3202 Engineering i
STRUCTURAL DESIGN
FOR
PLAN 3202
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.
40910
�701V L
WELLER CONSULTING PROJECT NO, 13-021
21925 8TH PL W GATE 04123113
BOTHELL, WA 98021 PREPARED BY Mark Weller, P.E.
(425) 488 -9868
(425)486 -6715 FAX
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DESIGN CRITERIA
PER THE 2012 INTERNATIONAL BUILDING CODE
EARTHQUAKE PER SECTION 1613
Design Per ASCE 7-10
Section 12.8 Equivalent Lateral Force Procedure
Cs=Seismic Response Coefficient
W=Effective Seismic Weight
Site/Project Specific Design Values:
Site Class D (Default) Seismic Design Category D
R=6.5 from Table 12.2-1 Risk Category 11 from Table 1.5-1
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
where: X=Exposure Factor
KZT=Topographic Factor
1, =Importance Factor
PS30=Base Design Pressure
Site/Project Specific Values:
Basic Wind Speed= I 10 mph(V,,,,)
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 230 1, Allowable Strength Design,AF& PA SDPWS 2008&AF&PA NDS 2012
when applicable;per 2308 Conventional Light-Frame Construction
MINIMUM NAILING REQUIREMENTS per Table 2304.9.1
ANCHOR BOLTS:
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
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SHEAR WA LL SCHEDULE
(BEE ANSI/AF6L PA SDPW9'2000 Table 43A&Scoboo 4.3.3)
All shear walls tnbe sheathed from top plate W bottom plate.Block all panel edges.
Nail spacing b for all panel edges. Space nails @ |2''oz.along iuteoncdimc framing members.
8W-6 r=35Op|f 7/|6"OGB.*fDd(O.}]|''8)common nails @6''o.o.
Anchorage(interior walls only)to SINGLE joist orb/kgbelow: 16d(hnx)@4"o.u.
8W'4 r=568p|[ 7/l6"OSB.n/8d(0.l3|"0)common nails&D4"nz.
Anchorage(interior walls only)io4x(miu.)BEAM or6ikgbelow: 16d(bos)@ 3"oz.
NOTE: use min 3" nominal studs g 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.l3{",and a minimum penetration ofl.375". From Table 4.3/kuse 15/32; 8d values with u0.V3
reduction for Hem-Fir& l.4 increase for wind.
1661 a 16"U.C.
5HEAK WALL EDGE
NAILING
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wcWELLER CONSULTING JOB NAME PLAN 3202
ENGINEERS, P.C. JOB NUMBER 13-021 PREPARED BY-MW
21925 8TH PL W• BOTHELL,WA 98021 DATE 4 121 13 SHEET NO. L-�5 OF t-`1
PH. (425)488 -9868 • FAX(425)486-6715
101 a 61,O.C.
ROOF 5HEATHING
TRU55E5 PER PLAN 5HEATH TKU55 PER 5W-4,
lod 0 61,O.C. PROVIDE INTERMEDIATE
ROOF 5HEATHING FRAMING A5 REQUIRED
lod a 41,O.C.
101 a 41,O.C.
VENTED LOCKING 2 x-A5 REQUIRED
Hl Co)24"O.C.
SHEAR WALL PER
PLAN
DETAIL A
DETAIL L3
1061 a oll O.C.
FLOOR 5HEATHING
LOCATE J015T OVER
5HEAR WALL
EXTEND 5HEAR WALL
5HEATHING 3"MIN
ABOVE TOP PLATE,
NAIL 5HEATHING TO
J015T PER 5HEAR
WALL EDGE NAILING
DETAIL C
WC WELLER CONSULTING JOB NAME PLAN 3202
ENGINEERS,P.C.
JOB NUMBER 13-021 PREPARED BY MW
.21925 8TH PL W• BOTHELL,WA 98021 DATE 4/ 12/ 13 SHFETNO. L-'t OF L,l)
PH. (425)488 -9868• FAX(425)486-6715
(2) 2 x HF#2 STUDS
WINDOW l ROOK HTT5 HOLPOWN
HEAPEK 55TL316
KIM J015T W1 50LIP BLOCKING
N 5ILL PLATE
WINDOW l I)OOF,
FKAMING
4
o cv �
LLI 4
= 4
(s)
APP C516 5TKAF FULL
to
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u- PLUS 16"ENO LENGTH, DETAIL E
UJ
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. . . . . . . . . . . . . .
