3240 Engineering Calcs STRUCTURAL DESIGN
FOR
PLAN 3240
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.
41
OA
AL
E.�. s
WELLER CONSULTING PROJECT NO. 13-024
21925 8TH PL W DATE 04/24/13
BOTHELL, WA 98021 PREPARED BY Mark Weller, P.E.
(425)488 - 9868
(425)486 -6715 FAX
STRUCTURAL DESIGN
FOR
PLAN 3240
PIERCE CO., 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.
? L ,........
40910 4t
��Ola"TE4} 4�,
rs s 04/25//
WELLER CONSULTING PROJECT NO. 13-024
21925 8TH PL W DATE 04124113
BOTHELL, WA 98021 PREPARED BY Mark Weller. P.E.
(425) 488 -9868
(425)486 -6715 FAX
DESIGN CRITERIA
PER THE 2012 INTERNATIONAL BUILDING CODE
EARTHQUAKE PER SECTION 1613
Design Per ASCE 7-10
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= 1.30 per USGS S, =0.45 per USGS
Site Class D (Default) Seismic Design Category D
R=6.5 from Table 12.2-1 Risk Category 11 from Table 1.5-1
1,= 1.00 from Table 1.5-2
Cs=0.1333 per Section 12.8.1.1
WIND DESIGN PER SECTION 1609(Allowable Stress Design)
Design per ASCE 7-10 Section 28.6
Design Wind Pressure: Ps=X * 1,* KzT * PS30
where: X=Exposure Factor
KzT=Topographic Factor
Ie=Importance Factor
PS30=Base Design Pressure
Site/Project Specific Values:
Basic Wind Speed= 110 mph(V,,,,)
X= 1.40 Exposure "C" (<30') "Urban Clustered Area"
KzT= 1.00
I':= 1.00
PS30=see ASCE 7-10,Figure 28.6.1
STANDARD DESIGN INFORMATION
The information described below is to be used unless otherwise noted on the plans
WOOD DESIGN per Section 2301,Allowable Strength Design,AF&PA SDPWS 2008&AF&PA NDS 2012
when applicable;per 2308 Conventional Light-Frame Construction
MINIMUM NAILING REQUIREMENTS per Table 23049.1
ANCHOR BOLTS:
518"0 x 10",A307 or better,w/7"min. Embedment. V= 1328#/bolt
CONCRETE DESIGN per Chapter 19&ACI 318-11
Concrete: f,=2500 psi
Rebar: fy=40,000 psi
MISCELLANEOUS HARDWARE
SIMPSON Strong-Tie Connectors or equal
`
`
SHEAR SCHEDULE
WALL
. (SEE ANSI/AF& PA S0PWS-2U08 Table 4.3A&Section 4I3
All shear walls to be sheathed from top plate to bottom plate.Block all panel edges.
Nail spacing is for all panel edges. Space nails @ {2"oz.along iotrooediaxe framing members.
SW-6 v=3G0ply 7/l6"0SB. x/8d(U.l3|"0)common nails d&6"o.c.
Anchorage(interior walls only)to SINGLE joist orblkgbelow: 16d(box)ed4"oz.
0W-4 p=56O p|[ 7/l6"O8B.w/8d(0.|31"0)common nails @4"n.o.
Anchorage(interior walls only)to4x(miu.)BEAM orb|kgbelow: 16d(box)6d3"oz.
NOTE: use min 3" nominal studs*adjoining panel edges
SW-3 r=7l5p|[ 7/|6"0BB`w/8d(0.l3l"0)common nails @3"o.c.
Anchorage(interior walls only)to4x(uiu.)BEAM orh|kgbelow: 16d(hos)6J2"o.c.
NOTE: use min 3" nominal studs g adjoining panel edges
SW-2 r=950p|f 7/{6"OSB,w/8d(8.|3{"0)common nails @2"oz.(utuggcred)
Anchorage(interior walls only)tn4x(oiuj BEAM or6lkgbelow:
X"z4k" 8DS SCREWS @3"o.c.
NOTE: use min 3" nominal studs @ adjoining panel edges
The shear values above are based upon the use of 8d common nails with a full head,a shank diameter of
0.1J1",and o minimum penetration oy1.375''. From Table 4,3/kuse 15/32; 8d values with ouAJ
rmduxduo for Hem-Fir& 1.4 increase for wind.
1061 &81G"U.C.
