3088 Engineering Calcs STRUCTURAL DESIGN
FOR
PLAN 3088
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.
K
409110
IST
L
04/25//
WELLER CONSULTING PROJECT NO, 13-027
21925 8TH PL W DATE 05114113
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 1,* KzT * PS30
where: X=Exposure Factor
KZT=Topographic Factor
le=Importance Factor
PS30=Base Design Pressure
Site/Project Specific Values:
Basic Wind Speed= 110 mph(V.,,)
k= 1.40 Exposure"C" (<30')
KzT= 1.00
1,= 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 2304.9.1
ANCHOR BOLTS:
5/8"0 x 10",A307 or better,w/7"min. Embedment, V= 1328#1 bolt
CONCRETE DESIGN per Chapter 19&ACI 318-11
Concrete: fe,=2500 psi
Rebar: fy=40,000 psi
MISCELLANEOUS HARDWARE
SIMPSON Strong-Tie Connectors or equal
*
«
U� �K SCHEDULE
�� �� �� ��� �� 0 , � '
���~�� ��� ` , � �����
(SEE ANSI//\FJ6PA80PWS-20N8 Table 4.3A&Section 4.3.3)
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 @ 12"o.c.along intermediate framing members.
8W~6 r=350pK 7/l6"O8B.w/8d(D.l3l"0)common nails @6"u.o.
Anchorage(interior wulia only)/o SINGLE joist orb&gbelow: 16d(6ux)6d4''o.c.
SW-4 v=5&OyK 7/16"OSB`w/8d(0.13l"0)common nails @,4"oz.
Anchorage(interior walls only)to4x(oinJ BEAM urb}kgbelow: 16d(hox)@3"o.o.
NOTE: use min 3" nominal studs gadjoining panel edges
SW-3 v=715p|f 7/|6"O88'n/8d(U.|3|"0)common nails @3"uz.
Anchorage(interior walls only)tn4x hniuj BEAM orh|kgbelow: /6d(6ox)Ca,2"o.o.
NOTE: use min 3" nominal studs*adjoining panel edges
8W'2 v=yGOp|f 7/l6"OSB,x/8d(V.|]|"0)common nails @2"o.c.(staggcmd)
Anchorage(interior walls only)to4x(minj BEAM orhlkgbelow:
Y4"x4k" SDS SCREWS @3"u.o.
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
0.131",and u minimum penetration ofY.375"' From Table 4.3A use 15/32: @d values with aO.g3
reduction for Hem-Fir& 1.4 increase for wind.
166101@'0.[
5HEARYALL EDGE
NAILING
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— 5030 Pw 2030 246b
Z Z : WA c.
- -' 8046 DB?5t -
2 z._
CS16 TO WALL BELOW
CS16 TO BEAM BEOW
CS16 TO HEADER BEOW
NOTE: ALL EXTERIOR WALLS &e GABLE ENDS
TO BE SW-6 U.N.O.
UPPER FLOOR SnEAR I VALLS
nOa6 s: L�O
vt All,OF �
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GARAGE ENTRY
- GARAGE G3�5.0'.
l 3�N66
°'c : 4-Q-4 =x t1• .
� o
Onp ,
Sk(-Z <A d 2
'1 ADD(1)A35 BLOCKING TO WALL TOP PLATE
ADD TS22 BEAM TO WALL TOP PLATE
EXTEND GARAGE DOOR HEADER TO CORNER, PROVIDE NAILING PER DETAIL B
A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD10RJ HOLDOWN,
SEE DETAIL C
A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD10 HOLDOWN,
SEE DETAIL D
NOTE: ALL EXTERIOR WALLS TO BE SW-6 U.N.O.
MAIN FLOOR SHEAR WALLS
i
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CONCRETE STEM WALL TO BE 1"-0"ABOVE GARAGE SLAB
2 A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD10RJ HOLDOWN,
SEE DETAIL D
A HTT5 HOLDOWN MAY BE USED IN LIEU OF THE STHD10 HOLDOWN,
SEE DETAIL E
4 3"x 3"x 1/4" PLATE WASHER SHALL EXTEND TO WITHIN 1/2"OF THE SHEATHING
NOTE; USE 5/8" O ANCHOR BOLTS W/3" x 3" x 1/4" WASHERS k 5'-0" O.C. U.N.0
FOUNDATION PLAN
WELLER CONSULTING JOB NAME PLAN 3088
w c ENGINEERS,P.C. JOB NUMBER 13-027 PREPARED BY MW
.21925 8TH PL W• BOTHELL,WA 98021 DATE 5/ 14/ 13 SHEET NO. Le; OF L-1
PH. (425)488-9868 FAX(425)486-6715
TKU55E5 PER FLAN WINDOW/POOP,
FKAMING
ROOF SHEATHING WINDOW/DOOR
HEADER
VENTED 5LOCKING VKUVIPE (2) FOW5 OF
Hl 0 24"O.C. &10 2"O.C. 5HEAK
WALL TO HEADER
DETAIL A
BL
iL
'NK
DETAIL 5
WELLER CONSULTING JOB NAME PLAN 3088
www c ENGINEERS,P.C. JOB NUMBER 13-027 PREPARED BY MW
DATE 5/ 14/ 13 SHEET NO. (-q OF L"i
21925 8TH PL W- BOTHELL,WA 98021
PH.(425)488-9868• FAX(425)486-6715
(2)2x_HF#25TUP5
(2) 2x_HF #25TUD5
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--- -- -- ---- - — ----`- `5..` `ND
GABLE END
HEADERS: 4 x 8 DF # 2 U.N.O.
