWARE
SIMPSON Strong-Tie Connectors or equal
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SHEAR WALL SCHEDULE
(SEE 2006 IBC table 2306.4.1 &Section 2306.4.1)
iAl(shear walls to be sheathed from top plate to bottom plate. Block all panel edges.
Nail spacing is for all panel edges. Space nails @ l2"o.c.along intermediate framing members.
,; SW-6 v=260 plf 7/16"OSB,w/8d(0.113"0)nails @ 6"o.c.
�� Anchorage(interior walls only)to SINGLE joist or blkg below: 16d(box)@ 6"o.c.
SW-4 v=350 plf 7/16"OSB,w/8d(0.I 13"fd)nails @ 4"o.c.
Anchorage(interior walls only)to SINGLE joist or blkg below: 16d(box)@ 4"o.c.
The shear values above are based upon the use of 8d box nails with a fuli head,a shank diameter of
0.113",and a minimum penetration of 1.3'75". From Table 2306.4.1 use 15/32;8d values with a 0.729
reduction for Hem-Fir& 1.4 increase for wind.
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O1 SHEATH TRUSS, PER SW-4, L = 10', SEE DETAIL B
2 EXTEN
O D GARAGE DOOR HEADER TO CORNER, PROVIDE NAILING PER DETAIL C
O3 A HTT22 HOLDOWN MAY BE USED IN LIEU OF THE STHDIORJ HOLDOWN,
I SEE DETAIL D
O4 A HTT22 HOLDOWN MAY BE USED IN LIEU OF THE STHD10 HO�DOWN,
SEE DETAIL E
___._
NOTE: ALL EXTERIOR WALLS & GABLE ENDS
TO BE SW-6 U.N.O.
MAIN FLOOR SHEAR WALLS
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O1 CONCRETE STEM WALL TO BE 2'—0" MIN. ABOVE GARAGE SLAB
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O A HTT22 HOLDOWN MAY BE USED IN LIEU OF THE STHD10RJ HOLDOWN,
SEE DETAIL D
O3 A HTT22 HOLDOWN MAY BE USED IN LIEU OF THE STHD10 HOLDOWN,
�', SEE DETAIL E
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' NOTE: USE 5/8" � ANCHOR BOLTS W/3" x 3" x 1/4" WASHERS (a� 5'-0" O.G U.N.O
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;
FOUNDATION PLAN
.
WELLER CONSULTING JOB NAME PLAN 1442
ENGINEERS, P.C. .(OB NUMBER 10-026 PREPARED BY MW
DATE 3/ 19/ 10 SHEET NO.L-� OF 1�.1
21925 8TH PL W• BOTHELL, WA 98021
PH. (425)488-9868 • FAX(425)486-671 S
TRUSSES PER PLAN WINDOW/DOOR
tOd @ 6"O.G. FRAMING
ROOF SHEATHING
WINDOW/DOOR
HEADER
VENTED BLOGKING
PROVIDE (2) ROWS OF
H1 @ 24"O.G. 8d @ 2"O.C. SHEAIZ
WALL TO HEADER
DETAIL A
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10d @ 6"O.C. �
Q
ROOF SHEATHING 3
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SHEATH tRUSS PER 5W-4, ct�
PROVIDE INTERMEDIATE �
FRAMING AS REQUIRED �
w
tOd @ 4"O.C. ,';
w
10d @ 4"O.C.
2 x A5 REQUIRED
—
SHEAR WALL PER
PLAN
DETAIL �
DETAIL C
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WELLER CONSULTING JOB NAME PLAN 1442
ENGINEERS, P.C.
JOB NUMBER 10-026 PREPARED BY MW
� DATE 3/ 19/ 10 SHEET NO.�-.7 OF �--^I
21925 8TH PL W• BOTHELL,WA 98021
PH. (425)488-9868• FAX(425)486-6715
(2) 2x_HF#25TUD5 (2)2x_HF#25TUDS
HTT 22 HOLDOWN HTT 22 HOLDOWN
SSTBt6 55TB16
RIM J015T W/50LID BLOCKING
51LL PLAtE
t'.T. SILL PLATE
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DESIGN LOADS:
ROOF DL = 15 PSF
LL = 25 PSF BEAMS:
NOTE:PROV/DE(2) 2 X POST
ENGINEERED TRUSSES BY TRUSS MANUFACTURER @ ALL BEAMS U.N.O.
