3202 Structural Design I
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' STRUCTURAL DESIGN
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' PLAN 3202
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�I YELM, WASHINGTON
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WELLER CONSULTING PROJECT NO. 73-003
21925 STH PL W DATE 05/13/13
BOTHELL,WA 98021 PREPARED BY Mark Welier, P.E.
{425)488-9868
(425j 486-6715 FAX
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j WELLER CONSULTING ENGINEERS,P.C.
I 21925 8th Place W• Bothell,WA 98021 • Ph(425)488-9868 • Fax(425)486-6715• wcengr@comcast.net
TO: City of Yelm Building Department May 14,2013
Plans Examiner
RE: Plan 3202
Weller Consulting Engineers,P.C. Job# 13-003
I have reviewed the previously submitted structural calculations by Weller Consulting Engineers,
P.C. for plan 3202. Although some of the calculations references plan 3115, the calculations
were mean to describe plan 3202. The structural calculations reflect the intent of the structural
design as described in the calculations for plan 3202.
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BY� E�v+�s oai2s��5'-____".�
Mark F. Weller,P.E.
President
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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
CS=Seismic Response Coefficient
W=Effective Seismic Weight
Site/Project Specific Design Values:
SS= 1.21 per USGS S� =0.41 per USGS
Site Class D (Default) Seismic Design Category D
R=6.5 from Table 12.2-1 I�,= 1.00
CS=0.1261 per Section 12.8.1.1
WIND DESIGN PER SECTION 1609 (Allowable Stress Design)
Design per ASCE 7-OS Section 6.4
Design Wind Pressure: Ps=� * Iw * PS3o
where:�,=Exposure Factor
KZr=Topographic Factor
IW=Importance Factor
PS30=Base Design Pressure
Site/Project Specific Values:
Basic Wind Speed=85 mph(V3S)
�,= 1.00 Exposure"B" (<30') "Urban Clustered Area"
KZT= I.00
Iw= 1.00
PS30=see ASCE 7-05,Figure 6-2
STANDARD DESIGN INFORMATION
The information described below is to be used unless otherwise noted on the plans
WOOD DESIGN per Sections 2301 &2301.2.1 Allowable Strength Design
when applicable;per 2308 Conventional Light-Frame Construction
MINIMUM NAILING REQUIREMENTS per Table 2304.9.1
ANCHOR BOLTS:
5/8" �x 10",A307 or better, w/7" min. Embedment. V= 1328 #/bolt
CONCRETE DESIGN per Chapter 19&ACI 318-08
Concrete: F�=2500 psi ���IVED
Rebar: fY=40,000 psi
MAY 13 Z013
MtSCELLANEOUS HARDWARE
SIMPSON Strong-Tie Connectors or equal
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SHEAR WALL SCHEDULE
(SEE 2Q49 IBC table 2306.3&Section 2306.3)
All shear walts to be sheathed frorn top plate to bottom plate. Block a!I panel edges.
Nail spacing is for all pane) edges. Space nails @ 12"o.c.along intermediate framing members.
SW-6 v=260 plf 7/t6"OSB,w/8d(0.113"(I�)nails @ 6"o.c.
Anchorage(interior walis only)to SINGLE joist or blkg below: 1 bd(box)@ 6"o.c.
SW-4 v=350 plf 7/16"OSB,w/8d(0.113"PJ)nails @ 4"o.c.
Anchorage(interior wa(is on(y)to SINGLE joist or blkg below: 16d(box)@ 4"o.c.
SW-3 v=490 plf 7/16"OSB,w/Sd(0.113"QJ}nails @ 3"o.c.
Anchorage(interior walls only)to 4x(min.)BEAM or blkg below: lbd(box)@ 3"o.c.
NOTE: use min 3" nominat studs @ adjoining panei edges
SW-2 v=640 plf 7/16"OSB, w/8d(0.113"Q�)nails @ 2"o.c.(staggered)
Anchorage(interior walls only)to 4x(min.)BEAM or b(kg below: 16d(box)@ Z"o.c.
NOTE: use min 3" nominat studs @ adjoining panel edges
The shear values above are based upon the use of 8d box nails with a full head,a shank diameter of
0.113",and a minimum penetration of 1.375". From Table 2306.3 use 15/32;8d values with a 0.729
reduction for Hem-Fir& 1.4 increase for wind.
16d @ 16"O.G.
SHEAR WALL EDGE
NAILING
KIM J015T
LOCATE SHEA7HING
JOINT C�GOMMON
MEMEBER
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• BeamChek v2009 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779
PIAN 3115 ROOF FRAMING
GT1 (FOR REACTIONS ONLI� Date: 1/12/13
Selection 5-118x 21 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Mi�Bearing Area R1=5.6 in= R2=5.6 inZ (1.5) DL Defl= 0.94 in Recom Camber-1.41 in
Data Beam Spa� 39.0 ft Reaction 1 LL 1950# Reaction 2 LL 1950#
Beam Wt per ft 26.15# Reaction 1 TL 3630# Reaction 2 TL 3630#
Bm Wt included 1020# Maximum V 3630#
Max Moment 35392'# Max V(Reduced) 3304#
TL Max Defl L/240 TL Actual Defl L/280
LL Max Defl L/360 LL Actual Defl L/641
Attributes Section in' Shear in TL Defl in LL Defl
Actual 376.69 107.63 1.67 0.73
C ritical 173.13 17.96 1.95 1.30
Status OK OK OK OK
Ratio 46°10 17% 86% 56%
Fb si Fv si E si x mil Fc� si
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2453 276 1.8 650
Adiustments Cv Volume 0.889
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: 100 Uniform TL: 160 =A
Uniform Load A
� 0
R1 =3630 R2=3630
SPAN=39 FT
Uniform and partial uniform loads are Ibs per lineal ft.