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LL PLATE
P.T. 51
DETAIL
DETAIL F
wcWELLER CONSULTING JOB NAME PLAN 3202
ENGINEERS'P.C. JOB NUMBER 13-021 PREPARED BY MW
DATE 4/ 12/ 13 SHEET NO.%--I --
o OF t1 o
21925 8TH PL W• BOTHELL, WA 98021
PH.(425)488-9868• FAX(425)486-6715
SHEAR WALL f EFL
PLAN
ANCHORAGE NAILING
PER SHEAR WALL
SCHEDULE
LOCATE J015T OVER
5TEM WALL
EXTEND SHEAR WALL
5HEATHING 3°MIN
4
A13OVE 51LL PLATE,
a NAIL 5HEATHING TO
a J015T&51LL PER
SHEAR WALL EDGE
a
NAILING A130VE
a
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w c WELLER CONSULTING JOB NAME PLAN 3202
ENGINEERS,P.C. JOB NUMBER 13-021 PREPARED BY MW
DATE 41 121 13 SHEET NO.vJ5P'v OF
21925 8TH PL W• BOTHELL,WA 98021
PH. (425)488-9868• FAX(425)486-6715
STEEL BEAM FER FLAN
3/8"0 CARRIAGE DOLTS
0 32"O.C. STAGGERED
EACH 51DE OF THE WED
2 X_HF#2 TOP PLATE
A5 REQUIRED
TO MATCH FLANGE WIDTH
0 x 6" LAG DOLT
2 X_HF#2 130TTOM PLATE EACH 5DE OF WED
A5 REQUIRED
(TO MATCH FLANGE WIDTH) FOST FER PLAN
3t8".O CARRIAGE DOLTS
0 48"O.C. STAGGERED
EACH SIDE OF THE WED
DETAIL 52
DETAIL 51
^
°
~`
PLAN 3202 ROOF FRAMING
GT1 (FOR REACTIONS ONLY) Date:4/09/13
Selection GLB 24F-V4
Conditions NDS2012
Min Bearing Area R1 56 i " R2 56i ' (15) DLQO 0.94 in Recorn Camber=141i
Data Beam Span 39.0 ft Reaction I 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 Defi L/240 TL Actual Defi L/280
Aftributes S i
Actual 37&69 107,63 1.67 0.73
Chhnu| 173.13 17.96 1.95 1.30
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 2453 276 18 650
Adjustments 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL1OO Uniform TL16O =A
Uniform Load A
R1 =3630 R2=3630
SPAN =38FT
Uniform and partial uniform loads are|bo per lineal ft.
~
^
BeamChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779
PLAN 3202 ROOF FRAMING
GT2(FOR REACTIONS ONLY) Date:4/23/13
Selection
Conditions NDS2U12
K4inBeahngAnea R1= 1.Qinz R2= 1.9 in' (1.5) DLDe8= 0.28 in
Data Beam Span 12,0 ft Reaction 1 LL 450# Reaction 2 LL 450#
Beam Wt per ft 5.29# Reaction I TL 752# Reaction 2 TL 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
Ao(uo| 26.28 21.75 0.57 0.28
Critical 23.07 5.88 O60 0.40
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 1173 173 1.3 405
Adfustments 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 LL75 Uniform TL12O =A
Uniform Load A
R1 =752 R2=752
SPAN= 12FT
Uniform and partial uniform loads are|ba per lineal ft,
~
~ BeemCheAv2O12VconoedhrkNelln/Cunxuh0n/Engineers, PC. RoD#5234'05779
PLAN 3202 ROOF FRAMING
GT3(FOR REACTIONS ONLY) Date:4/23/13
Selection
Conditions NDS2U12
/NinBemhn Ama R1 22incR2 22i2 (15) DLDU 0.53 in Recom Camber=0.79 in
Data Beam Span 22.0 ft Reaction 1 LL 825# Reaction 2 LL 825#
Beam Wt per ft 9.11 # Reaction 1 TL 1420# Reaction 2 TL 1420#
Max Moment 7811 '# Max V(Reduced) 1291 #
TL Max Defi L/240 TL Actual Defl L/260
Attributes Section
Actual 75.00 37.50 1,01 0.49
Critical 3196 7.02 1.10 0.73
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 0.00 Le 0.00 Ft
Loads Uniform LL75 Uniform TL: 120 =A
Uniform Load A
R1 = 1420 R2= 1420
SPAN=22FT
Uniform and partial uniform loads are|bs per lineal ft.
~
~
Bea,mChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779
PLAN 3202 ROOF FRAMING
GT4(FOR REACTIONS ONLY) Date:4/23/13
Selection
Conditions NDS2O12
01in8oaringAvea R1= 1.4inz R2=2.3in2 (1.5) DLDaM= 0.09 in
Data Beam Span &0 ft Reaction 1 LL 113# Reaction 2 LL 338#
Beam Wt per ft 5.29# Reaction 1 TL 572# Reaction 2 TL 932#
Max Moment 1692'# Max V(Reduced) 784#
TL Max De6 L/240 TL Actual Defi L/672
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Shear
Actual 26.28 21.75 0.11 0.02
ChUou/
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 1173 173 1.3 405
8dfustments 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 O00 Le 0.00 Ft
Loads
Point TL Distance Par Unif LL Par Unif TL Start
8=752 3.0 150 H=24O 3.0 0.0
Pt loads:
R1 =572 R2=932
SPAN=SFT
Uniform and partial uniform loads are/ba per lineal ft.