NOTE:PROVIDE(2) 2 X POST(a�ALL HlP MASTERS B�� 3 1/8 x 12 GLB (24F-V4)
8 GIRDER TRUSSES U.N.O
COLUMNS:
HEADERS: 4 x 8 DF # 2 U.N.O. C1: 4 x 4 P.T. W/AC4 �AB44
NOTE;PROVIDE(1) 2 X TRIMMER
@ A�L HEADERS U.N.O HANGERS:
H1: 4 x 12 DF #2 HGR1: HUC410
;
H2: 4x12DF # 2
'� ROOF FRAMING PLAN
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DESIGN LOADS:
'�� ROOF DL = 15 PSF BEAMS:
�' LL= 25 PSF NOTE:PROV/DE(2) 2 X POST
',
@ ALL BEAMS U.N.O.
ENGINEERED TRUSSES BY TRUSS MANUFACTURER g1: 3 1/8 x 12 GLB (24F-V4)
NOTE:PROV/DE(2) 2 X POST(o)ALL HIP MASTERS
& G/RDER TRUSSES U.N.O
COLUMNS:
C1: 4 x 4 P.T. W/AC4 8 AB44
HEADERS: 4 x 8 DF # 2 U.N.O.
NOTE:PROVIDE(1) 2 X TRIMMER
HANGERS:
li ALL HEADERS U.N.O
@ HGR1: HUC410
' H1: 4x12DF # 2
H2: 4x12DF# 2
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ROOF FRAMING PLAN
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'�� DESIGN LOADS: BEAMS: 4 x 10 DF #2 U.N.O.
FLOOR DL = 10 PSF NOTE:PROV/DE 4 x 4 POST
LL =40 PSF @ ALL BEAMS U.N.O.
PROVIDE 4 x 6 POST
JOISTS: 2 x 10 HF# 2 (a� 16" O C @ ALL BEAM SPLICES U.N.O.
NOTE: PROVIDE LUS28 HANGERS (cr�
ALL FLUSH FRAMED ENDS
NOTE: PROVIDE SOLID FRAMING
IN JOIST SPACE TO FOUNDATION
FOR ALL PT. LOADS ABOVE
' MAIN FLOUR FRAMING PLAN
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! BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 1442 ROOF FRAMING
�I GT1 (FOR REACTIONS ONLI� Date: 3/19/10
i Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu =0.0 Ft
�� Conditions NDS 2005
�' Min Bearing Area R1=2.1 in2 R2=2.1 in2 (1.5)DL Defl= 0.44 in Recom Camber-0.66 in
! Data Beam Span 21.0 ft Reaction 1 LL 788# Reaction 2 LL 788#
Beam Wt per ft 9.11 # Reaction 1 TL 1356# Reaction 2 TL 1356#
Bm Wt Included 191 # Maximum V 1356#
Max Moment 7117'# Max V(Reduced) 1227#
TL Max Defl L/240 TL Actual Defl L/299
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LL Max Defl L/360 LL Actual Defl L/623
Attributes Section in' Shear in TL Defl in LL Defl
Actual 75.00 37.50 0.84 0.40
(I Critical 30.94 6.67 1.05 0.70
Status OK OK OK OK
Ratio 41% 18% 80% 58%
Fb si Fv si E si x mil Fc� si
Values Reference Values 2400 240 1.8 650
i I Ad'usted Values 2760 276 1.8 650
Adiustments Cv Volume 1.000
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:75 Uniform TL: 120 =A
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SPAN=21 FT
Uniform and partial uniform loads are Ibs per lineal ft.