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NAILING
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WELLER CONSULTING JOB NAME PLAN 3240
ENGINEERS,P.C.
w c JOB NUMBER 13-024 PREPARED BY MW
21925 8TH PL W• BOTHELL, WA 98021 DATE 4/24 13 — SHEET NO. L 6 OF L_(
PH. (425)488-9868• FAX(425)486-6715
TRUSSES FER FLAN WINDOW/POOP,
FRAMING
8,1 (0.131)a ro"O.C.
ROOF SHEATHING WINDOW/POOP
HEADER
VENTED 13LOCKING f-KOVIDE (2) KOW5 OF
Hl 0 24"O.C. bd 0 2"O.C. SHEAK
WALL TO HEADER
DETAIL A
CiL
DETAIL [3
WELLER CONSULTING JOB NAME PLAN 3240
ENGINEERS, P.C.
wc
JOB NUMBER 13-024 PREPARED BY MW
DATE 4!241 13 SHEET NO. L- l OF L.I Q
21 925 8TH PL W• BOTHELL,WA 98021
PH. (425)488 -9868 • FAX(425)486-6715
-- _ WINDOW DOOR
(2)2x_HF#25TUD5
1
HEADED HTT5 HOLDOWN
55TB16
RIM J015T WI SOLID BLOCKING
SILL PLATE
Z
r-
WINDOW t DOOR
_ FRAMING
ua Q
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c)
Z W m
V— j
L ADD C516 5TKAP FULL
w w WIDTH OF 5HEAK WALL
_ PLUS 16"END LENGTH, (��'( A (1 ('�
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w 55TB16
P.T. SILL PLATE
DETAIL C
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DETAIL E
WELLER CONSULTING JOB NAME PLAN 3240
ENGINEERS,P.C.
w c
JOB NUMBER 13-024 PREPARED BY MW
DATE 4/24/ 13 SHEET NO. t_t OF
21925 8TH PL W• BOTHELL,WA 98021
PH. (425)488-9868 • FAX(425)486-6715
4X6DF#2
HDQB HOLDOWN
55T 1328
KIM J015T W/501-11) BLOCKING
51LL PLATE
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WELLER CONSULTING JOB NAME PLAN 3240
w c ENGINEERS,P.C. JOB NUMBER 13-024 PREPARED BY MW
!
21925 8TH PL W• BOTHELL.WA 98021 DATE 4124 13 SHEET NO, Ll 5 OF
PH. (425)488-9868• FAX(425)486-6715
%"0 CARRIAGE BOLT5C 30"
O.C.STAGGERED EACH 51DE OF
THE WEB f W8 x 2&
(2)2 X_HF#2 TO'ELATE /
A5 REQUIRED ff
(TO MATCH FLANGE WIDTH)
Y2"0 x 6°LAG L30LT
EACH 51DE OF WE5
1-YI21 CA L WOOD TO 5TE E L t'05T PER PLAN
CONNECTION
TYFICAL WOOD F05T TO
STEEL 13EAMI DETAIL
4 x 6 DF#2 P05T
6x6DF#2
�- 4x6DF#2
5/a"0THRU BOLT,
(4) TOTAL REOT)
ADD C516, } L=3'-0'•
TYFICAL 133RACKET
CONNECTION DEVIL
PLAN 3240 ROOF FRAMING
GT1 (FOR REACTION ONLY) Date: 5/06/13
Selection
Conditions ND82O12
Min Bearing Area R1 5.9 in z R2 6.7 in`
Data Beam Span 40.0 ft Reaction I LL 1289# Reaction 2 LL 1411 #
Beam Wt per ft 2989# Reaction I TL 3817# Reaction 2 TL 4383#
Bm Wt Included 1196# Maximum V 4383#
Max Moment 54365'# Max V(Reduced) 4164#
TL Max Dell L/240 TL Actual Defl L/260
LL Max Defi L/360 LL Actual Defl L/>1000
Attributes Secti �
Actual 492.00 123,00 1.85 0,41
ChUoo| 270.19 22.63 2.00 1.33
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fcj-(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2414 276 1.8 650
Adjustments Cv Volume 0.875
Cd Duration 1.15 1A5
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1,00 1.00 1.00
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL 50 Uniform TL 80 =A
Point TL Distance Par Unif LL Par Unif TL Start End
C= 1O58 27.0
Uniform Load A
Pt loads:
R1 =3817 R2=4383
SPAN =4OFT
Uniform and partial uniform loads are|bs per lineal ft,
BeamChek v2012 licensed to: WellerConsulting Engineers, PC, Reg#5234-65779
PLAN 3240 ROOF FRAMING
GT2(FOR REACTION ONLY) Date: 500U3
Selection
Conditions NDG2O12
Min Bearing Area R1 4,2 in a R2 4.2 in z (15) ULD 8 1,00 in Recom Camber= 150 in
Data Beam Span 40,0 ft Reaction I LL 1500# Reaction 2 LL 1500#
Beam Wt per ft 17.09# Reaction I TL 2742# Reaction 2 TL 2742#
Max Moment 27417W Max V(Reduced) 2485#
TL Max Defl L/240 TL Actual Defl L/265
LL Max Defl L/360 LL Actual Defi L/594
Attributes Section
Actual 263,67 70.31 1,81 0.81
Critical 128.85 13,50 2.00 1.33
Status OK OK OK OK
Ratio
b(psi) Fv(psi) E (psi x mil) Fc-L(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2553 276 18 650
Adjustments Cv Volume 0.925
Cd Duration 1.15 1.15
Cr Repetitive 1.00
Ch Shear Stress NIA
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb 0.00 Le O00 Ft
Loads Uniform LL: 75 Uniform TL: 12O =A
Uniform Load A
R1 =2742 R2=2742
SPAN =4OFT
Uniform and partial uniform loads are|be per lineal ft.
BeamChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779
PLAN 3240 ROOF FRAMING
GT3(FOR REACTION ONLY) Date: 5/06/13
Selection
Conditions NDS2O12
Min Bearing Area R1 28i2 R2 28i ` (15) DLDM 0.16 in
Data Beam Span 11.0 ft Reaction 1 LL 688# Reaction 2 LL 688
Beam Wt per ft 674# Reaction I TL 1137# Reaction 2 TL 1137
Bm Wt Included 74# Maximum V 1137#
Max Moment 3127'# Max V(Reduced) 978#
LL Max Defl L/360 LL Actual Defl L/826
Attributes Section ,
Actual 4218 2735 0,32 0.16
Chdco|
Status OK OK OK OK
Ratio
b(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 850 150 1.3 405
Adjusted Values 1075 173 1.3 405
8dfustments 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
Cl Stability 1.0000 Rb 0,00 Le 0.00 Ft
Loads Uniform LL: 125 Uniform TL: 2O0 =A
Uniform Load A
R1 = 1137 R2 = 1137
SPAN= 11 FT
Uniform and partial uniform loads are|bm per lineal ft.
PLAN 3240 ROOF FRAMING
GT4(FOR REACTION ONLY) Date: 5/06/13
Selection
Conditions NDS2O12
Min Bearing Area R1 4.0 in" R2 4.0 in 2 (1.5)DLD 8 OOO in
Data Beam Span 8.0 ft Reaction 1 LL 1000# Reaction 2 LL 1000#
Beam Wt per ft 6,74# Reaction I TL 1627# Reaction 2 TIL 1627#
Max Moment 3254'# Max V(Reduced) 1313#
TL Max Defl L/240 TL Actual Defl L/553
LL Max Defl L/360 LL Actual Defl L/>1000
Attfibutes Section s
Actual 42.78 2T75 0.17 0.09
Chhcu} 36.31 11.42 0.40 0.27
Status OK OK OK OK
Ro8n
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 850 150 1.3 405
Adjusted Values 1075 173 13 405
Adjustments 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform ILL 25U Uniform TL40U =A
R1 = 1627 R2= 1627
SPAN=8FT
Uniform and partial uniform loads are!bu per lineal ft,
BeamChek v2012 licensed to:Weller Consulting Engineers, PC, Reg#5234-65779
PLAN 3240 ROOF FRAMING
GT5(FOR REACTION ONLY) Date: 5/06/13
Selection
Conditions ND82U12
W1in BearingArea R1= 1.9in' R2=2.5in' (1.5) DLDeD= 0.68 in RecomCamber= 1.02 in
Data Beam Span 20.0 ft Reaction I LL 531 # Reaction 2 LL 644#
Beam Wt per ft 9.11 # Reaction I TIL 1217# Reaction 2 TIL 1637#
Max Moment 8336 # Max V(Reduced) 1508#
TL Max Def! L/240 TL Actual Defi L/254
LL Max Defl L/360 LL Actual Def! L/903
Attributes Section i
8otuo} 75.00 37,50 O95 O27
Chdoe| 3614 8.19 1.00 0,67
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E (psi x mil) Fc-L(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2760 276 1.8 650
Adjustments 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
Cl Stability 1.0000 Rb O00 Le 0.00 Ft
Loads
Point TL Distance Par Unif ILL Par Unif TL Start
75 | = 12U 13.0 20.0
Pt loads:
R1 = 1217 R2= 1037
SPAN=20FT
Uniform and partial uniform loads are|bm per lineal ft.