� v8
BeamChek v2009licensed to: WeNerConsulting Engineers, P.C. Reg#5234-65779
PLAN 3115 ROOF FRAMING
GT2(FOR REACTIONS ONLI� Date: 1/12113
Selection (2)2x 12 HF#2 Lu =0.0 Ft
Conditions NDS 2005
Min BearingArea R1=3.4 in2 R2=3.4 in� (1.5) D�Defl= 0.14 in
Data Beam Span 12.0 ft Reaction 1 LL 828# Reaction 2 LL 828#
Beam Wt per ft 8.2# Reaction 1 TL 1369# Reaction 2 TL 1369#
Bm Wt Included 98 # Maximum V 1369#
Max Moment 4108'# Max V(Reduced) 1155#
TL Max Defl L/240 TL Actual Defl L/523
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear inz TL Defl in LL Defl
Actual 63.28 33.75 0.28 0.14
Gritical 50.43 10.05 0.60 0.40
Status OK OK OK OK
Ratio 80% 30% 46% 35%
Fb si Fv si E si x mil Fc� si
Values Reference Values 850 150 1.3 405
Ad'usted Values 978 173 1.3 405
Adiustments CF Size Factor 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: 138 Uniform T�: 220 =A
Uniform Load A
0 �
R1 = 1369 R2 = 1369
SPAN = I2FT
Uniform and partial uniform loads are Ibs per lineal ft.
v�
BeamChek v2009 licensed to: Weller Consu/ting Engineers, P.C. Reg#5234-65779
PLAN 3115 ROOF FRAMING
GT3(FOR REACTIONS ONLY) Date: 1/12/13
Se/ection 5-1/8x t2 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=3.6 inZ R2=3.6 in� (1.5) Dl Defl= 0.53 in Recom Camber=0.80 in
Data Beam Span 22.0 ft Reaction 1 L� 1375# Reaction 2 LL 1375#
Beam Wt per ft 14.94# Reaction 1 TL 2364# Reaction 2 TL 2364#
Bm Wt Included 329# Maximum V 2364#
Max Mament 13004'# Max V(Reduced) 2149#
TL Max Defl L/240 TL Actual Defl L/256
LL Max Defl L/360 LL Actual Defl L/533
Attributes Section in' Shear in2 TL Defl in LL Defl
Actual 123.00 61.50 1.03 0.50
Critical 56.80 11.68 1.10 0.73
Status OK OK OK OK
Ratio 46% 19% 94% 68%
Fb si Fv si E si x mil Fc� si
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2747 276 1.8 650
Adiustments Cv Volume 0.995
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: 125 Uniform TL: 200 =A
Uniform Load A
� 0
R1 =2364 R2=2364
SPAN =22 FT
Uniform and partial uniform loads are Ibs per lineal ft.
�,o
BeamChek v2009 licensed to: WellerConsu/ting Engineers, P.C. Reg#5234-65779
PLAN 3115 ROOF FRAMING
GT4(FOR REACTIDNS ONLY) Date: 1/12/13
Selectian 5-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=2.7 in2 R2=2.7 inz (1.5) DL Defl= 0.69 in Recom Camber- 1.04 in
Data Beam Span 26.0 ft Reaction 1 LL 975# Reaction 2 LL 975#
Beam Wt per ft 14.94# Reaction 1 TL 1754# Reaction 2 TL 1754#
Bm Wt included 389# Maximum V 1754#
Max Moment 11403'# Max V(Reduced) 1619#
TL Max Defl L/240 TL Actual Defl L/245
LL Max Defl L i 360 LL Actual Defl L/538
Attributes Section in' Shear in2 TL Defl in LL Defl
Actual 123.00 61.50 1.27 0.58
Critical 50.65 8.80 1.30 0.87
Status OK OK OK OK
Ratio 41°/a 14% 98% 67°/a
Fb si Fv si E si x mil Fc�( si
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2702 276 1.8 650
Adiustments Cv Volume 0.979
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
Uniform Load A
� 0
R1 = 1754 R2= 1754
SPAN =26 FT
Uniform and partial unifarm loads are Ibs per lineai ft.
v��
SeamChek v2009 licensed fo:Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 3115 ROOF FRAMING
GT5(FOR REACTfONS ONLI� Date: 1l12/13
Se%ction (2)2x 8 HF#2 Lu =0.0 Ft
Conditians NDS 2005
Min Bearing Area R1= 1.9 inz R2= 1.9 in' (1.5) DL Defl= 0.28 in
Data Beam Span 12.0 ft Reaction 1 LL 450# Reaction 2 LL 450#
Beam Wt per ft 5.29# Reaction 1 TL 752# Reaction 2 TL 752#
Bm Wt Inciuded 63# Maximum V 752#
Max Moment 2255'# Max V(Reduced) 676#
TL Max Defl L/240 TL Actual Defl L/255
LL Max Defl L/360 LL Actual Defl L/510
Attributes Section in' Shear inz TL Defl in LL Defl
Actual 26.28 21.75 0.57 0.28
Critical 23.07 5.88 0.60 0.40
Status OK OK OK OK
Ratio 88% 27% 94% 71%
Fb si Fv si E si x mil Fc� si
Values Reference Values 850 150 1.3 405
Ad'usted Values 1173 173 1.3 405
Adiustments CF Size Factor 1.200
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
Uniform Load A
� �
R1 =752 R2 =752
SPAN= 12 FT
Uniform and partial uniform loads are Ibs per lineal ft.