~
PLAN 3202 ROOF FRAMING
GT5(FOR REACTIONS ONLY) Date:4/23U3
Selection
Conditions NDS2O12
N1in 8aahn A R1= 1.4in z R2 34 in` (1.5) DLD 8 0.13 in
Data Beam Span 6.0 ft Reaction 1 LL 50# Reaction 2 LL 250#
Beam Wt per ft 5.29# Reaction I TL 569# Reaction 2 TL 1363#
Max Moment 2232'# Max V(Reduced) 1214#
TL Max Defl L/240 TL Actual Defl L/522
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section
Actual 2628 21.75 0.14 <0.01
Chdoa/ 22.83 10.56 0.30 0.20
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 1173 173 1.3 405
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
Point TL Distance Par Unif LL Par Unif TL Start
8= 142O 4.0 150 H=24O 4.0 &O
Pt loads:
R1 =580 R2= 1363
SPAN =8FT
Uniform and partial uniform loads are/bm per lineal ft.
^ C # 779
PLAN 3202 ROOF FRAMING
GT6(FOR REACTIONS ONLY) Date:4/23/13
Selection
Conditions NDS2O12
KAin BoohngAnea R1=5.4in2 R2=4.5in" (1.5)DLDoU= 1.57 in R000m Camber=2.35in
Data Beam Span 39.0 ft Reaction 1 LL 975# Reaction 2 LL 975#
Beam Wt per ft 26.15# Reaction I TL 3484# Reaction 2 TL 2951 #
Bm Wt Included 1020# Maximum V 3484#
Max Moment 39288 # Max V(Reduced) 3298#
TL Max Defi L/240 TL Actual Defl L/242
LL Max Defi L/360 LL Actual Defl L/>1000
AttfibuAes d i DM
Actual 376.69 107.63 1.93 0.36
Critical 192.19 17.93 1.95 1.30
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 2453 276 1.8 650
4Wustments Cv Volume O889
Cd Duration 115 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 50 Uniform TL 80 =A
Point TL Distance
8=A32 12.0
C= 13G3 17.0
Uniform Load A
Pt loads:
R1 =3484 R2=2951
SPAN=3SFT
Uniform and partial uniform loads are|bo per lineal ft.
°
~
BeamChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779
PLAN 3202 ROOF FRAMING
GT7(FOR REACTIONS ONLY) Date:4/23/13
Selection
Conditions NDS2O12
Min Bearing Area R1=2.7in' R2=2.7in' (1.5)DLDo#= 0.69 in RacomCombor= 1.04in
Data Beam Span 26O ft Reaction 1 LL 975# Reaction 2 LL 975#
Beam Wt per ft 14.94# Reaction 1 TL 1754# Reaction 2 TIL 1754#
Max Moment 11403'# Max V(Reduced) 1619#
TL Max Defl L/240 TIL Actual Defl L/245
LL Max Defl L/360 LL Actual Defi L/538
Attributes Section
Actual 123.00 61.50 1.27 0.58
Chhoa| 5065 8.80 1.30 0.87
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 2702 276 1.8 650
Adiustments Cv Volume 0.979
Cd Duration 1.15 IA5
Cr Repetitive I 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 = 1754 R2= 1754
SPAN =28FT
Uniform and partial uniform loads are|bm per lineal ft,
~
BeamChek v2012 licensed to:WellerConsulting Engineers, PC. Reg#5234-6577,9
PLAN 3202 ROOF FRAMING
GTO (FOR REACTIONS ONLY) Date:4/23M3
Selection
Conditions NDS2O12
K4inQeohn A R1 33izR2 33i2 (15) DLDe# 0.06 in
Data Beam Span 6.0 ft Reaction 1 LL 825# Reaction 2 LL 825#
Beam Wt per ft 5.29# Reaction 1 TL 1336# Reaction 2 TL 1336#
Max Moment 2004'# Max V(Reduced) 1067#
TL Max Defi L/240 TL Actual Defl L/577
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes S Shear
Actual 26.28 21.75 0.12 0.06
Critical 2050 9.28 0.30 0.20
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E (psi x mil) Fc-L(psi)
Values Reference Values 850 150 13 405
Adjusted Values 1173 173 1.3 405
8diustments 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 I 0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL:275 Uniform TL44O =A
Uniform Load A
R1 = 1336 R2= 1336
SPAN=OFT
Uniform and partial uniform loads are|ba per lineal ft.