DESIGN LOADS: NOTE.PROVIDE(9) 2 X TRIMMER
ROOF DL = 15 P'SF @ ALL HEADERS U.111.0
LL = 25 PSF H1: 3 118 x 9 GLB {24F-V4}
ENGINEERED TRUSSES BY TRUSS MANUFACTURER COLUMNS.
NOTE:PROVIDE(2t 2X POST @ ALL HIP MASTERS
& GIRDER TRUSSES U.N.O Cl: {3} 2x6HF # 2
ROOF FRAMING PLAN
(ELEVATION A)
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ROOF DL = 15 PSF NOTE;PRO vin E 1) 2 X TR/MMER
LL = 25 PSF @ ALL HEADERS U,N.O
H1: 3 1/8 x 9 GLB (24F-V4)
ENGINEERED TRUSSES BY TRUSS MANUFACTURER H2: 3 1/8 x 9 GLB (24F-V4)
NOTE. PROVIDE(2) 2 X POST/ALL NIP MASTERS
& GIRDER TRUSSES U.N.O COLS
Cl: (3) 2x6HF # 2
ROOF FRAMING
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(ELEVATION B)
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BEAMS: 4 x 10 DF# 2 U.N.O.
DESIGN LOADS: NOTE:PROVIDE 4 x 4 PAST
FLOOR DL = 10 PSF car ALL BEAMS U.N.O.
LL =40 PSF PROVIDE 4 x 6 POST
JOISTS: 2 x 10 HF # 2 (a) 16" O C @ ALL BEAM SPLICES U.N.O.
NOTE: PROVIDE LUS28 HANGERS (c�
ALL FLUSH FRAMED ENDS NOTE: PROVIDE SOLID FRAMING
IN JOIST SPACE TO FOUNDATION
FOR ALL PT. LOADS ABOVE
MAIN FLOOR FRAMING PLAN,
.
^ UeanxC0ekv2012 licensed to:Weller Consulting Engineers, PC. Reg#5234-65779
PLAN 3088 ROOF FRAMING
GT1 (FOR REACTIONS ONLY) Date: 5/13/13
Selection
Conditions NDS2812
YNin BeahngAma 131= 12.0inzR2= 12.Oinz (1.5) DLDeM= 0,41 in Recnm Camber=0.61 in
Data Beam Span 19.0 ft Reaction I LL 4750# Reaction 2 LL 4750#
Beam Wt per ft 20.55# Reaction 1 TL 7795# Reaction 2 TL 7795#
Max Moment 37027'# Max V(Reduced) 6667#
TL Max Defl L/240 TL Actual Defi 1-1274
LL Max Defl L/360 LL Actual Defl L/538
Atttibutes Section
Actual 232,55 84.56 0.83 0.42
Chdom| 164.54 3613 0.95 0.63
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 2700 276 1.8 650
Adiustments Cv Volume 0.978
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 =7795 R2=7705
SPAN= 10FT
Uniform and partial uniform loads are|bo per lineal ft,
BeamChek v2012 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
V
PLAN 3088 ROOF FRAMING
GT2(FOR REACTIONS ONLY) Date: 5/13113
Selection 5-118x 19-1/2 GLB 24F-V4 DFIDF Lu=0.0 Ft
Conditions NDS 2012
Min Bearing Area R1=4.4 in2 R2=4.4 in2 (1.5) DL Defl= 1.05 in Recom Camber=1.57 in
Data [Beam am Span 40.0 ft Reaction 1 LL 1500# Reaction 2 LL 1500#
Wt per ft 24.28 # Reaction 1 TL 2886# Reaction 2 TL 2886#
Wt Included 971 # Maximum V 2886#
x Moment 28857'# Max V(Reduced) 2651 #
Max Defl L/240 TL Actual Defl L/266
LL Max Defl L/360 LL Actual Defl L 1634
Attributes Section(in') Shear(in 2) TL Defl(in) LL Defl
Actual E43%80 99.94 1.81 0.76
Critical 7 14.41 2.00 1.33
Status OK OK OK
Ratio 14% 90% 57%
Fb(psi) Fv(psi) E(psi..x mil) Fe-L (psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2465 276 1.8 650
Adjustments Cv Volume 0.893
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=0.00 Ft
Loads Uniform LL:75 Uniform TL: 120 =A
Uniform Load A
R 1-2886
R2 =2886
SPAN =40 FT
Uniform and partial uniform loads are Ibs per lineal ft.