. - Engineers, PC. Reg#5234-65779
PLAN 3240 ROOF FRAMING
TYPICAL HEADER Date:4/23/13
Selection
Conditions NDS2O12
Min Bearing Area R1 09i ' R2 O0i ' (15)DLD8 0.02 in
Data Beam Span 6.5 ft Reaction I LL 325# Reaction 2 LL 325#
Beam Wt per ft 6A7# Reaction 1 TL 540# Reaction 2 TL 540#
Max Moment 878W Max V(Reduced) 440#
TL Max Defi L/240 TL Actual Defl L/>1000
LL Max Dell L/360 LL Actual Defl L/>1000
Attfibutes Section
Actual 30,66 25.38 O04 0.02
Critical
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 900 180 1.6 625
Adjusted Values 1346 207 16 625
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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL: 10O Uniform TL: 16O =A
Uniform Load A
RI 540 R2=540
SPAN =S.5FT
Uniform and partial uniform loads are lba per lineal ft.
BeamChek v2012 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 Vl
PLAN 3240 ROOF FRAMING
HI Date:4/23/13
Selection 4x 10 DF-L#2 Lu=0.0 Ft
Conditions NDS 2012
Min Bearing Area R1=4.2 in 2 R2=4.2 in2 (1.5) DL Defl= 0.05 in
Data Beam Span 6.5 ft Reaction I LL 1625# Reaction 2 LL 1625#
Beam Wt per ft 7.87# Reaction 1 TL 2626# Reaction 2 TL 2626#
Bm Wt Included 51 # Maximum V 2626#
Max Moment 4267'# Max V(Reduced) 2003#
TL Max Defl L/240 TI-Actual Defl L/747
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in 3) Shear QnD TL Defl(in) LL Defl
Actual 49.91 3238 0.10 0.05
Critical 41.22 14.51 0.33 022
Status OK OK OK OK
Ratio 83% 45% 32% 25%
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 900 180 1.6 625
Adjusted Values 1242 207 1.6 625
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
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:500 Uniform TL 800 =A
Uniform Load A
R1 =2626 R2=2626
SPAN=6.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
' Consulting Engineers,
PLAN 3240 UPPER FLOOR FRAMING
GT0(FOR REACTIONS ONLY Date:4/23U3
Selection
Conditions NDS2D12 �
Wiin8eohngArea Ri=22in' R2=22in2 (1.5) DLDe8= 0.53 in Recom Camber=U79in
Data Beam Span 22.0 ft Reaction 1 LL 825# Reaction 2 LL 825#
Beam Wt per ft 9A1 # Reaction 1 TL 1420# Reaction 2 TL 1420#
Max Moment 7811 '# Max V(Reduced) 1291 #
TL Max Dell L/240 TL Actual Defl L/260
LL Max Defl L/360 LL Actual Defl L/542
Aftr8utes Section
Actual 75,00 37.50 1 01 0.49
Ch8oa| 33.96 7.02 1.10 O73
Status OK OK OK OK
Ratio
b(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 2400 240 1.8 650
Adjusted 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL: 75 Uniform TL: 120 =A
Uniform Load A
R1 = 1420 B2= 1420
SPAN=22FT
Uniform and partial uniform loads are|bo per lineal ft.
. Reg#5234-65779
PLAN 3240 UPPER FLOOR FRAMING
ST7(FOR REACTIONS ONLY Date:4/23/13
Selection
Conditions NOG 2O12 �
Min Bearing Area R1 1.6 i " R2 1.6 i z (1,5)DL Defl 0.33 in Recom Camber=
Data Beam Span 16.0 ft Reaction 1 LL 600# Reaction 2 LL 600#
Beam Wt per ft 6.83# Reaction 1 TL 1015# Reaction 2 TL 1015#
Max Moment 4059W Max V(Reduced) 920#
TL Max Defl L/240 TL Actual Defl L/292
Attributes Section
Actual 42.19 28A3 0.66 0,32
Critical IT65 5.00 0.80 0.53
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 2400 240 1.8 650
Adjusted 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
Cl Stability 1.0000 Rb O00 Le 0.00 Ft
Loads Uniform LL: 75 Uniform TL: 120 =A
Uniform Load A
R1 = 1015 R2 = 1015
SPAN = 1GFT
Uniform and partial uniform loads are/bm per lineal ft.