~
~
BeamChek v2012 licensed to: WellerConsulting Engineers, PC. Reg#5234-65779
PLAN 3202 ROOF FRAMING
8TS(FOR REACTIONS ONLY) Date:4/23/13
Selection
Conditions ND82012
N1in Beohn A R1= 1.8in= R2 1.8 in' (1,5) DLDe8 008 in
Data Beam Span 6.0 ft Reaction 1 LL 450# Reaction 2 LL 450#
Beam Wt per ft 4.01 # Reaction 1 TL 732# Reaction 2 TL 732#
Max Moment 1098'# Max V(Reduced) 620#
TL Max Defl L/240 TL Actual Defl L/460
LL Max Defl L/360 LL Actual Defl L/891
Attributes Section
Actual 15.13 1650 0.16 0.08
Chhoo/ 10.37 5.39 0.30 O20
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 1271 173 1.3 405
8diustments CF Size Factor 1.300
Cd Duration IA5 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: 15O Uniform TL: 24O =A
Uniform Load A
R1 =732 R2=732
SPAN =GFT
Uniform and partial uniform loads are|bs per lineal ft.
~
BeamChek v2012 licensed to: Welter Consulting Engineers, PC. Reg#5234-65779
PLAN 3202 ROOF FRAMING
GT1O(FOR REACTIONS ONLY) Date: 4/23/13
Selection 5-118x 21 GLB 24F-V4 DF/DF Lu=0.0 Ft 777777771
Conditions NDS2O12
Min Bearing Area R1=5.1 in' R2 44 in' (1 5) DLDeO= 1.48 in R*oom Camber=2,22 in
Data Beam Span 39O ft Reaction 1 LL 975# Reaction 2 LL 975#
Beam Wt per ft 26.15# Reaction 1 TL 3330# Reaction 2 TL 2878#
Bm Wt Included 1020# Maximum V 3330#
Max Moment 37674 # Max V(Reduced) 3145#
TL Max Defi L/240 TL Actual Defi L/254
LL Max Defl L/360 LL Actual Defi L/>1000
Attributes o0 D8
Actual 37&69 107.63 1.84 0,36
Chhno! 18429 17.09 1.95 1 30
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 2453 276 1.8 650
Adjustments 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL 50 Uniform TL 80 =A
Point TL Distance
B=732 12�O
C= 1330 17.0
Uniform Load A
Pt loads:
R1 3330 R2=2878
SPAN =33FT
Uniform and partial uniform loads are lba per lineal ft.
-
~
~
BearnChek v2012 licensed to: Weller Consulting Engineers, PC, Reg#5234-65779
PLAN 3202 ROOF FRAMING
TYPICAL HEADER Date: 4/09/13
Selection
Conditions ND82012
Min Bearing Area R1=3.7in2 R2=3.7in2 (1�5) DLDeO= 0.06 in
Data Beam Span 5.5 ft Reaction I LL 1444# Reaction 2 LL 1444#
Beam Wt per ft 6.17# Reaction 1 TL 2327# Reaction 2 TL 2327#
Max Moment 3200'# Max V(Reduced) 1816#
TL Max Defl L/240 TL Actual Defi L/567
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section i3
Actual 30.66 25.38 0.12 0.06
Critical 28.54 13.16 028 0,18
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
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: 525 Uniform TL: 84O =A
Uniform Load A
R1 =2327 R2=2327
SPAN =5.5FT
Uniform and partial uniform loads are/bs per lineal ft.
-
~
—
BeamChek v2012 licensed to:WellerConsulting Engineers, PC. Reg#5234-65779
PLAN 3202 ROOF FRAMING
M1 Date:4/09/13
Selection 3-1/8x 10-1/2 GLI3 24F-V4 DF/DF Lu=0.0 Ft 7771
Conditions NDS2O12
KXin 8eahngAroa R1= 1.Uin' R2= 1.8/n" (1.5) DLDefl= 0.24 in Rocom Camber=U37in
Data Beam Span 165 ft Reaction I LL 619# Reaction 2 LL 619#
Beam Wt per ft 7.97# Reaction 1 TL 1056# Reaction 2 TL 1056#
Max Moment 4355W Max V(Reduced) 944#
TL Max Defl L/240 TL Actual Defl L/418
LL Max Defl L/360 LL Actual Defl L/860
Attributes Section
Actual 57.42 32.81 0.47 0.23
Critical
Status OK OK OK OK
RoUu
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 2400 240 1,8 650
Adjusted Values 2760 276 18 650
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: 75 Uniform TL: 120 =A
Uniform Load A
R1 1056 R2= 1056
SPAN = 1S.5FT
Uniform and partial uniform loads are lbm per lineal ft.