V(2
BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 3115 ROOF FRAMING
TYPICAL HEADER Date: 1/12/13
Selection 4x 8 DF-L#2 Lu =0.0 Ft
Conditions NDS 2005
Min BearingArea R1=3.7 in2 R2=3.7 in2 (1.5)DL Defl= 0.06 in
Data Beam Span 5.5 ft Reaction 1 LL 1444# Reaction 2 LL 1444#
Beam Wt per ft 6.17# Reaction 1 TL 2327# Reaction 2 TL 2327#
Bm Wt Included 34# Maximum V 2327#
Max Moment 3200'# Max V(Reduced) 1816#
TL Max Defl L 1240 TL Actuai Defl L/567
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear inz TL Defl in LL Defl
Actual 30.66 25.38 0.12 0.06
Critical 28.54 13.16 0.28 0.18
Status OK OK OK OK
Ratio 93% 52% 42% 33%
Fb si Fv si E si x mil Fc� si
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
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:525 Uniform TL: 840 =A
Uniform l.oad A
d 0
R1 =2327 R2=2327
SPAN=5.5 FT
Uniform and partiai uniform loads are Ibs per lineal ft.
Vl3
BeamChek v2009 licensed to: We/ler Consulting Engineers, P.C. Reg#5234-65779
PLAN 3115 ROOF FRAMING
H1 Date: 1/12/13
Selectian 3-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 1.6 in2 R2= 1.6 in2 (1.5) DL Defl= 0.24 in Recom Camber=0.37 in
Data Beam Span 16.5 ft Reaction 1 LL 619# Reaction 2 LL 619#
Beam Wt per ft 7.97# Reaction 1 TL 1056# Reaction 2 T� 1056#
Bm Wt Included 132# Maximum V 1056#
Max Moment 4355'# Max V(Reduced) 944#
TL Max Defl L/240 TL Actuai Defl L I 418
LL Max Defl L/360 LL Actual Defl L/860
Attributes Section in' Shear in TL Defl in LL Defl
Actual 57.42 32.81 0.47 0.23
Critical 18.94 5.13 0.83 0.55
Status OK OK OK OK
Ratio 33% 16% 57% 42%
Fb si Fv si E si x mil Fc � si
Values Reference Values 2400 240 1.8 650
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
Uniform Load A
� 0
R1 = 1056 R2= 1056
SPAN= 16.5FT
Uniform and partial uniform loads are Ibs per lineal ft.
v��-
BeamChek v2009/icensed to: Weller ConsulGng Engineers, P.C. Reg#5234-65779
PIAN 3115 ROOF FRAMING
H 1 A Date: 1/12/13
Selecfion 3-1/Sx 9 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=4.4 in2 R2=2.5 in2 (1.5)DL Defl= 0.32 in Recom Camber-0.48 in
Data Beam Span 9.5 ft Reaction 1 LL 1145# Reaction 2 LL 499#
Beam Wt per ft 6.83# Reaction 1 TL 2833# Reaction 2 TL 1615#
Bm Wt Included 65# Maximum V 2833#
Max Moment 7272'# Max V(Reduced) 2438#
TL Max Defl L/240 TL Actual Defl L/273
LL Max Defl L/360 lL Actual Defl L/>1000
Attributes Section in' Shear in2 TL Defl in LL Defl �
Actual 42.19 28.13 0.42 0.09
Critical 31.62 13.25 0.48 0.32
Status OK OK OK OK
Ratio 75% 47% 88% 30%
Fb si Fv si E si x mil Fc�( si
Values Reference Values 2400 240 1.8 650
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 Stabiliry 1.0000 Rb=0.00 Le=0.00 Ft
Loads
Point TL Distance Par Unif LL Par Unif TL Start End
B= 1754 4.25 325 H =520 0 4.25
50 I =80 4.25 9.5
I
H
Pt loads: �
� �
R1 =2833 R2= 1615
SPAN =9.5FT
Uniform and partial uniform loads are Ibs per lineal ft.
, V15
BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 3115 ROOF FRAMING
PB1 Date: 1/12/13
Selection 4x 8 DF-�#2 Lu=0.0 Ft
Conditrons NDS 2005
Min Bearing Area R1= 12 inz R2= 12 in2 (1.5) Dl Defl= 0.17 in
Data Beam Span 11.5 ft Reaction 1 LL 431 # Reaction 2 LL 431 #
Beam Wt per ft 6.17# Reaction 1 TL 725# Reaction 2 TL 725#
Bm Wt Included 71 # Maximum V 725#
Max Moment 2086'# Max V(Reduced) 649#
TL Max Defl L/240 TL Actual Defl L/412
LL Max Defl L/360 LL Actual Defl L/833
Attributes Section in' Shear in2 TL Defl in LL Defl
Actual 30.66 25.38 0.34 0.17
Critical 18.60 4.70 0.58 0.38
Status OK OK OK OK
Ratio 61% 19% 58% 43%
Fb si Fv si E si x mil Fc� si
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
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
Uniform Load A
0 �
R1 = 725 R2= 725
SPAN = 11.5FT
Uniform and partial uniform loads are Ibs per lineal ft.