i
~
" BeanKJnk v2012 licensed to: Weller Consulting Engineers, PC. Reg#5234-65779
PLAN 3088 ROOF FRAMING
GT3(FOR REACTIONS ONLY) Date: 5/13/13
Selection
Conditions NDS2O12
Min Bearing Area R1= 12.2 in2 R2=8.8in2 (1.5) DLUeU= 0.60 in Reoom Camber=U.9Oin
Data Beam Span 19O ft Reaction 1 LL 4276# Reaction 2 LL 2224#
Beam Wt per ft 2055# Reaction 1 TL 7949# Reaction 2 TL 5728#
Max Moment 38500'# Max V(Reduced) 6820#
TL Max Defl L/240 TL Actual Defi L/242
LL Max Defi L/360 LL Actual Defi L/667
Attributes Section �
Actual 232.55 84.56 0.94 0.34
Critical 171.09 3707 O95 0.63
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi.x mil) Fc-L(psi)
Values Referenc Values 2400 240 1.8 650
Adjusted Values 2700 276 1.8 650
Adfustments Cv Volume 0.978
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
Pt lo
RI =7949 R2=5728
SPAN= 18FT
Uniform and partial uniform loads are/ba per lineal ft.
BeamChek v2012 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 Vg
PLAN 3088 ROOF FRAMING
TYPICAL HEADER Date: 5113113
Selection 4x 8 DF-L#2 Lu=0,0 Ft
Conditions NDS 2012
Min Bearing Area RI=3.5in 2 R2=3.5 in' (1.5) DL Defl= 0.05 in
Data Beam Span 5,5 ft Reaction I LL 1375# Reaction 2 LL 1375#
Beam Wt per ft 6.17# Reaction I TL 2217# Reaction 2 TL 2217#
Bm Wt Included 34# Maximum V 2217#
Max Moment 3048W Max V(Reduced) 1730#
TL Max Defl L/240 TL Actual Dell L/595
LL Max Defl L 1360 LL Actual Deft L/>1000
Attributes Section_fW) Shear(W) TL Deft.Qn) LL Defl
Actual 30.66 25.38 0.11 0.06
Critical 27.19 12.54 0.28 0A8
Status OK OK OK OK
Ratio 89% 49% 40% 32%
Fb(psi) Fv(psq 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:500 Uniform TL: 800 =A
Uniform Load A
Z�
R1 =2217 R2=2217
SPAN=5.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
BeamChek v2012 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 3088 ROOF FRAMING
HI Date: 5/13/13
Selection 4x 10 DF-L#2 Lu=0.0 Ft
Conditions NDS 2012
Min Bearing Area R1=4.2 in 2 R2=4.2 in 2 (1.5)DL Defl= 0.05 in
Data Beam Span 6.5 ft Reaction I LL 1625# Reaction 2 ILL 1625#
Beam Wt per ft 7.87# Reaction 1 TL 2626# Reaction 2 TL 2626#
Bm L Included 51 # Maximum V 2626#
Beam
xMoment 4267'�# Max V(Reduced) 2003#
I TL At,(Reduced)r,�,
TL Max Defl L/240 TL Actual Defl L 747
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section (in 3) Shear Qn2) TL Defl(in) LL Defl
Actual 49.91 32.38 0.10 0.05
Critical 41.22 14.51 0.33 0.22
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
Z�
R1 =2626 R2 =2626
SPAN=6.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
~ u*anxCnexvzo12ocenxeoormexer
PLAN 3088 ROOF FRAMING
H1 Duhn�5/13/13
Selection
Conditions NDS2O12
Min Bearing Area R1=33in' R2=5.3in' (1,5)DLDe8= 0.15in ReoomCamber=O23in
Data Beam Span 6.5 ft Reaction 1 LL 406# Reaction 2 LL 1219#
Beam Wt per ft 6.83# Reaction 1 TL 2115# Reaction 2 TL 3415#
Max Moment 6838'# Max V(Reduced) 2810#
TL Max Defl L/240 TL Actual Defi L/424
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section
Actual 42.19 28,13 0.18 O03
Critical 29.73 15.27 O33 012
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 2400 240 18 650
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=288G 3.25 500 H=8OO 3.25 8.5
Pt loads:
R1 =2115 R2=3415
SPAN=G.5FT
Uniform and partial uniform loads are|bs per lineal ft,