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BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
i . PLAN 1442 ROOF FRAMING
GT2(FOR REACTIONS ONLI� Date: 3/19/10
Selection 3-1l8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft
��� Conditions NDS 2005
I� Min Bearing Area R1= 1.9 inz R2= 1.9 inz (1.5) DL Defl= 0.43 in Recom Camber=0.64 in
j Data Beam Span 19.0 ft Reaction 1 LL 713# Reaction 2 LL 713#
�� Beam Wt per ft 7.97# Reaction 1 TL 1216# Reaction 2 TL 1216#
Bm Wt Included 151 # Maximum V 1216#
Max Moment 5775'# Max V(Reduced) 1104#
�i TL Max Defl L!240 TL Actual Defl L/274
�'! LL Max Defl L/360 LL Actual Defl L/563
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,.I Attributes Section in' Shear in TL Defl in LL Defl
',II Actual 57.42 32.81 0.83 0.40
,, Critical 25.11 6.00 0.95 0.63
''I Status OK OK OK OK
� Ratio 44% 18% 88% 64%
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!j Fb si Fv si E si x mil Fc� psi)
'� Values Reference Values 2400 240 1.8 650
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' Ad'usted Values 2760 276 1.8 650
I'�� Adiustments Cv Volume 1.000
� 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 1.00
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�; Loads Uniform LL: 75 Uniform TL: 120 =A
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SPAN= 19 FT
Uniform and partial uniform loads are Ibs per lineal ft.
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BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#523465779
. PLAN 1442 ROOF FRAMING
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GT3(FOR REACTIONS ONLI� Date:3/19/10
� Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=3.9 inZ R2=3.9 in2 (1.5)DL Defl= 0.85 in Recom Camber-1.28 in
Data Beam Span 36.0 ft Reaction 1 LL 1350# Reaction 2 LL 1350#
Beam Wt per ft 22.42# Reaction 1 TL 2564# Reaction 2 TL 2564#
I�� Bm Wt Included 807# Maximum V 2564#
�j Max Moment 23072'# Max V(Reduced) 2350#
TL Max Defl L/240 TL Actual Defl L/291
LL Max Defl L/360 LL Actual Defl L/684
�I Attributes Section in') Shear in2 TL Defl in LL Defl
'I� Actual 276.75 92.25 1.48 0.63
I� cr�t��i ��0.25 �2.�� i.so �.Zo
Status OK OK OK OK
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Ratio 40% 14% 82% 53%
�'� Fb si Fv si E si x mil Fc I si
iVa/ues Reference Values 2400 240 1.8 650
i Ad'usted Values 2511 276 1.8 650
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Adiustmenfs Cv Volume 0.910
! Cd Duration 1.15 1.15
; Cr Repetitive 1.00
1 Ch Shear Stress N/A
� Cm Wet Use 1.00 1.00 1.00 1.00
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i CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
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� SPAN=36 FT
Uniform and partial uniform loads are Ibs per lineal ft.
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BeamChek v2009 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779
� . PLAN 1442 ROOF FRAMING
; TYPICAL HEADER Date: 3/19/10
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'�� Selection 4x 8 DF-L#2 Lu=0.0 Ft
li; Conditions NDS 2005
;j Min Bearing Area R1=3.5 in2 R2=3.5 in' (1.5) Dl.Defl= 0.05 in
I I Data Beam Span 5.5 ft Reaction 1 LL 1341 # Reaction 2 Ll. 1341 #
I��,j Beam Wt per ft 6.17# Reaction 1 TL 2162# Reaction 2 TL 2162#
Bm Wt included 34# Maximum V 2162#
I j Max Moment 2973'# Max V(Reduced) 1687#
,� TL Max Defl L/240 TL Actual Defl L/610
III� LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear in TL Defl in LL Defl
I i Actual 30.66 25.38 0.11 0.06
� Critical 26.51 12.22 0.28 0.18
j Status OK OK OK OK
Ratio 86% 48% 39% 31%
� Fb si Fv si E si x mil Fc� si
I Values Reference Values 900 180 1.6 625
� Ad'usted Values 1346 207 1.6 625
; Adiustments CF Size Factor 1.300
� Cd Duration 1.15 1.15
� Cr Repetitive 1.00
; 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
; Loads Uniform LL:488 Uniform TL: 780 =A
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; SPAN=5.5 FT
' Uniform and partial uniform loads are Ibs per lineal ft.