v�
BeamChek v20091icensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
P[AN 3115 ROOF FRAMING
P62 Date: 1/12l13
Selection 4x 8 DF-L#2 Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 1.4 in2 R2= 1.0 in� (1.5}DL Defl= 0.05 in
Dafa Beam Span 6.0 ft Reaction 1 L� 225# Reaction 2 LL 225#
Beam Wt per ft 6.17# Reaction 1 TL 862# Reaction 2 TL 620#
Bm Wt Included 37# Maximum V 862#
Max Moment 1473'# Max V(Reduced) 786#
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Aftributes Section in3 Shear in TL Defl in LL Defl
Actual 30.66 25.38 0.07 0.01
Critical 13.14 5.69 0.30 0.20
Status OK OK OK OK
Ratio 43% 22% 22% 6%
Fb si Fv si E si x mil Fc� si
Values Reference Values 900 180 1.6 625
Ad'usted Values 1346 207 1.6 625
Adjustments CF Size Factor 1.300
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
Point TL Distance
B =725 2.0
Uniform Load A
Pt loads: 0
0 0
R1 =862 R2=620
SPAN=6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
.
� v��
BeamChek v2009 ticensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 3115 UPPER FLOOR FRAMING
TYPICAL JOIST Date: 1/12/13
Selection 2x 12 HF#2 @ 16 in oc Lu=0.0 Ft
Conditions NDS 2005, Repetitive Use
Min Bearing Area R1= 1.2 in2 R2= 1.2 in' (1.5)OL Defl= 0.10 in
Data Beam Span 15.0 ft Reaction 1 LL 400# Reaction 2 LL 400#
Beam Wt per ft 0# Reaction 1 TL 500# Reaction 2 TL 500#
Bm Wt included 0# Maximum V 500#
Max Moment 1875'# Max V(Reduced) 437#
T�Max Defl L/240 TL Actuai Defl L/499
LL Max Defl L/360 LL Actual Defl l/687
Attributes Section in' Shear in2 TL Defl in LL Defl
Actual 31.64 16.88 0.36 0.26
Critical 23.02 4.37 0.75 0.50
Status OK OK OK OK
Ratio 73% 26% 48% 52°/a
Fb si Fv si E si x mil Fc� si
Values Reference Values 850 150 1.3 405
Ad'usted Values 978 150 1.3 405
Adiustments CF Size Factor 1.000
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
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:53 Uniform TL: 67 =A
Uniform Load A
d �
R1 =500 R2=500
SPAN = ISFT
Uniform and partial uniform loads are Ibs per�ineal ft.
V1g
� BeamChek v2009/icensed fo: Weller Consu/ting Engineers, P.C. Reg#5234-65779
PLAN 3115 UPPER FLOOR FRAMING
TYPICAL JOIST Date: 1112/13
Selection 2x 12 HF#2 @ 16 in oc Lu=0.0 Ft Lu @OH=0.0 Ft
Conditions NDS 2005, Overhang, Repetitive Use
Min Bearing Area R1= 1.0 in2 R2=1.7 in2 (1.5) DL defl= 0.03 in.
Data Beam Span 13.0 ft Reaction 1 LL 345# Reaction 2 LL 402#
Beam Wt per ft 0# Reaction 1 TL 418# Reaction 2 TL 682#
Bm Wt Included 0# Maximum V 449# Overhang Length 1.0 ft
Max Moment 1310'# Max V(Reduced) 386# Total Beam Length 14.0 ft
TL Max Defl L/240 TL Actual Defl L/866 OH TL Actual Defl L!582
LL Max Defl L/360 LL Actual Defl L/>1000 OH LL Actual Defl L/661
Attributes Section in' Shear in� TL Defl in LL Defl OH TL Defl OH LL Defl
Actual 31.64 16.88 0.18 0.15 -0.04 -0.04
Critical 16.08 3.86 0.65 0.43 0.10 0.07
Status OK OK OK OK OK OK
Ratio 51% 23% 28% 34% 41% 54%
Fb si Fv si E si x mil Fc � si
Va/ues Reference Values 850 150 1.3 405
Ad'usted Values 978 150 1.3 405
Adiustments CF Size Factor 1.000
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
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:53 Uniform TL: 67 =A Uniform Ld on Backs an
Point TL Distance Par Unif LL Par Unif TL Sta�t End
F= 167 (OH) 1.0 53 K=67 (OH) 0 1.0
Uniform Load A K
Pt loads: F
0 d
R1 =418 R2 =682
BACKSPAN= 13 FT OH= 1 FT
Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2.
Vig
BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 3115 UPPER FLOOR FRAMiNG
TYPICAL HEADER Date: 1/12/13
Selection 4x 8 DF-L#2 Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=3.0 in� R2=3.0 inZ (1.5) DL Defl= 0.12 in
Data Beam Span 5.5 ft
Beam Wt per ft 6.17# Reaction 1 TL 1892# Reactio�2 TL 1892#
Bm Wt included 34# Maximum V 1892#
Max Moment 2602'# Max V(Reduced) 1477#
TL Max Defl L/240 TLActual Defl L/553
Attributes Section in' Shear in TL Defl in
Actual 30.66 25.38 0.12
C ri ti ca I 26.69 12.31 0.28
Status OK OK OK
Ratio 87% 48% 43%
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
Adiustments CF Size Factor 1.300
Cd Duration 1.00 1.00
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 TL: 682 =A
Uniform Load A
0 �
R1 = 1892 R2= 1892
SPAN =5.5FT
Uniform and partial uniform loads are Ibs per lineal ft.