`
^
PLAN 3240 UPPER FLOOR FRAMING
TYPICAL JOIST Date:4/23/13
Conditions NDS2012. Repetitive Use
[NinB*ehn A R1= 1.3in" R2= 13i z (15) DLDo0 013i
Data Beam Span 16.0 ft Reaction I LL 427# Reaction 2 LL 427#
Beam Wt per ft 0# Reaction 1 TL 533# Reaction 2 TL 533#
Max Moment 2133 # Max V(Reduced) 471 #
TL Max Defl 1-1240 TL Actual Deft L/411
LL Max Defi L/360 LL Actual Defi L/566
Attributes Section
Actual 31.64 16.88 0.47 0.34
Chdue| 26.19 471 O80 0.53
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 850 150 1.3 405
Adjusted Values 978 150 13 405
Adjustments 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL:53 Uniform TL: 67 =A
Uniform Load A
RI =533 R2 =533
SPAN = 16FT
Uniform and partial uniform loads are|ba per lineal ft,
^
. ~ Engineers, PC. Reg#5234-65779
PLAN 3240 UPPER FLOOR FRAMING
TYPICAL HEADER Date:4/2313
Selection
Conditions NDG2O12
/Win 8earingAma R1= 1.3inz R2= 1.3in' (1.5) DLDaO= 0.05 in
Data Beam Span 65 ft Reaction I LL 374# Reac
Max Moment 1353'# Max V(Reduced) 678#
TL Max Dell L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section
Actual 30.66 2538 0.08 0.03
ChUoa| 1207 4.91 0.33 0.22
Status OK OK OK OK
Ratio
b(psi) Fv(psi) E (psi x mil) Fc-L(psi)
Values Reference Values 900 180 1.6 625
Adjusted Values 1346 207 1.6 625
A(fiustments 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL:75 Uniform TL: 120 =A
Par Unif LL Par Unif TL Start :IHnd��
1 =8U O 6.5
Uniform Load A
R1 =833 R2=833
SPAN=U.5FT
Uniform and partial uniform loads are lbs per lineal ft,
^ ^----�
PLAN 3240 UPPER FLOOR FRAMING
TYPICAL HEADER Date:4/23/13
Selection
Conditions NDS2O12
MinBearingArea R1=3.6in' R2 3.6 in a (15
Data Beam Span 3.5 ft Reaction 1 LL 1435# Reaction 2 LL 1435#
Beam Wt per ft 6A7# Reaction 1 TL 2251 # Reaction 2 TL 2251 #
Max Moment 1969 # Max V(Reduced) 1474#
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section
Actual 30.66 2538 0.03 0.02
Critical 17.56 10.68 OA8 0.12
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 900 180 1.6 625
Adjusted 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL:320 Uniform TL: 400 =A
500 H=8UU U 3.5
1=8U U 3.5
Uniform Load A
R1 =2251 R2=2251
SPAN=3.5FT
Uniform and partial uniform loads are|bs per lineal ft.
'
. .
PLAN 3240 UPPER FLOOR FRAMING
H2 Date:4/23/13
Conditions NDS2012
K8in 8mahnQAr o 01=2,4 inz R2=3.8 inz (1.5) DLUeU= 0.10 in
Data Beam Span 8.5 ft Reaction 1 LL 452# Reaction 2 LL 930#
Beam Wt per ft 957# Reaction 1 TL 1473# Reaction 2 TL 2238#
Bm Wt Included 81 # Maximum V 2238#
Max Moment 5452'# Max V(Reduced) 1817#
TL Max Defl L/240 TL Actual Defl L/785
LL Max Defi L/360 LL Actual Defl L/>1000
Attributes Section
Actual 73.83 39.38 0.13 0.03
Critical 57.47 13.16 0.43 0.28
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E (psi x mil) Fc-L(psi)
Values Reference Values 900 180 1.6 625
Adjusted 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads
Point TL Distance Par.Unif LL Par Unif TL Start E=nd
275 | =44O 4.25 8.5
Ftloads:
RI = 1473 R2 =2238
SPAN=8,5FT
Uniform and partial uniform loads are|bs per lineal ft.
BearnChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779
PLAN 3240 UPPER FLOOR FRAMING
H3 Date: 5/U0/ 3
Selection
Conditions NDS2012 �--
Min Bearing Area R1 5.7 in' R2 6.4 in' (15) DLUe8 0.28 in Recom Camber=
Data Beam Span 16.5 ft Reaction 1 LL 2580# Reaction 2 LL 2672#
Beam Wt per ft 1139# Reaction 1 TL 3736# Reaction 2 TL 4147#
Max Moment 16762'# Max V(Reduced) 3576#
TL Max Defi L/240 TL Actual Defl L/319
LL Max Defl L/360 LL Actual Defl L/588
Attributes Section
Actual 117.19 4&88 0,62 0.34
Critical 72.88 19.44 0,83 O55
Status OK OK OK OK
Ro§n
b(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2760 276 1.8 650
Adjustments 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL:260 Uniform TL: 325 =A
Point TL Distance Par Unif LL Par Unif TL — Start :6n�d
75 | = 12O 11.0 16.5
Uniform Load A
Pt loads: Fol
Loi
R1 =3736 R2 =4147
SPAN = 1G�5FT
Uniform and partial uniform loads are lbs per lineal ft.
-
, ~ Eng—'--' PC. —~ -_- _ 7-
PLAN 3240 UPPER FLOOR FRAMING
H4 Date:4/23/13
Selection 3-1/8x 9 GLIB 24F-V4 DFIDF Lu=0.0 Ft
Conditions NDS2812
Min Bearing Area R1 08inz R2 75i z (15)DLDe0 0.16 in Recom Camber=0.23 in
Data Beam Span 6.5 ft Reaction 1 LL 2383# Reaction 2 LL 1807#
Beam Wt per ft 683# Reaction 1 TL 4406# Reaction 2 TL 4897#
Max Moment 8010W Max V(Reduced) 4588#
TL Max Def! L/240 TL Actual Defi L/325
LL Max Defl L/360 LL Actual Def! L/928
8ftributes Section
Actual 42.19 28.13 0.24 0.08
Critical 34.83 24.94 033 012
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 2400 240 1.8 650
Adjusted 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
Cl Stability 1.0000 Rb O00 Le 0.00 Ft
Loads Uniform LL:260 Uniform TL: 325 =A
Point TIL Distance Par Unif LL Par Unif TL Start
/ =8O O 6.5
Uniform Load A
Pt loads:
R1 =4406 R2=4897
SPAN=B.5FT
Uniform and partial uniform loads are|bs per lineal ft.
BeamChek v2012 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 3240 UPPER FLOOR FRAMING
B1 Date:4/23/13
Selection 6x 12 DF-L#2 Lu=0.0 Ft
Conditions NDS 2012
Min Bearing Area R1=3.5 in' R2=2.3 in' (1.5) DL Defl= 0.18 in
Data Beam Span 12.0 ft Reaction I LL 975# Reaction 2 LL 525#
Beam Wt per ft 15,37# Reaction 1 TL 2160# Reaction 2 TL 1440#
Bm Wt Included 184# Maximum V 2160#
Max Moment 6922W Max V(Reduced) 1838#
TL Max Defl L/240 TL Actual Deft L/591
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(in 3) Shear(W) TL Defl(in) LL Defl
Actual 12123 6125 0.24 0.07
Critical 82.54 1410 0.60 0.40
Status OK OK OK OK
Ratio 68% 22% 41% 17%
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 875 170 1.3 625
Adjusted Values 1006 196 1.3 625
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
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads
Point TL Distance Par Unif LL Par Unif TL Start End
B= 1015 6.0 200 H=320 0 6.0
50 1 =80 6.0 12.0
H
Pt loads:
R1 =2160 R2= 1440
SPAN= 12 FT
Uniform and partial uniform loads are lbs per lineal ft.
° ----- '--1-'----~ ~^ —`^~ ~~~~~''^~ure~ ~ . . .~x-5234_6577=
PLAN 3240 UPPER FLOOR FRAMING
B2 Date:4/23/ 3
Conditions NDS2012
Min Bearing Area R1 22 in' R2 2,2 in (1 5} DLDe8 0.18 in
Data Beam Span 1&0 ft Reaction 1 LL 800# Reaction 2 LL 800#
Beam Wt per ft 15.37# Reaction 1 TL 1403# Reaction 2 TL 1403#
Max Moment 5612W Max V(Reduced) 1235#
TL Max Defl L/240 TL Actual Defl L/555
LL Max Defl L/360 LL Actual Def! L/>1000
Attributes 8 }
Actual 121.23 63,25 0.35 0.16
Critical
Status OK OK OK OK
Ratio
b(psi) Fv(psi) E (psi x mil) Fc-L(psi)
Values Reference Values 875 170 1.3 625
Adjusted Values 1006 196 1.3 625
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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL: 1O0 Uniform TL: 160 =A
Uniform Load A
R1 = 1483 R2= 1403
SPAN = 18FT
Uniform and partial uniform loads are|ba per lineal ft,
u BeamChek v2012 licensed to:Weller Consulting—~'-- PC. –" ---4 — 7-
PLAN 3240 UPPER FLOOR FRAMING
B3 Date:4/23/13
Selection W 8x 28 50 ksi Wide Flange Steel Lateral Support: Le=5:9=ftmax]
Conditions Actual Size isG-1/2x8in.