BeamChek v20121icensedto: Weller Consulting Engineers, P.C. Reg#5234-65779
PLAN 3088 ROOF FRAMING
H2 Date: 5/13/13
Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2012
Min Bearing Area R1=3.5 in' R2=4.7 in 2 (1.5) DL Defl= 0.09 in Recom Camber-0,14 in
LL 1091 #
Data Beam Span 5.5 ft Reaction I LL 409# Reaction 2
I
Beam Wt per ft 6.83# Reaction I TL 2248# Reaction 2 TL 3076#
Bm Beam
Included 38# Maximum V 3076#
Max Moment 5596'# Max V{Reduced} 2471 #
I /q'In T, ," . _,
TL Max Defl L/240 TL Actual Defl L/602
LL Max Deft L/360 LL Actual Defl L/>1000
Attributes section(in 3) Shear in 2 TL Deft(in) LL Defl
Actual 42.19 28.13 0.11 0,02
Critical L24.33 13.43 0.28 018
Status OK OK OK OK
Ratio 58% 48% 40% 10%
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 2400 240 1.8 650
Reference
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
F_ Point TL -Distance Par Unif LL Par Unif TL Start End
B=2886 2.5 500 H=800 2.5 5.5
H
B
Pt loads:
Z�
RI =2248 R2 =3076
SPAN=5.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
~
~ UeenxChekv2012 licensed to: Ne&p
PLAN 3088 UPPER FLOOR FRAMING
8l4(FOR REACTION ONLY) Date:5U3/13
Selection
Conditions ND02O12 �----
Min Bearing Area R1= 1.7)n' R2= 1.7in" (1.5) DLDe8= 0.31 in ReoumCamber=O.48in
Data Beam Span 17.5 ft Reaction I LL 656# Reaction 2 LL 656#
Beam Wtperft 7.97# Reaction 1 TL 1120# Reaction 2 TL 1120#
Bm Wt Included 140# Maximum V 1120#
Max Moment 4899W Max V(Reduced) 1008#
TL Max Deft L/240 TL Actual Defl L/350
Attributes Section
Actual 57.42 32.81 O60 O29
Chdoa|
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
AdOstments 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: 12O =A
Uniform Load A
R1 = 1120 R2= 1120
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 3088 UPPER FLOOR FRAMING
TYPICAL JOIST
Date: 5/13/13
|
Selection
� Conditions ND82012. Repetitive Use
Min Bearing Area R1 1O/ z R
Data Beam Span 12.0 ft Reaction I LL 320# Reaction 2 ILL 320#
Beam Wt per ft 0# Reaction 1 TL 400# Reaction 2 TL 400#
Max Moment 1200'# Max V(Reduced) 337#
FTL Max Defl L/29,40 TL Actual Defl L/975
LL Max Defi L/360 LL Actual Defl L/>1000
Attribute Section
Actual 31 64 16.88 0.15 0.11
Critical 14.73 3.37 O60 0.40
Status OK OK OK OK
Ratio E47% 20% 25% 27%
Fb(psi) Fv(psi) E(DSi X Mil) Fc-L(psi)
Values Reference Values 850 150 1.3 405
Ad'usted Values 978 150 1.3 405
8diustments CF Size Factor 1.000
Cd
F 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�
Uniform Load A
RI 400 ---^
R2=400
SPAN= 12FT
Uniform and partial uniform loads are/bm per lineal ft.
`
~ BeanKChekv2O/2licensed to: Weller Consulting Engineers, PC. Reg#5234-65779
PLAN 3088 UPPER FLOOR FRAMING
FJ1 Date: 5/13/13
Selection
Conditions ND82012. Repetitive Use
Min Bearing Area R1= 1.1in' R2= 1.1in' (1.5)DLDeU= 0.15in
Data Beam Span 18.0 It Reaction 1 LL 360# Reaction 2 LL 360#
Beam Wt per ft 0# Reaction 1 TL 450# Reaction 2 TL 450#
Max Moment 2025 # Max V(Reduced) 403#
TL Max Defl L/240 TL Actual Defl L/385
8ftfibutes Section
Actual 31.64 1688 O56 0.41
Chi|co| 24.86 4.03 090 0.60
Status 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 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:4O Uniform TL: 5O =A
Uniform Load A
RI =450 R2=450
SPAN= 18 FT
Uniform and partial uniform loads are|bm per lineal ft.