.
�/Zo
BeamChek v20t19 licensed to: We!!er Consulting Engineers, P.C. Reg#5234-65779
PLAN 3115 UPPER FLOOR FRAMING
TYPICAL HEADER Date: 1/12/13
Selection 4x 8 DF-L#2 Lu =0.0 Ft
Conditians NDS 2Q05
Min Bearing Area R1=4.1 in2 R2=4.1 in� (1.5) DL Defl= 0.03 in
Data Beam Span 4.5 ft Reaction 1 LL 1721 # Reaction 2 LL 1721 #
Beam Wt per ft 6.17# Reaction 1 TL 2579# Reaction 2 TL 2579#
Bm Wt Included 28 # Maximum V 2579#
Max Moment 2901 '# Max V(Reduced) 1886#
TL Max Defl L/240 TL Actuai Defl L/747
LL Max Defl L/360 LL Actual Defl L/>1000
Attri4utes Section in' Shear inz TL Defl in LL Defl
Actuaf 30.66 25.38 0.07 0.04
Critical 25.87 13.67 0.23 0.15
Status OK OK OK OK
Ratio 84% 54% 32% 27%
Fb si Fv si E si x mil Fc� si
Values Reference Values 900 180 1.6 625
Ad'usted Values 1346 207 1.6 625
Adiustmenfs CF Size Factor 1.300
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
C!Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:240 Uniform TL: 300 =A
Par Unif LL Par Unif TL Start End
525 H=840 0 4.5
H
Uniform Load A
0 0
R1 =2579 R2=2579
SPAN =4.5 FT
Uniform and partial uniform loads are Ibs per lineai ft.
vu
BeamChek v2009 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779
P�RN 3115 UPPER FLOOR FRAMING
TYPICAL HEADER Date: 1/12/13
SeJection 4x 8 DF-L#2 Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 1.3 in2 R2= 1.3 in2 (1.5)DL Defl= 0.03 in
Data Beam Span 6.5 ft Reaction 1 LL 536# Reaction 2 LL 536#
Beam Wt per ft 6.17# Reaction 1 TL 833# Reaction 2 TL 833#
Bm Wt Included 40# Maximum V 833#
Max Moment 1353'# Max V(Reduced) 678#
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actuai Defl L/>1000
Attributes Section in' Shear inz TL Defl in LL Defl
Actual 30.66 25.38 0.07 0.04
Critical 12.07 4.91 0.33 0.22
Status OK OK OK OK
Ratio 39% 19% 22% 18%
Fb si Fv si E si x mil Fc� si
Values Refere�ce 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
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stabifity 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:40 Uniform TL: 50 =A
Par Unif LL Par Unif TL Start End
125 H =200 0 6.5
H
Uniform Load A
� �
R1 =833 R2 =833
SPAN=6.5 FT
Uniform and partial uniform laads are Ibs per lineal ft.
. U2Z
• BeamChek v2009 ticensed to: Weller Consulting Engineers, P.C. Reg#523465779
PLAN 3115 UPPER FLOOR FRAMING
H2 Date: 1/12/13
Selection 4x 10 DF-L#2 Lu=0.0 Ft
Conditians NDS 2005
Min Bearing Area R1=5.1 ina R2=5.1 inz (1.5)DL Defl= 0.03 in
Dafa Beam Span 5.5 ft Reaction 1 LL 2104# Reaction 2 LL 2104#
Beam Wt per ft 7.87# Reaction 1 TL 3157# Reaction 2 TL 3157#
Bm Wt Included 43# Maximum V 3157#
Max Moment 4340'# Max V(Reduced) 2272#
TL Max Defl L!240 TL Actual Defl L/849
LL Max Defl L/360 LL Actual Defl L/>1000
Atfributes Section in3 Shear in2 TL Defl i� LL Defl
Actual 49.91 32.38 0.08 0.04
C�itical 41.94 16.46 028 0.18
Status OK OK OK OK
Ratio 84% 51% 28% 24%
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
Adjustments CF Size Factor 1.200
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress NlA
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:240 Uniform TL: 300 =A
Par Unif LL Par Unif TL Start End
525 H=840 0 5.5
H
Uniform Load A
� 0
R1 =3157 R2 =3157
SPAN =5.5FT
Uniform and partial uniform foads are Ibs per lineal ft.
.