Min Bearing Length R1 UAi R2 OQi
Data Beam Span 195 ft Reaction I LL 5265# Reaction 2 LL 5265#
Beam Wt per ft 2&0# Reaction 1 TL 6854# Reaction 2 TL 6854#
Max Moment 33414W Max V(Reduced) N/A
TL Max Defl L/240 TL Actual Defl L/291
LL Max Defi L/360 LL Actual Defl L/379
Attributes Section
Actual 24.30 Z30 0.80 0.62
Critical
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil)
Values Ref.Value Fy 50000 50000 29.0
Adjusted Values 33000 20000 29.0
Adiustments YP Factor, Lc 0.66 0.40
Loads Uniform LL:54O Uniform TL: 675 =A
Uniform Load A
R1 =6854 R2=6854
SPAN = 1Q.5FT
Uniform and partial uniform loads are|bm per lineal ft.
~
� _____ '--_'..~.... Weller Consulting Engineers, PC. '"'g#5234-65779 �---�
PLAN 3240 UPPER FLOOR FRAMING
B4 Date:4/23/ 3
Selection
Conditions NDS2O12 ��---
Min Bearing Area B1=7.6 in" R2= TG in (1.5) DLDeO= O.18 in Recom Camber=O28 in
Data Beam Span 1&0 ft Reaction I LL 3840# Reaction 2 LL 3840#
Beam Wt per ft 19,68# Reaction 1 TL 4957# Reaction 2 TL 4957#
Max Moment 19830'# Max V(Reduced) 4338#
TL Max Defi L/240 TL Actual Defi L/331
LL Max Defl L/360 LL Actual Defi L/475
Attributes Section
Actual 162.00 81.00 0.58 0.40
Critical 99.18 27A1 0.80 0.53
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E (psi x mil) Fc-L(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2399 240 1.8 650
8diustments 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL:48O Uniform TL: 600 =A
Uniform Load A
R1 =4857 R2=4957
SPAN= 1SFT
Uniform and partial uniform loads are|ba per lineal ft.
~
^ -'--- --------^~ ~~~' ~~~~~',,~w~~~~ ' ~ ' eg~5234-6577"
PLAN 3240 UPPER FLOOR FRAMING
uu Date:4/23/13
Conditions NOS 2012
Min Bearing Area R1 47in' R2=47in" (15) DLDefl 0,1 in Recom Camber--0.21 in
Data Beam Span 12.0 ft Reaction I LL 2400# Reaction 2 LL 2400#
Max Moment 9202W Max V(Reduced) 2684#
TL Max Def! L/240 TL Actual Defl L/306
LL Max Defi L/360 LL Actual Defi L/433
Attributes Section
Actual 69.19 46.13 0.47 0.33
Chhoa| 4601 16.77 0.60 0.40
Status OK OK OK OK
Ratio
b(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 2400 240 1.8 650
Adjusted 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL:4OO Uniform TL: 5OO =A
Uniform Load A
RI =3067 R2=3067
SPAN= 12FT
Uniform and partial uniform loads are|ba per lineal ft,
~
' BeamChek v2012--_- _ We_ -__--`,_=~~~~ . ~` .
PLAN 3240 UPPER FLOOR FRAMING
B6 Date:4/23/ 3
Selection F5-1/8x 16-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions ND82O12
Min Bea
Data Beam Span 20.0 ft Reaction 1 LL 4917# Reaction 2 LL 4224#
Max Moment 30080'# Max V(Reduced) 5429#
TL Max Defi L/240 TIL Actual Defl L/331
LL Max Defl L/360 LL Actual Defi L/477
Attributes Section
Actual 232.55 84.56 0,72 0.50
Critical 154.51 33.93 1.00 0.67
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2336 240 1.8 650
Adjustments Cv Volume 0.973
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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads
Par Unif LL Par Unif TL Start
380 /=475 11.0 20.0
R1 =6351 w2=5485
SPAN=2OFT
Uniform and partial uniform loads are|be per lineal ft.