^
~
°
BeamChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779
PLAN 3202 ROOF FRAMING
1-11A Date:4/09/13
Conditions NO3 2O12
KAin 8eah A R1 44 i z R2 2.5 in 2 (1 5)DLDeO 032 in Recom Camber=048 in
Data Beam Span 95 ft Reaction 1 LL 1145# Reaction 2 LL 499#
Beam Wt per ft 6.83# Reaction 1 TL 2833# Reaction 2 TL 1615#
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
Actual 42A9 28.13 0.42 0.09
ChUoo/ 31.62 13.25 0.48 0.32
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 0,00 Le 0.00 Ft
Loads
Point TL Distance Par Unif LL Par Unif TL Start
B= 1754 425 325 H =520 U 4.25
50 / =8U 4.25 9�5
Pt loads:
R1 =2833 R2 = 1615
SPAN=9.5FT
Uniform and partial uniform loads are|ba per lineal ft,
-
~
PLAN 3202 ROOF FRAMING
P131 Date:4/09/13
Conditions NUS 2012
K4in Beahn Ansa R1= 1.2in" R2 1.2 in" (1 5) DLDe0 0.17 i
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#
Max Moment 2086'# Max V(Reduced) 649#
TL Max Defl L/240 TL Actual Defl L/412
LL Max Defl L/360 LL Actual Defi L/833
/ttfibutes Section
Actual 30.66 25.38 O34 0.17
ChUce/ 1&60 470 0.58 O38
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
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: 75 Uniform TL 120 =A
R1 = 7%5 R2 =725
SRAN= 11,5 FT
Uniform and partial uniform loads are|be per lineal ft.
,
~
_
BeamChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779
PLAN 3202 ROOF FRAMING
PB2 Date:4/09/13
Conditions NDS2012
KUin BeadngAroa R1= 1.4/n` R2= 1.Oinz (1.5)DLDe8= 0.05 in
Data Beam Span 6.0 ft Reaction I LL 225# Reaction 2 LL 225#
Beam Wt per ft 6.17# Reaction 1 TL 862# Reaction 2 TL 620#
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
Attributes Section ,
Actual 30.66 25.38 O07 001
Chdco/
Status OK OK OK OK
«a«»
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
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: 75 Uniform TL 120 =A
Point TL Distance
B=725 2.0
Uniform Load A
Pt loads.-
R1 =862 R2=620
SPAN=8FT
Uniform and partial uniform loads are/bs per lineal ft.
~
�
BeamChek v2012 licensed to: WellerConsulting Engineers, PC. Reg#5234-65779
PLAN 3202 UPPER FLOOR FRAMING
TYPICAL JOIST Date:4/09/13
Conditions NDS2O12. Repetitive Use
K8in Beohn Area R1 1 2 in' R2 1.2 in z (1.5)DLDe8 0.10 i
Data Beam Span 15O ft Reaction 1 LL 400# Reaction 2 LL 400#
Beam Wt per ft 0# Reaction 1 TL 500# Reaction 2 TL 500#
Max Moment 1875 # Max V(Reduced) 437#
TL Max Defl L/240 TL Actual Defl L/499
LL Max Defi L/360 LL Actual Defl L/687
Attributes Section o
Actual 31.64 16.88 0.36 0.26
Critical
Status OK OK OK OK
RmUn
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 850 150 1.3 405
Adjusted Values 978 150 1.3 405
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: 07 =A
Uniform Load A
R1 =50O R2 500
SPAN= 15FT
Uniform and partial uniform loads are|bo per lineal ft.
^-
PLAN 3202 UPPER FLOOR FRAMING
TYPICAL JOIST Date:4/09/13
Conditions NDS2U12. Ovorhang, Repetitive Use
Min Bearing Area R1= 1.0 in 2 R2= 17 in` (1�5) DLDnO= 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
Aftfibutes Section
Aoiuo|
Critical 16.08 3.86 0.65 0.43 0A0 O07
Status OK OK 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
8diustments 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=O00 Ft
Loads Uniform LL:53 Uniform TL: 67 =A (Uniform Ld on Backspan)
Point TL Distance Par Unif LL Par Unif TL Start End
Uniform Load A
Pt loads:
R1 =418 R2=682
BACKSPAN= 13 FT OH = 1FT
Uniform and partial uniform loads are|bo per lineal ft. Overhanging k/md distances are from R2.