U23
BeamChek v2009 licensed to: Wel%r Consulting Engineers, P.C. Reg#5234-65779
PLAN 3115 UPPER FLOOR FRAMING
B 1 Date: 1/12/13
Selection (3)2x 12 HF#2 Lu =0.0 Ft
Condifions NDS 2005
Min Bearing Area R1=5.0 inZ R2=5.0 in2 (1.5)DL Defl= 0.08 in
Data Beam Span 12.0 ft Reaction 1 LL 1560# Reaction 2 LL 1560#
Beam Wt per ft 12.3# Reaction 1 TL 2024# Reaction 2 TL 2024#
Bm Wt Inciuded 148# Maximum V 2024#
Max Moment 6071 '# Max V(Reduced) 1708#
TL Max Defl L/240 TL Actual Defl L!571
LL Max Defl L/360 LL Actuai Defl �/825
Attributes Section in' Shear inz TL Defl in LL Defl
Actual 94.92 50.63 0.25 0.17
Critical 85.71 17.08 0.60 0.40
Status OK OK OK OK
Ratio 90% 34% 42% 44%
Fb si Fv si E si x mii Fc� si
Values Reference Vafues 850 150 1.3 405
Ad'usted Values 850 150 1.3 405
Adiustments CF Size Factor 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N!A
Cm Wet Use 1.00 1.00 1.00 1.00
C�Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:260 Uniform TL: 325 =A
Uniform Load A
0 0
R1 =2024 R2=2024
SPAN = I2FT
Uniform and partiai uniform loads are Ibs per lineal ft.
.
��
BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 3115 UPPER FLOOR FRAMING
B2 Date: 1/12/13
Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=4.3 in2 R2=3.6 in2 (1.5} DL Defl= 0.11 in Recom Camber-0.16 in
Data Beam Span 10.0 ft Reaction 1 LL 2194# Reaction 2 LL 1856#
Beam Wt per ft 6.83# Reaction 1 TL 2776# Reaction 2 TL 2354#
Bm Wt Inciuded 68# Maximum V 2776#
Max Moment 6067'# Max V(Reduced) 2265#
TL Max Defl L/240 TL Actual Defl L/319
LL Max Defl L/360 LL Actual Defl L/447
Attributes Section in' Shear inz TL Defl in LL Defl
Actual 42.19 28.13 0.38 0.27
Critical 30.34 14.16 0.50 0.33
Status OK OK OK OK
Ratio 72% 50% 75% 80%
Fb si Fv si E si x mii Fc� si
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2400 240 1.8 650
Adiustments Cv Volume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cf Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads
Par Unif LL Par Unif TL Start End
540 H =675 0 2.5
360 f =450 2.5 10.0
I
H
0 �
R1 =2776 R2=2354
SPAN = 10FT
Uniform and partial uniform loads are Ibs per lineal ft.
o �
.
BeamChek v2009 Ircensed to:WellerConsulting Engineers, P.C. Reg#5234-65779
PLAN 3115 UPPER FLOOR FRAMING
g3 Date: 1 J12/13
Selecfion 5-1/8x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=9.3 in2 R2=9.3 in2 (1.5) DL Defl= 0.19 in Recom Camber-0.28 in
Data Beam Span 17.5 ft Reaction 1 LL 4725# Reaction 2 LL 4725#
Beam Wt per ft 18.68# Reaction 1 TL 6070# Reaction 2 TL 6070#
Bm Wt inctuded 327# Maximum V 6070#
Max Mornent 26555'# Max V(Reduced) 5203#
TL Max Defl L/240 TL Actuai Defl L/336
LL Max Defl L!360 LL Actual Defl L/479
Attributes Section in' Shear in TL Defl in LL Defl
Actual 192.19 76.88 0.63 0.44
Criticai 133.32 32.52 0.88 0.58
Status OK OK OK OK
Ratio 69% 42% 72°/a 75%
Fb si Fv si E si x mil Fc� si
Values Reference Vafues 2400 240 1.8 650
Ad'usted Values 2390 240 1.8 650
Adiustments Cv Volume 0.996
Cd Duration 1.00 1.00
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:540 Uniform TL: 675 =A
Uniform Load A
� �
R1 =6070 R2=6070
SPAN = 17.5FT
Uniform and partial uniform toads are fbs per lineal ft.
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BeamChek v2009(icensed to:Weller Consulting Engineers, P.C. Reg#5234-65779
PIAN 3115 UPPER FLOOR FRAMING
B4 Date: 1/12/13
Selection (2)2x 12 HF#2 Lu =0.0 Ft
Conditions NDS 2005
Min Bearing Area R1= 1.8 in' R2= 1.$inz (1.5) DL DeB= 0.01 in
Data Beam Span 8.0 ft Reaction 1 LL 560# Reaction 2 LL .560#
Beam Wt per ft 8.2# Reaction 1 TL 733# Reaction 2 TL 733#
Bm Wt Included 66# Maximum V 733#
Max Moment 1466'# Max V(Reduced) 561 #
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actuai Defl L/>1000
Attributes Section in Shear inz TL Defl in LL Defl
Actual 63.28 33.75 0.04 0.03
Critical 20.69 5.61 0.40 0.27
Status OK OK OK OK
Ratio 33% 17% 10% 10%
Fb si Fv si E si x mil Fc� si
Values Reference Values 850 150 1.3 405
Ad'usted Values 850 150 1.3 405
Adjustments CF Size Factor 1.000
Cd Duration 1.00 1.00
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: 140 Uniform TL: 175 =A
Uniform l.oad A
0 0
R 1 =733 R2=733
SPAN =BFT
Uniform and partial uniform loads are Ibs per lineal ft.