^
` ymm/nChexv2o7zxm*nxeutzmexo/ConmumnQ
PLAN 3088 UPPER FLOOR FRAMING
TYPICAL HEADER Date: 5/13/13
Selection
Conditions NDS2Q12
Min Bearing Area R1=2.1 in z R2 2 1 i z (1 5) DLD M 001 in
Data Beam Span 4O ft Reaction I LL 860# Reaction 2 LL 860#
Beam Wt per ft 6.17# Reaction I TL 1282# Reaction 2 TL 1282#
Max Moment 1282W Max V(Reduced) 895#
TL Max Defi L/240 TL Actual Defi L/>1000
LL Max Defi L/360 LL Actual Def! L/>1000
Attributes Section
Actual 30.66 25.38 0.02 0.01
Ch8ua|
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 1170 180 1.6 625
AdiusVments CF Size Factor 1300
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 LL:380 Uniform TL: 475 =A
Par Unif LL Par Unif TL Start 7En�
50 H =8O O 4.0
/ =8Q 0 4.0
Uniform Load A
R1 = 1282 R2= 1282
SPAN=4FT
Uniform and partial uniform loads are|bm per lineal ft.
^ aeunxCnexv2o/2licensed to: Weller Consulting Engineers, P C. Reg#5234-65779
PLAN 3088 UPPER FLOOR FRAMING
H3 Date:5/13/13
Selection
Conditions NDS2O12
K8in8eehn A R1 28iz R2 28) a (15) DLOU 0.08 in
Data Beam Span 8.5 ft Reaction I LL 1063# Reaction 2 LL 1063#
Beam Wt per ft 7,87# Reaction 1 TL 1733# Reaction 2 TL 1733#
Max Moment 3684'# Max V(Reduced) 1419#
TL Max Def! L/240 TL Actual Defl L/660
LL Max Defl L/360 LI-Actual Defl L/>1000
Attributes Section
Actual 49.91 32.38 OA5 0.08
Chdoa[ 35.59 10.28 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 1242 207 1.6 625
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 1.0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL:25O Uniform TL: 4OO =A
Uniform Load A
R1 = 1733 R2= 1733
GR4M =8,5FT
Uniform and partial uniform loads are lbs per lineal ft.
^ u*a/nchoxv2u/z licensed to: Weller
PLAN 3088 UPPER FLOOR FRAMING
H4 Date: 5/13/13
Selection
Conditions ND82O12
k8)n BemhngAneo R1=2.2in' R2=2.2in2 (1�5)OLDoM= 0.26 in
Data Beam Span 16.5 ft Reaction I LL 825# Reaction 2 LL 825#
Beam Wt per ft 9.57# Reaction I TL 1399# Reaction 2 TL 1399#
Max Moment 5771 '# Max V(Reduced) 1240#
TL Max Defi L/240 TL Actual Defl L/387
Attributes S 0
Actual 73.83 39.38 0.51 0.25
Chdoa|
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
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 LL: 1OO Uniform TL: 180 =A
Uniform Load A
R1 = 1399 R2= 1399
SPAN = 18,5FT
Uniform and partial uniform loads are|ba per lineal ft.
^ uoaoxCn*xv2o7z licensed to: mexer
PLAN 3088 UPPER FLOOR FRAMING
H5 Date: 5/13U3
Selection
Conditions NDS2O12
Min 8eahngAmea R1=3,3 in' R2=3.3in2 (1.5) OLDeO= 0,04 in
Data Beam Span 6.5 ft Reaction I LL 1398# Reaction 2 LL 1398#
Beam Wt per ft 7.87# Reaction I TL 2089# Reaction 2 TIL 2089#
Max Moment 3395'# Max V(Reduced) 1594#
TL Max Def! L/240 TL Actual Defl L/943
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section
Actual 49.91 3238 0.08 0.05
Critical 37.72 13.28 0.33 O22
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 1.6 625
Adiustments 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:380 Uniform TL: 475 =A
Par Unif LL Par Unif TL Start
50 H=O0 O 0.5
| =8U U 0.5
Uniform Load A
R1 =2088 R2=2089
SPAN=8.5FT
Uniform and partial uniform loads are|ba per lineal ft.
^ oeom^'mwv^v'2 licensed to: ,.mle, ^"°""",*Engineers, . `^ '`
PLAN 3088 UPPER FLOOR FRAMING
HM Date: 5/13/13
Conditions NDS2O12
N)i Beah Area 131 8O in2 R2=84in2 (1 5)DLDe8= O 12 in Reonm Combor=U 19 in
Data Beam Span 65 ft Reaction I LL 1516# Reaction 2 LL 2324#
Bm Wt Included 73# Maximum V 5444#
Max Moment 10282'# Max V(Reduced) 4438#
TL Max Dell L/240 TL Actual Defl L/468
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(in 3) Shear(W) TL efl LD fl
Actual 69A9 46.13 0.17 0.04
Critical 44.71 24.12 0.33 0.22
Status OK OK OK OK
Fb(psi) Fv(psi) E(psi x mil) -.Fc-L(psi)
Values Reference Values 2400 240 18 650
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 Uniform LL:360 Uniform TL: 450 =A
Point TL Distance Par Unif LL Par Unif TL Start End
|=OU 0 O.5
F- Uniform Load A
Ftloads:
R1 =3889 R2=5444
SPAN =8�5FT
Uniform and partial uniform loads are|bo per lineal ft.