~
^'
PLAN 3202 UPPER FLOOR FRAMING
TYPICAL HEADER Date:408 13
Selection
Conditions NDS2U12
/Nin BeahngAnoo R1=3.0in" R2=3.0 in2 (1,5) QLDeM= 0.12 in
Data Beam Span 5.5 ft
Beam Wt per ft 6.17# Reaction 1 TL 1892# Reaction 2 TL 1892#
Max Moment 2602'# Max V(Reduced) 1477#
TL Max Defl L/240 TL Actual Defi L/553
Aftt8utes Section
Actual 30.66 25.38 0.12
Critical 2&69 12.31 0.28
Status 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 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 I 00 1.00 1.00 1.00
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform TL: O82 =A
Uniform Load A
R1 = 1892 R2= 1882
SPAN=5.5FT
Uniform and partial uniform loads are|bm per lineal ft,
,
~
�
PLAN 3202 UPPER FLOOR FRAMING
TYPICAL HEADER Date:4/09/13
Selection
Conditions N0S2012
Min Bearing Area R1=4�1 in R2=4.1 in' (1.5) DLDo8= 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#
Max Moment 2901 W Max V(Reduced) 1886#
TL Max Defi L/240 TL Actual Defl L/747
Attributes Section
XoLuo/ 30.66 25.38 0.07 0.04
ChUoa/ 2587 13.67 O23 0.15
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
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:240 Uniform TL: 300 =A
Par Unif LL Par Unif TL Start
525 H=84U O 4.5
Uniform Load A
R1 =2578 R2=2579
SPAN=4.5FT
Uniform and partial uniform loads are/bu per lineal ft,
`
^
BoanK]ek v2012 licensed Consulting Engineers, PC. Feg#5234-65779
PLAN 3202 UPPER FLOOR FRAMING
TYPICAL HEADER Date:4/09/13
Selection
Conditions NDS2012
NYin BeahngAma R1= 1.3in` R2= 1.3/n2 (1.5) DLDe8= 0,03 in
Data Beam Span 6.5 ft Reaction I LL 536# Reaction 2 LL 536#
Beam Wt per ft 6A7# Reaction 1 TL 833# Reaction 2 TL 833#
Max Moment 1353'# Max V(Reduced) 678#
TL Max Defl L/240 TL Actual Defl L/>1 000
Attributes Shear
Actual 30.66 25.38 0.07 0.04
Critical 1207 4.91 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 1346 207 1.6 625
Adjustments CF Size Factor 1.300
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 O00 Le O00 Ft
Loads Uniform Uniform TL A
Par Unif LL Par Unif TL Start End
125 H =2UU U 6.5
Uniform Load A
R1 =833 R2 =833
SPAN=G.5FT
Uniform and partial uniform loads are|bs per lineal ft.
^
~
^-
BeamChek v2012 licensed to: WellerConsulting Engineers, PC. Reg#5234-65779
PLAN 3202 UPPER FLOOR FRAMING
H2 Date:4/09/13
Conditions NDS2O12
Min Bearing Area R1=5�1 in' R2=5,1 inz (1.5) 0LDe8= 0.03 in
Data Beam Span 5.5 ft Reaction I LL 2104# Reaction 2 LL 2104#
Beam Wt per ft 7.87# Reaction 1 TL 3157# Reaction 2 TL 3157#
Max Moment 4340W Max V(Reduced) 2272#
TL Max Defl L/240 TL Actual Defl L/849
LL Max Defl L/360 LL Actual Defi L/>1000
Aft1butes Section
Actual 4991 32.38 0.08 0.04
Critical 41.94 16.46 0.28 0.18
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:240 Uniform TL: 300 =A
Par Unif LL Par Unif TL Start
525 H =O4U U 5.5
Uniform Load A
R1 =3157 R2=3157
SPAN=5�5FT
Uniform and partial uniform loads are |bo per lineal ft.
°
�
PLAN 3202 UPPER FLOOR FRAMING
B1 Date: 4/09/13
Conditions NDS2O12
Niin BeahngArea R1=5.Din' R2=5.D in" (1�5)DLDoO= 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 TIL 2024# Reaction 2 TL 2024#
Max Moment 6071 W Max V(Reduced) 1708#
TL Max Defi L/240 TL Actual Defl L/571
LL Max Defl L/360 LL Actual Defl L/825
Attfibutes Section 3
Ao(uo| 94.92 50.63 0.25 0.17
Ch8na| 85.71 17.08 0.60 0.40
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fc!(psi)
Values Reference Values 850 150 1.3 405
Adjusted 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL:2OO Uniform TL: 325 =A
Uniform Load A
R1 =2024 R2 =2024
SPAN= 12FT
Uniform and partial uniform loads are|bm per lineal ft.
~
�
PLAN 3202 UPPER FLOOR FRAMING
B2 Date:4/O9/ 3
Conditions NDG2O12
KAin BeahngAroa R1=4.3in' R2=3.8in' (1.5)DLDeU= O,11 in Reoom Camber=O.18in
Data Beam Span 10.0 ft Reaction I LL 2194# Reaction 2 LL 1856#
Beam Wt per ft 6.83# Reaction 1 TL 2776# Reaction 2 TL 2354#
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
6Utfibutes Section
Actual 42.19 28.13 0.38 0.27
Ch8om| 3034 14.16 0.50 0.33
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 2400 240 1.8 650
Adjustments 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
Par Unif LL Par Unif TL Start
540 H=G75 O 2.5
360 / =45O 2.5 10.0
R1 =277S R2=2354
SRAN= 10 FT
Uniform and partial uniform loads are|ba per lineal ft.