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BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
• PLAN 1442 ROOF FRAMING
H 1 Date: 3/19/10
�i Selection 4x 12 DF-L#2 Lu=0.0 Ft
I'�� Conditions NDS 2005
! Min Bearing Area R1= 1.2 in� R2= 1.2 in' (1.5) DL Defl= 0.15 in
i Data Beam Span 16.5 ft Reaction 1 LL 413# Reaction 2 LL 413#
� Beam Wt per ft 9.57# Reaction 1 TL 739# Reaction 2 TL 739#
�� Bm Wt Included 158# Maximum V 739#
iMax Moment 3048'# Max V(Reduced) 655#
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TL Max Defl L/240 TL Actual Defl L/723
� LL Max Defl L/360 LL Actual Defl L/>1000
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I i Attributes Section in' Shear in TL Defl in LL Defl
' Actual 73.83 39.38 027 0.13
II Critical 32.13 4.75 0.83 0.55
I�' Status OK OK OK OK
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( Ratio 44% 12% 33% 23%
I Fb si Fv si) E si x mil) Fc� si)
' Values Reference Values 900 180 1.6 625
' Ad'usted Values 1139 207 1.6 625
Adiustments CF Size Factor 1.100
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
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R 1 =739 R2=739
SPAN= 16.5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
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� BeamChek v2009 licensed to: Welle�Consulting Engineers, P.C. Reg#5234-65779
�( , PLAN 1442 ROOF FRAMING
i H2 Date:3/19/10
� Sefection 4x 12 DF-L#2 Lu=0.0 Ft
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Conditions NDS 2005
I'; Min Bearing Area R1=3.7 in' R2=2.0 in2 (1.5)DL Defl= 0.09 in
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I�'I Data Beam Span 8.5 ft Reaction 1 LL 907# Reaction 2 LL 393#
�{. Beam Wt per ft 9.57# Reaction 1 TL 2290# Reaction 2 TL 1227#
�I( Bm Wt Included 81 # Maximum V 2290#
�I'� Max Moment 5011 '# Max V(Reduced) 1831 #
TL Max Defl L/240 TL Actual Defl L/864
LL Max Defl L/360 LL Actual Defl L/>1000
� Attribufes Section in' Shear inz TL Defl in LL Defl
I Actual 73.83 39.38 0.12 0.03
Critical 52.81 13.27 0.43 028
Status OK OK OK OK
Ratio 72% 34% 28% 9%
Fb si Fv si E si x mil Fc� si)
�'� Values Reference Values 900 180 1.6 625
,� Ad'usted Values 1139 207 1.6 625
Adiustments CF Size Factor 1.100
Cd Duration 1.15 1.15
�I�` Cr Repetitive 1.00
''� Ch Shear Stress N/A
'; Cm Wet Use 1.00 1.00 1.00 1.00
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CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads
Point TL Distance Par Unif LL Par Unif TL Start End
( B= 1356 3.5 300 H =480 0 3.5
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� SPAN=8.5 FT
Uniform and partial uniform loads are Ibs per li�eal ft.