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VL7
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BeamChek v2009 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 3115 UPPER FLOOR FRAMING
B5 Date: 1/12/13
Selection (3)2x 12 HF#2 Lu =0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=2.2 in2 R2= 1.9 in2 (1.5)DL Defl= 0.24 in
Data Beam Span 15.0 ft Reaction 1 LL 300# Reaction 2 LL 300#
Beam Wt per ft 12.3# Reaction 1 TL 907# Reaction 2 TL 760#
Bm Wt Included 185# Maximum V 907#
Max Moment 4335'# Max V(Reduced) 849#
TL Max Defl L J 240 TL Actual Defl L/593
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear inz TL Defl in LL Defl
Actual 94.92 50.63 0.30 0.07
Critical 61.20 8.49 0.75 0.50
Status OK OK OK OK
Ratio 64% 17% 40% 13%
Fb si Fv si E si x mil Fc� si
Values Reference Values 850 150 1.3 405
Ad'usted Values 850 150 1.3 405
Adiustments CF Siie Factor 1.000
Cd Duration 1.00 1.00
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:40 Uniform TL: 50 =A
Point TL Distance
B=733 6.0
Uniform Load A
Pt loads: 0
0 0
R1 =907 R2=760
SPAN= 15 FT
Uniform and partial uniform loads are Ibs per lineal ft.
. vz�
&
BeamChek v2009 licensed to:WellerConsulting Engineers, P.C. Reg#5234-65779
PLAN 3115 UPPER F�OOR FRAMING
gg Date: 1/12/13
Selection W 8x 28 36 ksi Wide Flange Steel Lateral Support: Lc=6.9 ft max.
Conditions Actual Size is 6-1I2 x 8 in.
Min Bearing Length R1=0.9 in. R2=0.9 in. (1.0) DL Defl= 0.19 in Recom Camber=0.28 in
Data Beam Span 19.5 ft Reaction 1 LL 5265# Reaction 2 LL 5265#
Beam Wt per ft 28.0# Reaction 1 TL 6854# Reactian 2 T� 6854#
Bm Wt Included 546# Maximum V 6854#
Max Moment 33414'# Max V(Reduced) N/A
TL Max Defl L/240 TL Actual Defl L/291
LL Max Defl L/360 LL Actual Defl L/379
Attributes Section in' Shear in TL Defl in LL Defl
Actual 24.3d 2.30 0.80 0.62
Criticai 16.88 0.48 0.98 0.65
Status OK OK OK OK
Ratio 69% 21% 82% 95%
Fb si Fv si E si x mil
Values Ref. Value Fy 36000 36000 29.0
Ad'usted Values 23760 14400 29.0
Adiustments YP Factor, Lc 0.66 0.40
Loads Uniform LL: 540 Uniform TL: 675 =A
Uniform Load A
0 �
R1 =6854 R2=6854
SPAN= 19.5 FT
Uniform and partial uniform loads are Ibs per fineal ft.
�
vz�
BeamChek v2009/icensed to:Weller Consulfing Engineers, P.C. Reg#5234-65779
PLAN 3115 UPPER FLOOR FRAMING
B7 Date: 1/12/13
Se%ction 8-3/4x 10-1/2 GLB 24F-V4 DFlDF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=7.0 in2 R2=7.0 in' (1.5) DL Defl= 0.19 in Recom Camber-0.29 in
Data Beam Span 16.0 ft Reaction 1 LL 3520# Reaction 2 LL 3520#
Beam Wt per ft 22.33# Reaction 1 TL 4579# Reaction 2 Tl. 4579#
Bm Wt Included 357# Maximum V 4579#
Max Moment 18314'# Max V(Reduced) 4078#
TL Max Defl L/240 TL Actual Defl L/310
LL Max Defl L/360 LL Actual Defl L/450
Altributes Section in' Shear in TL Defl in LL Defl
Actual 160.78 91.88 0.62 0.43
Critical 92.77 25.49 0.80 0.53
Status OK OK OK OK
Ratio 58% 28% 77% 80%
Fb si Fv si E si x mil Fc� si
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2369 240 1.8 650
Adiustmenfs Cv Volume 0.987
Cd Duration 1.00 1.00
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:440 Uniform TL: 550 =A
Uniform Load A
� 0
R1 =4579 R2=4579
SPAN= 16 FT
Uniform and partial uniform laads are Ibs per lineal ft.
�
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BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 3115 UPPER FLOOR FRAMING
B8 Date: 1112/13
Setection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=6.8 in� R2=6.8 in� (1.5)DL Defl= 0.72 in Recom Camber= 1.08 in
Data Beam Span 22.0 ft Reaction 1 LL 1265# Reaction 2 LL 1265#
Beam Wt per ft 22.42# Reaction 1 TL 4406# Reaction 2 TL 4406#
Bm Wt included 493# Maximum V 4406#
Max Moment 36826'# Max V(Reduced) 4117#
Tl.Max Defl L!240 TL Actual Defl L/306
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear in 7L Defl in LL Defl
Actual 276.75 92.25 0.86 0.14
Critical 167.51 22.38 1.10 0.73
Status OK OK OK OK
Ratio 61% 24% 78% 19%
Fb si Fv si E si x mil Fc� si
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2638 276 1.8 650
Adiustments Cv Volume 0.956
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:40 Uniform TL: 50 =A
Point TL Distance Par Unif LL Par Unif TL Start End
B=4579 11.0 75 H = 120 0 22.0
N
Uniform Load A
Pt loads: 0
Q d
R1 =4406 R2=4406
5PAN=22 FT
Uniform and paRial uniform loads are Ibs per lineal ft.