°
*
PLAN 3202 UPPER FLOOR FRAMING
83 Date:4/09/13
Selection 5-118x 15 GLB 24F-V4 DF/DF Lu=0,0 Ft
Conditions NDS2O12
Min Bearing Area R1=9.3in' R2=0,3in' (1.5) DLDo0= 0.18in R000mCumber=O28 in
Data Beam Span 17.5 ft Reaction 1 LL 4725# Reaction 2 LL 4725#
Max Moment 26555W Max V(Reduced) 5203#
TL Max Def! L/240 TL Actual Defl L/336
LL Max Defl L/360 LL Actual Def! L/479
Attributes Section
Actual 192A9 76.88 0.63 0.44
Critical 133.32 32.52 0.88 0.58
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 2390 240 1.8 650
Adjustments 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
Cl Stability 1.0000 Rb O00 Le 0.00 Ft
Loads Uniform LL:54O Uniform TL: O75 =A
Uniform Load A
R1 =8070 R2 =6070
SPAN= 17,5FT
Uniform and partial uniform loads are|bo per lineal ft.
~
�
BeamChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779
PLAN 3202 UPPER FLOOR FRAMING
B4 Date:4/09/13
Conditions NDS2O12
Min Bearing Area R1 1.8 in' R2 1.8 in 2 (1.5) ULDeW 001 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#
Max Moment 1466'# Max V(Reduced) 561 #
TL Max Defi L/240 TL Actual Defi L/>1000
LL Max Defi L/360 LL Actual Defl L/>1000
Attributes Section
Actual 63.28 3375 0.04 O03
Critical
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 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL: 14O Uniform TL: 175 =A
Uniform Load A
R1 =733 R2 =733
SPAN =8FT
Uniform and partial uniform loads are|bo per lineal ft.
~
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PLAN 3202 UPPER FLOOR FRAMING
B5 Date: 4/O9/ 3
Conditions NDS2U12
Min Bearing Area R1=22i ' R2 19i ' (15) DLDeU= 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#
Max Moment 4335'# Max V(Reduced) 849#
TL Max Defl L/240 TL Actual Defl L/593
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section i " Shear LDe8
Actual 94.92 50.63 0.30 O07
Chdoa/
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 850 150 13 405
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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform Uniform TL 50 =A
Point TL Distance
B=733 S�O
Uniform Load A
Pt loads:
R1 =907 R2=760
SPAN= 15FT
Uniform and partial uniform loads are!ba per lineal ft.
�
PLAN 3202 UPPER FLOOR FRAMING
B0 Date:4/09/13
Selection W 8x 28 50 ksi Wide Flange Steel Lateral Support: Lc=5,�
Conditions Actual Size io 0-1/2 x 8in.
Min Bearing Lem
Data Beam Span 19.5 ft Reaction 1 LL 5265# Reaction 2 LL 5265#
Beam Wt per ft 28.0# Reaction I TL 6854# Reaction 2 TL 6854#
Max Moment 33414'# Max V(Reduced) N/A
TL Max Defi L/240 TL Actual Defl L/291
LL Max Defl L/360 LL Actual Defl L/379
Atttibutes Section ,
Actual 24.30 230 0.80 0.62
Critical 12A5 0.34 O98 &65
Status OK OK OK OK
Ratio
b(psi) Fv(psi) E(psi x mil)
Values Ref.Value Fy 50000 50000 29.0
Adjusted Values 33000 20000 29.0
Adjustments YP Factor, Lc 0.66 0.40
Loads Uniform LL: 54O Uniform TL: S75 =A
Uniform Load A
R1 =6854 R2=6854
SPAN= 1S�5FT
Uniform and partial uniform loads are|bo per lineal ft,
°
�
PLAN 3202 UPPER FLOOR FRAMING
B7 Date:4/09/13
Selection 8-314x 10-1/2 GLB 24F-V4 DF/DF Lu =0,0 Ft
Conditions NDS2O12
Min Bearing Area R1 7.0 in' R2 7.0 in' (15) DLDofl 019i Recorn 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#
Max Moment 18314W Max V(Reduced) 4078#
LL Max Defl L/360 LL Actual Defi L/450
Attributes Section 3
Actual 160.78 91.88 0.62 0.43
Critical 9237 2549 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 2369 240 1.8 650
Adjustments 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
Cl Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL:440 Uniform TL: 550 =A
Uniform Load A
R1 =4579 R2=4579
SPAN = 1OFT
Uniform and partial uniform loads are|ba per lineal ft.