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' BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
i , PLAN 1442 ROOF FRAMING
; g� Date: 3/19/10
j l Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
�I! Min Bearing Area R1=2.5 inz R2=2.5 in' (1.5) DL Defl= 0.27 in Recom Camber=0.40 in
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Data Beam Span 17.0 ft Reaction 1 LL 956# Reaction 2 LL 956#
III11 Beam Wt per ft 9.11 # Reaction 1 TL 1607# Reaction 2 TL 1607#
" Bm Wt Included 155# Maximum V 1607#
Max Moment 6832'# Max V(Reduced) 1418#
��f' TL Max Defl L/240 TL Actuat Defl L/387
I�'I LL Max Defl l./360 LL Actual Defl L/783
�I�,1 Attributes Section in' Shear in TL Defl in LL Defl
1 Actual 75.00 37.50 0.53 0.26
�'� Critical 29.70 7.71 0.85 0.57
�I Status OK OK OK OK
'� Ratio 40% 21% 62% 46%
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Fb si Fv si E si x mil Fc� si
Values Reference Values 2400 240 1.8 650
I'I Ad'usted Values 2760 276 1.8 650
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�� Adiustments Cv Volume 1.000
',i Cd Duration 1.15 1.15
Cr Repetitive 1.00
li Ch Shear Stress N/A
j' Cm Wet Use 1.00 1.00 1.00 1.00
�I� CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
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{ Loads Uniform LL: 113 Uniform TL: 180 =A
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� Uniform and partial uniform loads are Ibs per lineal ft.
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,I� � BeamChek v2009 licensed to:Weller Consulting Engineers. P.C. Reg#5234-65779
. PLAN 1442 MAIN FLOOR FRAMING
Il,i TYPICAL JOIST Date: 3/19110
'j Selection 2x 10 HF#2 @ 16 in oc Lu=0.0 Ft
� Conditions NDS 2005, Repetitive Use
I Min Bearing Area R1= 1.1 in' R2= 1.1 in2 (1.5)DL Defl= 0.10 in
'� Data Beam Span 13.0 ft Reaction 1 LL 347# Reaction 2 LL 347#
I I Beam Wt per ft 0# Reaction 1 TL 433# Reaction 2 TL 433#
i Bm Wt Included 0# Maximum V 433#
'! Max Moment 1408'# Max V(Reduced) 382#
I i TL Max Defl L/240 TL Actual Defl L/426
� LL Max Defl L/360 LL Actual Defl L/586
Attributes Section in' Shear inZ TL Defl in LL Defl
,I� Actual 21.39 13.88 0.37 0.27
�'i� Critical 15.72 3.82 0.65 0.43
'�; Status OK OK OK OK
Ratio 73% 28% 56% 61%
I,j Fb si Fv si E si x mil) Fc� si
� Values Reference Values 850 150 1.3 405
; Ad'usted Values 1075 150 1.3 405
' Adiustments CF Size Factor 1.100
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Cd Duration 1.00 1.00
Cr Repetitive 1.15
Ch Shear Stress N/A
� Cm Wet Use 1.00 1.00 1.00 1.00
1 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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R1 =433
SPAN= I3FT
� Uniform and partial uniform loads are Ibs per lineal ft.
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j BeamChek v2009 licensed to:WellerConsulting Engineers, P.C. Reg#5234-65779
; PLAN 1442 MAIN FLOOR FRAMING
; TYPICAL BEAM Date:3/19/10
�
; Selection 4x 10 DF-L#2 Lu=0.0 Ft
� Conditions NDS 2005
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� Min Bearing Area R1=3.0 in' R2=3.0 in' (1.5) DL Defl= 0.02 in
�; Data Beam Span 6.0 ft Reaction 1 LL 1500# Reaction 2 LL 1500#
Beam Wt per ft 7.87# Reaction 1 TL 1899# Reaction 2 TL 1899#
Bm Wt Included 47# Maximum V 1899#
{ Max Moment 2848'# Max V(Reduced) 1411 #
i TL Max Defl L/240 TL Actual Defl L/>1000
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 0.06 0.04
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'i Critical 31.64 11.76 0.30 0.20
III Status OK OK OK OK
li I Ratio 63% 36% 18% 20%
�� Fb si Fv si E si x mil Fc� si
Values Reference Values 900 180 1.6 625
Ad'usted Values 1080 180 1.6 625
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Adiustments CF Size Factor 1.200
�'� Cd Duration 1.00 1.00
j 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: 625 =A
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R1 = 1899 R2= 1899
SPAN=6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
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