,
° uoamco*xvzu/z licensed to: Weller Consulting
PLAN 3088 UPPER FLOOR FRAMING
B1 Date: 5/13/18
Selection
Conditions NDS 2012
Min Bearing Area R1=3.1 in' R2=3.1 inz (1.5)DLDeO= 023 in Raoom Camber=O.35in
Data Beam Span 12.5 ft Reaction 1 LL 1063# Reaction 2 LL 1063#
Beam Wt per ft 7.97# Reaction 1 TL 1987# Reaction 2 TL 1987#
Max Moment 6210'# Max V(Reduced) 1709#
TL Max Def! L/240 TL Actual Def! L/367
Attributes Attributes Section LLDmfl
Actual 57.42 3281 OA1 0.17
Chhoa| 31.05 10.68 0.63 0.42
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
Adiustments Cv Volume 1.000
Uniform 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 O00 Ft
Loads 0 Uniform TL 150 =A
Par Unif LL Par Unif TL Start End
| =8O U 12.5
Uniform Load A
R1 = 1987 R2= 1987
SPAN = 12,5FT
Uniform and partial uniform loads are|bn per lineal ft.
^ oeux^^m° ~^.,2 licensed to: Weller Consulting Engineers,
PLAN 3088 UPPER FLOOR FRAMING
B2 Date: 5/13/13
Selection 6-3/4x 19-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS2012
Min Bearing Area R1=21 1inxR2=21 1in2 (15) DLDeO= 0,40 in ReoomCamber=UGUin
Data Beam Span 20.0 ft Reaction 1 LL 8400# Reaction 2 LL 8400#
Beam Wt per ft 31.98# Reaction I TL 13720# Reaction 2 TL 13720#
Max Moment 68599'# Max V(Reduced) 11490#
D8
Attributes Section
Actual 427.78 131.63 0.82 0.42
Chdoe| 32027 62.45 1.00 O67
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 2570 276 1.8 650
Adjustments Cv Volume 0.931
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 End
(=80 0 200
Uniform Load A
R1 = 13720 R2= 13720
SPAN =2OFT
Uniform and partial uniform loads are|bm per lineal ft.
~ uoanxCnexv2u12 licensed to: vveoeruonuumng Engineers, PC.
PLAN 3088 UPPER FLOOR FRAMING
B3 Date:5/13/13
Selection
Conditions NDS2O12
MinBearingArea R1=4.0in' R2 40 in a (1.5) DLD O 0.18 in
Data Beam Span 12.5 ft Reaction 1 LL 719# Reaction 2 LL 719#
Max Moment 5123W Max V(Reduced) 1393#
TL Max Defl L/240 TL Actual Defl L/540
LL Max Def! L/360 LL Actual Defl L/>1000
Attributes Section
Actual 94.92 50.63 0.28 0.09
Critical 62.89 12.12 O63 0.42
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 978 173 1.3 405
4diustments 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:40 Uniform TL: 50 =A
Par Unif LL Par Unif TL Start End
75 H= 120 O 12.5
|=80 O 12.5
Uniform Load A
R1 = 1639 R2= 1039
SPAN= 12,5FT
Uniform and partial uniform loads are|bn per lineal ft.
"
° uounKJe6
PLAN 3088 UPPER FLOOR FRAMING
B4 Date: 5/13/13
Conditions NDS 12
Data Beam Span 6'0 ft Reaction 1 LL 1380# Reaction 2 LL 1380#
Beam Wt per ft 6.17# Reaction 1 TL 1743# Reaction 2 1743#
Max Moment 26 '# Max V(Reduced) 1392#
TL Max Defl L/240 TL Actual Defl L/685
LL Max Defl L/360 ctual Defl L/956
Actual 30.66 25.38 0.1 .08
Critical 26.82 11.60 0.30 0,20
Status OK OK OK OK
Values Reference Values 900 180 1.6 625
I Adjusted Values 1170 180 1.6 625
Cd uration 1.00 1.00
Cr Repetitive 1.00
Ch Shear ess N/A
CI ility 1 0000 Rb 0.00 Le 0.00 Ft
Loads Uniform LL:460 Uniform TL: 575 =A
Uniform Load A
R1 = 1743 �--`
x2= 1743
SPAN=6FT
Uniform and partial uniform loads are|by per lineal ft,
�
� B=a'"^=" ,2"'^licensed to: Weller Consulting~
PLAN 3088 UPPER FLOOR FRAMING
B4 [ate: 5/13/13
Conditions NDS2O12
MinBearingArea R1=08inz R2=68in2 (1.5) DL Defi= 019in Rocom Camber=O2Qin
Data Beam Span 15.0 ft Reaction 1 LL 3450# Reaction 2 LL 3450#
Beam Wt per ft 17.22# Reaction 1 TL 4442# Reaction 2 TL 4442#
Max Moment 16656 # Max V(Reduced) 3923#
TL Max Defi L/240 TL Actual Defl L/282
LL Max Defl L/360 LL Actual Defl L/403
Attributes TL Deft LDeO
Actual 124.03 70.88 0.64 0.45
Chdou| 83.28 2452 0.75 0.50
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
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:4O0 Uniform TL: 575 =A
Uniform Load A
R1 =4442 R2=4442
GRAN= 15 FT
Uniform and partial uniform loads are|bs per lineal ft,
* ooan/Cnekvzo7z licensed to: Weller Consulting
PLAN 3088 UPPER FLOOR FRAMING
Bx Date: 5/13/13
Selection
Conditions NDS2O12
Min Bearing Area R1=3.8in2 R2=3.8/n2 (1�5)DLDeO= <0.01 /n.