�
~
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BeamChek v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779
PLAN 3202 UPPER FLOOR FRAMING
O8 Date: 4/09/13
Selection 5-1/8x 18 GLIB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS2O12
Min Bearing Area R1=6.8|n2 R2=0,8in2 (1.5)DLD*8= 0J2in RecnmCamber= 1.08 in
Data Beam Span 22.0 ft Reaction 1 LL 1265# Reaction 2 LL 1265#
Beam Wt per ft 22A2# Reaction 1 TL 4406# Reaction 2 TL 4406#
Max Moment 36826'# Max V(Reduced) 4117#
TL Max Defl L/240 TL Actual Defi L/306
LL Max Defi L/360 LL Actual Defl L/>1000
Attributes Section
Actual 276.75 92.25 0.86 0.14
Critical 16T51 22.38 1.10 0,73
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 2638 276 1.8 650
Adjustments Cv Volume 0.956
Cd Duration 1.15 115
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:40 Uniform TL: 50 =A
Point TL Distance Par Unif LL ParUnifTL Start End
B=4570 11.0 75 H = 12O O 22,0
Uniform Load A
Pt loads:
R1 =4406 R2 =4406
SPAN=22FT
Uniform and partial uniform loads are|ba per lineal ft.
w
/
^
PLAN 3202 UPPER FLOOR FRAMING
B8 Date:4/23/13
Selection
Conditions NDS2O12 �—
Min Bearing Area R1=S,O in'R2= 11,1 in (1.5) DLDe#= 0.30 in Reuom Camber=0.45 in
Data Beam Span 11.0 ft Reaction 1 LL 1592# Reaction 2 LL 2756#
Beam Wt per ft 14.94# Reaction 1 TL 4265# Reaction 2 TL 7210#
Max Moment 18080W Max V(Reduced) 6035#
TL Max Defi L/240 TL Actual Defl L/337
Attributes Section s
Actual 123.00 61.50 0.39 0.09
Chhoa| 78.61 32.80 0,55 0.37
Status OK OK OK OK
Ratio
b
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:240 Uniform TL: 300 =A
Point TL Distance Par Unif LL Par Unif TL Start ___End
C=2SO1 7.5 | =8O O 11.0
Uniform Load A
Pt loads:
RI =4265 R2 = 7210
SPAN = 11 FT
Uniform and partial uniform loads are lbm per lineal ft.
` ^
�
�
BeamChek v2012 licensed to: WellerConsulting Engineers, PC. Reg#5234-65779
PLAN 3202 UPPER FLOOR FRAMING
PB3 Date:4/09/13
Selection
Conditions NDS2O12
Min BeuringAnua R1=3.4 in' R2=3.4inz (1.5) DLDe8= O 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#
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 DO
Actual 57.42 32.81 O38 0.19
Chhoa{ 28.80 10.25 0.60 0.40
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 0.00 Le 0.00 Ft
Loads Uniform LL:225 Uniform TL: 3OO =A
Uniform Load A
R1 =2208 R2=2208
SPAN= 12FT
Uniform and partial uniform loads are|bo per lineal ft.
^ �
�
A-
PLAN 3202 MAIN FLOOR FRAMING
TYPICAL JOIST Date:4/09/13
Conditions NDS2U12. Repetitive Use
Min Bearing Area R1 1.0 in' R2 1.0 in» (1.5) DLD M 007 in
Data Beam Span 12.0 ft Reaction 1 LL 320# Reaction 2 LL 320#
Max Moment 1200W Max V(Reduced) 349#
TL Max Defi L/240 TL Actual Defl L/542
LL Max Defl L/360 LL Actual Defl L/745
fVftributes Section i '
Actual 21.39 13.88 0.27 0.19
Critical
Smmm OK OK OK OK
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 850 150 1.3 405
Adjusted Values 1075 150 1.3 405
Adjustments 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
C1 Stability 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL:53 Uniform TL: S7 =A
Uniform Load A
R1 =40J R2=400
SPAN = 12FT
Uniform and partial uniform loads are|bs per lineal ft.
�
°
�.
BeamChek v2012 licensed to:Wellei-Consulting Engineers, PC, Reg#5234-65779
PLAN 3202 MAIN FLOOR FRAMING
TYPICAL BEAM Date:4/09/13
Conditions NDS2012
/Nin 8aehngAum R1=27in" R2=2Jin' (1,5) DLDofl= 0.02 in
Data Beam Span 55 ft Reaction 1 LL 1320# Reaction 2 LL 1320#
Beam Wt per ft 6.17# Reaction 1 TL 1667# Reaction 2 TL 1667#
Max Moment 2292'# Max V(Reduced) 1301 #
LL Max Defl L/360 LL Actual Defl L/>1000
Attfibutes Section a
Actual 30.66 25.38 0.08 0.06
Critical 23.51 10.84 0.28 0.18
Status OK OK OK OK
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 900 180 1Z 625
Adjusted 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
Cl Stability 1.0000 Rb O00 Le 0.00 Ft
Loads Uniform LL:48O Uniform TL: 6OO =A
Uniform Load A
R1 = 1667 R2 = 1667
SPAN =5.5FT
Uniform and partial uniform loads are|bu per lineal ft.