4
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U�I
BeamChek v2009 Gcensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 3115 UPPER FLOOR FRAMING
B9 Date: 1/14/13
Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=8.3 in2 R2= 10.5 in2 (1.5}DL Defl= 0.28 in Recom Camber=0.43 in
Data Beam Span 11.0 ft Reaction 1 LL 1591 # Reaction 2 �L 2755#
Beam Wt per ft 14.94# Reaction 1 TL 5363# Reaction 2 TL 6825#
Bm Wt Included 164# Maximum V 6825#
Max Moment 17198'# Max V(Reduced) 5730#
TL Max Defl L/240 TL Actual Defl L/353
LL Max Defl L i 360 LL Actual Defl L/>1000
Attributes Section in' Shear in2 TL Defl in) LL Defl
Actual 123.00 61.50 0.37 0.09
Critical 74.78 31.14 0.55 0.37
Status OK OK OK OK
Ratio 61% 51% 68% 25%
Fb si Fv si E si x mil Fc I si)
Values Reference Values 2400 240 1.8 650
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:240 Uniform TL: 300 =A
Point TL Distance Par Unif LL Par Unif TL Start End
B=2364 1.5
C=3630 7.5 488 I =780 7.5 11.0
�� �
Uniform Load A
Pt loads: 0 C�
� 0
R1 =5363 R2=6825
SPAN= 11 FT
Uniform and partial uniform loads are Ibs per lineal ft.
P
,
V3�-
BeamChek v2009 licensed to: Weller Consulfing Engineers, P.C. Reg#5234-65779
PIAN 3115 UPPER FLOOR FRAMING
Date: 1/14/13
Selection 3-1f8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2D05
Min Bearing Area R1=3.4 in2 R2=3.4 in2 (1.5) DL Defl= 0.18 in Recom Camber-0.28 in
Data Beam Span 12.0 ft Reaction 1 LL 1350# Reaction 2 LL 1350#
Beam Wt per ft 7.97# Reaction 1 TL 2208# Reaction 2 TL 2208#
Bm Wt Included 96# Maximum V 2208#
Max Moment 6624'# Max V(Reduced) 1886#
TL Max Defl L/240 TL Actual Defl L/382
LL Max Defl L/360 LL Actual Defl L/746
Attributes Section in' Shear(inz TL Defl in LL Defl
Actual 57.42 32.81 0.38 0.19
Critical 28.80 1025 0.60 0.40
Status OK OK OK OK
Ratio 50% 31% 63% 48%
Fb( si Fv( si E si x mil Fc I si
Values Reference Values 2400 240 1.8 650
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:225 Uniform TL: 360 =A
Uniform Load A
� 0
R1 =2208 R2=2208
SPAN= 12 FT
Uniform and partial uniform loads are Ibs per lineal ft.
�
� ��
a
BeamChek v2009 licensed to: WeHer Consulting Engineers, P.C. Reg#5234-65779
PLAN 3115 MAIN FLOOR FRAMING
TYPICAL JOIST Date: 1/12/13
Selection 2x 10 HF#2 @ 16 in oc Lu=0.0 Ft
Conditions NDS 2005, Repetitive Use
Min Bearing Area R1= 1.0 inz R2= 1.0 inz (1.5) DL Defl= 0.07 in
Data Beam Span 12.0 ft Reaction 1 LL 320# Reaction 2 LL 320#
Beam Wt per ft 0# Reactio� 1 TL 400# Reaction 2 TL 400#
Bm Wt Included 0# Maximum V 400#
Max Moment 1200'# Max V(Reduced) 349#
TL Max Defl L/240 TL Actual Defl L/542
LL Max Defl L/360 LL Actual Defl L/745
Attributes Section in' Shear in2 TL Defl in LL Defl
Actual 21.39 13.88 0.27 0.19
Critical 13.39 3.49 0.60 0.40
Status OK OK OK OK
Ratio 63% 25% 44% 48%
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
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
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:53 Uniform TL: 67 =A
Uniform Load A
0 0
R1 =400 R2=400
SPAN= I2FT
Uniform and partial uniform loads are Ibs per lineal ft.
,
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BeamChek v2009 licensed to:Welter Consulting Engineers, P.C. Reg#5234-65779
PLAN 3115 MAIN FLOOR FRAMING
TYPICAL BEAM Date: 1/12/13
Selecfion 4x 8 DF-L#2 Lu =0.0 Ft
Conditions NDS 2005
Min Bearing Area R1=2.7 inz R2=2.7 in� (1.5}DL Defl= 0.02 in
Data Beam Span 5.5 ft Reaction 1 Ll. 1320# Reaction 2 LL 1320#
Beam Wt per ft 6.17# Reaction 1 TL 1667# Reaction 2 TL 1667#
Bm Wt Included 34# Maximum V 1667#
Max Moment 2292'# Max V(Reduced) 1341 #
TL Max Defl L/240 TL Actual Defl L/853
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear in2 TL Defl in LL Defl
Actual 30.66 25.38 0.08 0.06
Critical 23.51 10.84 0.28 0.18
Status OK OK OK OK
Ratio 77% 43% 28°!0 30%
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
Adiustments CF Size Factor 1.300
Cd Duration 1.00 1.00
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
toads Uniform LL:480 Uniform TL: 600 =A
Uniform Load A
0 0
R1 = 1667 R2= 1667
SPAN =5.5FT
Uniform and partial uniform foads are Ibs per lineal ft.