Data Beam Span 4,5 ft Reaction 1 LL 1215# Reaction 2 LL 1215#
Beam Wtperft 8.2# Reaction 1 TL 1537# Reaction 2 TL 1537#
Max Moment 1729 # Max V(Reduced) 897#
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section i " Shear
Actual
Chdoul 24A1 8.97 0.23 0.15
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 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:54U Uniform TL: 87S =A
Uniform Load A
R1 = 1537 R2= 1537
SPAN=4.5FT
Uniform and partial uniform loads are|ba per lineal ft.
�
° WellerConsulting Engineers, PC. Reg#5234-65779
PLAN 3088 UPPER FLOOR FRAMING
BG Dote: 5/13/13
Selection 5-118x 21 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS2O12
KAkn8eehn Anym R1 2O8i zR2 2O8/nz (15) DLDefl 0.48 in Recom Camber--0.72 i
Data Beam Span 21O ft Reaction 1 LL 8295# Reaction 2 LL 8295#
Beam Wt per ft 26,15# Reaction I TL 13505# Reaction 2 TL 13505#
Max Moment 70899W Max V(Reduced) 11254#
TL Max Defl L/240 TL Actual Defl L/256
LL Max Def! L/360 LL Actual Defi L/500
Attributes Section
Actual 376.69 107.63 O98 0.50
Critical 32600 61.16 1.05 0.70
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 2610 276 1.8 650
Adfustments Cv Volume 0.946
Cd Duration 1A5 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 End
550 H=88O O 21.0
1 --80 O 21.0
Uniform Load A
R1 = 13505 R2= 13505
SPAN=21FT
Uniform and partial uniform loads are|bm per lineal ft,
4
b
BeamCttek v2012 licensed to: Weller Consulting Engineers, P.G. Reg#5234-65779
vn
r PLAN 3088 UPPER FLOOR FRAMING
B7 Date: 5/13/13
Selection 5-1/8x 9 GLI3 24F-V4 DF/DF Lu=0.0 Ft
Conditions NOS 2012
Min Bearing Area R1=3.5 in2 R2= 1.8 in2 (1.5)DL Defl= 0.29 in Recom Camber=0.43 in
Data
FTL m Span 12.0 ft Reaction 1 LL 1013# Reaction 2 LL 338#
m Wt per ft 11.21 # Reaction 1 TL 2247# Reaction 2 TL 1167#
Wt Included 135# Maximum V 2247#
Moment 6802'# Max V(Reduced) 1969#
ax Deft L/240 TL Actual Deft L/374
1.LL Max Deft L/360 LL Actual Defl L/>1000
Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl
Actual L29�57 9 46.13 0.39 0.10
Critical 10.70 0.60 0.40
Status OK OK OK
Ratio 23% 64% 25%
Fb(psi) Fv(psi) E psi x mil) Fc I (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 End
B= 1120 6.0 225 H=360 0 6.0
H
Pt loads:
R1-2-247
R2= 1167
SPAN= 12 FT
Uniform and partial uniform loads are Ibs per lineal ft.
BearnChek v2012 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779
VG
PLAN 3088 UPPER FLOOR FRAMING
B8 Date: 5113113
Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2012
Min Bearing Area R1= 1.6 in' R2= 1.6 in' (1.5) DL Deft= 0.22 in Recom Camber--0,33 in
Data Beam Span 16.0 ft Reaction I LL
600# Reaction 2
LL 600#
Beam Wt per ft 11.21 # Reaction I TL 1050# Reaction 2 TL 1050#
Bm Wt Included 179# Maximum V 1050#
Max Moment 4199W Max V(Reduced) 951 #
L I
TL Max Defl L/240 TL Actual Defl L/459
LL Max Defl L/360 LL Actual Defi L/975
Attributes Section(in' Shear QnD TL Defl(in) LL Deft
Actual 69.19 46.�13 0.42 0.20
Critical 1& 5
26 .17 0.80 0.53
Status OK OK OK OK 11%
1 1,
Ratio 26% 52% 37%
Fb psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference'Values 2400 240 1.8 650
1 Adjusted Values 2760 276 1.8 650
Adjustments Cv Volume 1.O O0
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
Z�
R1 - 1050
R2= 1050
SPAN = 16 FT
Uniform and partial uniform loads are lbs per lineal ft.