~
v _-___ '--1-'---`~^^ '`~^~ `~~~~~,~ur~" + P`^ ' ev#5234-65779
PLAN 3240 UPPER FLOOR FRAMING
B7 Date:4/23/13
Conditions ND82D12
Min
Data Beam Span 13.5 ft Reaction 1 LL 3645# Reaction 2 LL 3645#
Beam Wt per ft 16.81 # Reaction 1 TL 6391 # Reaction 2 TL 6391 #
Max Moment 21570'# Max V(Reduced) 5326#
TL Max Defi L/240 TL Actual Defl L/354
LL Max Defi L/360 LL Actual Defl L/757
Attfibutes Section
Actual
Critical
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 2400 240 1.8 650
Adjusted 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL:500 Uniform TL: 800 =A
| =8O O 13.5
Uniform Load A
R1 6391 R2=6391
SPAN = 115FT
Uniform and partial uniform loads are lbs per lineal ft.
�
'
' _-___ .---_---- _ ._'_ ____—= _=--_— P_ Re g#5234-65779
PLAN 3240 UPPER FLOOR FRAMING
B8 Date:4/23/13
Conditions NDS2O12
K4i Beeh Area R1 1 7 i z R2 1 7in" (1.5) DLQe8 0.18 in
Data Beam Span 13.0 ft Reaction 1 LL 650# Reaction 2 LL 650#
Beam Wt per ft 7.87# Reaction 1 TL 1091 # Reaction 2 TL 1091 #
Max Moment 3546W Max V(Reduced) 962#
TL Max Defl L/240 TL Actual Defi L/445
LL Max Defl L/360 LL Actual Defi L/898
Attributes Section
Actual 49.91 32.38 O35 OA7
Critical
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 900 180 1.6 625
Adjusted 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 N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL: 1OO Uniform TL: 160 =A
Uniform Load A
R1 = 1091 R2= 1091
SPAN = 13FT
Uniform and partial uniform loads are|ba per lineal ft.
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PLAN 3240 UPPER FLOOR FRAMING
B9 Date:4/23n3
Conditions NDS2O12
KA|n BemhngAr a R1=0Jin' R2=07in' (1.5) DLDeO= 0.03 in
Data Beam Span 10.0 ft Reaction 1 LL 250# Reaction 2 LL 250#
earn Wt per ft T87# Reaction I TL 439# Reaction 2 TL 439#
Max Mor
Max Moment 1098'# Max V(Reduced) 372#
FTLMax Dell L/240 TL Actual Defl L/>1000
Attributes Section
Actual 4991 32.38 0.06 0.03
ChUoa/ 10.61 2.69 O50 0.33
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 900 180 1.6 625
Adjusted Values 1242 207 1.6 625
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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL: 5O Uniform TL: 8O =A
Uniform Load A
R1 439 R2 439
SPAN= 1OFT
Uniform and partial uniform loads are/ba per lineal ft.
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PLAN 3240 MAIN FLOOR FRAMING
TYPICAL JOIST Dote:4/I3/13
Conditions NDD2O12. Repetitive Use
/Nin 8eah Araa R1 1 Oinz R2 1.0 in' (1.5)DLDoO
Data Beam Span 12.0 ft Reaction 1 LL 320# Reaction 2 LL 320#
Beam Wt per ft 0# Reaction 1 TL 400# Reaction 2 TL 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
Attfibutes Section
Actual 21.39 1188 0.27 0.19
Chbom/
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 850 150 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
Cl Stability 1.0000 Rb O00 Le 0.00 Ft
Loads Uniform LL:53 Uniform TL: 87 =A
Uniform Load A
R/ =*vv R2 =400
SPAN= 12FT
Uniform and partial uniform loads are|bo per lineal ft,
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PLAN 3240 MAIN FLOOR FRAMING
TYPICAL BEAM Date:4/23/13
Selection
Conditions NDG2O12
Min Bearing Area R1 32i2 R2 32i ` (15) DLDefl
Data Beam Span 6.5 ft Reaction 1 LL 1560# Reaction 2 LL 1560#
earn Wt per ft 7.87# Reaction I TL 1976# Reaction 2 TL 1976#
FBmWt Included 51 # Maximum V 1976#
Max Moment 3210'# Max V(Reduced) 1507#
T TL Max r
L Max Defl L/240 TL Actual Defl L/>1000
LL Max Defi L/360 LL Actual Defl L/>1000
Attributes Section i
Actual 49.91 32,38 0.07 0.05
Chdma| 35.67 12.56 0,33 0.22
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 900 180 1.6 625
Adjusted Values 1080 180 16 625
Adjustments CF Size Factor 1 200
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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL:488 Uniform TL: 8OO =A ��------
Uniform Load A
R1 = 1078 R2= 1976
SPAN =6.5FT
Uniform and partial uniform loads are/bo per lineal ft,