BeamChek v20121icensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 V-71
PLAN 3088
MAIN FLOOR FRAMING
TYPICAL JOIST Date:5/13113
Selection 2x 10 NF#2 @ 16 in oc Lu=0.0 Ft
Conditions NDS 2012, Repetitive Use
Min Bearing Area R1= I.1 in 2 R2= 1.1 in 2 (1.5)DL Defl= 0.10 in
Data
Beam Span
13.0 ft Reaction I LL
347# Reaction 2 LL 347#
Beam Wt per ft 0# Reaction 1 TL 433# Reaction 2 TL 433#
Beam
Wt Included 0# Maximum V 433#
Max Moment 1408W Max V(Reduced) 382#
TL Max,Def) L/240 TL Actual Defl L/426
LL Max Defl L 1360 LL Actual Defl L 1586
Attributes Section(inD Shear(W) TL Dell (in) LL Deft
Actual 21.39 13.88 0.37 0.27
Critical 15.72 3.82 0.65 0.43
Status OK OK OK OK
Ratio L_73% 28% 56% 61%
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 850 150 1.3 405
Ad Adjusted Values 1075 150 1.3 405
Adjustments CF Se Factor 1.100
Cd Duration 1.00 1.00
Cr kRepetitive 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
R1 =433 Z�
R2=433
SPAN= 13 FT
Uniform and partial uniform loads are lbs per lineal ft,
�
�
� MeanxCo*xv2V7x licensed to: Ne8orConoultinP Engineers, PC. Reg#5234-05779
PLAN 3088 MAIN FLOOR FRAMING
TYPICAL BEAM Date: 5/13/13
Selection
Conditions NDS2U12
Min Bearing Area R1=3.8 in' R2=3.8|n" (1.5) DLDa8= 0.01 in
Data Beam Span 4.0 ft Reaction 1 LL 1880# Reaction 2 LL 1880#
Beam Wt per ft 6.17# Reaction 1 TL 2362# Reaction 2 TL 2362#
Bm Wt Included 25# Maximum V 2362#
Max Moment 2362W Max V(Reduced) 1649#
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section i
Actual 30.66 2538 0.04 0.03
ChUoo| 24.23 1174 0.20 0.13
Status OK OK OK OK
Ratio
Fb(psi) Fv(psi) E(psi x mil) Fc-L(psi)
Values Reference Values 900 180 16 625
Adjusted Values 1170 180 1.6 625
Adjustments 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 0.00 Le 0.00 Ft
Loads Uniform LL:Q4O Uniform TL: 1175 =A
Uniform Load A
R1 =2362 R2 =2362
SPAN=4FT
Uniform and podio|uniform loads are|bm per lineal ft,
,rte
N
BeamChek v2012 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 ` f
PLAN 3088 MAIN FLOOR FRAMING
TYPICAL BEAM Date:5113113
a Selection 4x 10 DF-L#2 Lu=0.0 Ft
Conditions NDS 2012
Min Bearing Area R1=3.6 ins R2=3.6 ins (1.5)DL Deft= 0.01 in
Data Beam Span 5.5 ft Reaction 1 LL 1760# Reaction 2 LL 1760#
Beam Wt per ft 7.87# Reaction 1 TL 2222# Reaction 2 TL 2222#
Bm Wt Included 43# Maximum V 2222#
Max Moment 3055'# Max V{Reduced} 1599#
TL Max Deft L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in-) Shear(in2) TL Defl(in) LL Defl
Actual 49.91 32.38 0.05 0.04
Critical 33.94 13.32 0.28 0.18
Status OK OK OK OK
Ratio 68% 41% 18% 19%
Fb(psi) Fv(psi) E psi x mil} Fc I (psi)
Values Reference Values 900 180 1.6 625
Adjusted Values 1080 180 1.6 625
Adiustment I CF Size Factor 1.200
Cd Duration 1.00 1.00
[Ch r Repetitive 1.00
Shear Stress N/A
m Wet Use 1.00 1.00 1.00 1.00
I Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:640 Uniform TL: 800 =A
Uniform Load A
RI-222222
R2=2222
SPAN=5.5FT
Uniform and partial uniform loads are Ibs per lineal ft.