HomeMy WebLinkAbout217 E 11th St Technical - BuildingTECHNICAL
Permit# 09-Sy7
Address n E S+
Project description 512_, s-F \>azt,c,k-e.el
GaArixle
Date the permit was finaled 0
Number of technical pages 32--
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(2) 3" WIDE X 1'3" LONG
3/8" LDED AT W °L PLATE
(3) 1/2" DIA. LAG BOLTS
WITH MIN. 3" EMBEDMENT
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-5 1/8 X 22 1/2 GLB
RIDGE BEAM
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3' EMBEDMENT ININ.
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Project:
Location. Column 2
Column
,;12009 International Building Code(2005 NDS)]
35 IN x 7.25 IN x 10 5 FT
#2 Douglas- Fir -Larch Dry Use
Section Adequate By 55.9%
DEFLECTIONS
Deflection due to lateral loads only'
Live Load Deflection Criteria:
VERTICAL REACTIONS
Live Load:
Dead Load
Total Load:
COLUMN DATA
Total Column Length.
Unbraced Length (X -Axis) Ly
Unbraced Length (Y -Axis) Ly
Column End Condtion -K (e):
Axial Load Duration Factor
Lateral Load Duration Factor (Wind /Seismic)
COLUMN PROPERTIES
#2 Douglas- Fir -Larch
Compressive Stress:
Bending Stress (X -X Axis).
Bending Stress (Y Y Axis):
Modulus of Elasticity
Min. Mod. of Elasticity'
Column Section (X -X Axis):
Column Section (Y Y Axis):
Area:
Section Modulus (X- X.Axis):
Section Modulus (Y Y Axis):
Slenderness Ratio:
NOTES
4s149 L.'1 N1I410S
91,D6 FoTTS
Defl= 019
Vert-LL -Rxn
Vert-DL -Rxn
Vert-TL -Rxn
10.5
105
2
1
1 00
1 33
IN U648
U180
ft
ft
ft
0 lb
58 lb
58 lb
HORIZONTAL REACTIONS
Total Reaction at Top of Column: TL -Rxn -Top 66 Ib
Total Reaction at Bottom of Column: TL -Rxn- Bottom =66664}lb
Base Values Adiusted
Fc 1350 psi Fc' 1182 psi
Cd =1 33 Cf=1 05 Cp =0.63
Fbx 900 psi Fbx' 1551 psi
Cd =1 33 CF =1 30 C1 =1 00
Fby 900 psi Fby' 1556 psi
Cd =1.33 CF =1 30
E 1600 ksi E' 1600 ksi
E_min 580 ksi E_min' 580 ksi
dx 7.25 in
dy 3 5 in
A 25 38 in2
Sx 30 66 in3
Sy 14.8 in3
Lex/dx 17 38
Ley /dy 6.86
Column Calculations (Controlling Case Only):
Controlling Load Case' Axial Dead Load and Lateral loads (D W or E)
Actual Compressive Stress. 2 psi
Allowable Compressive Stress: 1182 psi
Eccentricity Moment (X -X Axis): 0 ft -lb
Eccentricity Moment (Y Y Axis):
Moment Due to Lateral Loads (X -X Axis):
Moment Due to Lateral Loads (Y Y Axis):
Bending Stress Lateral Loads Only (X -X Axis):
Allowable Bending Stress (X -X Axis):
Bending Stress Lateral Loads Only (Y Y Axis)
Allowable Bending Stress (Y Y Axis):
Combined Stress Factor
Fc
Fc'
Mx -ex
My -ey
Mx
My
Fbx
Fbx'
Fby
Fby'
CSF
0
1743
0
682
1551
0
1556
0.44
ft -lb
ft-lb
ft -lb
psi
psi
psi
psi
StruCalc Version 8.0.100 0
LOADING DIAGRAM
AXIAL LOADING
Live Load:
Dead Load:
Column Self Weight:
Total Load:
PL 0 lb
PD 0 lb
CSW 58 lb
PT 58 lb
LATERAL LOADING (Dy Face)
Uniform Lateral Load: wL -Lat 126 plf
4/26/2010 7.39 AM
page
V
Pfoject:
Location. Column 3
Column
4 [2009 International Building Code(2005 NDS)]
3.5 IN x 7.25 IN x 12.0 FT
#2 Douglas- Fir -Larch Dry Use
Section Adequate By 38.5%
DEFLECTIONS
Deflection due to lateral loads only
Live Load Deflection Criteria.
VERTICAL REACTIONS
Live Load:
Dead Load:
Total Load:
COLUMN DATA
Total Column Length.
Unbraced Length (X -Axis) Ly
Unbraced Length (Y -Axis) Ly
Column End Condtion -K (e):
Axial Load Duration Factor
Lateral Load Duration Factor (Wind /Seismic)
COLUMN PROPERTIES
#2 Douglas- Fir -Larch
Column Section (X -X Axis):
Column Section (Y Y Axis):
Area.
Section Modulus (X -X Axis):
Section Modulus (Y Y Axis):
Slenderness Ratio
NOTES
494 Lci i4A►Vg.1v5
Defl 0 35 IN U407
U180
Vert-LL -Rxn
Vert-DL -Rxn
Vert-TL -Rxn
HORIZONTAL REACTIONS
Total Reaction at Top of Column: TL -Rxn -Top 810 lb
Total Reaction at Bottom of Column: TL- Rxn Bottom 0 114
12
12
2
1
1 00
1.33
ft
ft
ft
Base Values Adjusted
Compressive Stress: Fc 1350 psi Fc' 990 psi
Cd =1 33 Cf=1 05 Cp =0.52
Bending Stress (X -X Axis): Fbx 900 psi Fbx' 1551 psi
Cd =1 33 CF =1 30 CI =1 00
Bending Stress (Y Y Axis) Fby 900 psi Fby' 1556 psi
Cd =1 33 CF =1 30
Modulus of Elasticity' E 1600 ksi E' 1600 ksi
Min. Mod. of Elasticity E_min 580 ksi E_min' 580 ksi
dx
dy
A=
Sx
Sy
Lex/dx
Ley /dy
0 lb
66 lb
66 lb
7.25
3.5
25 38
30 66
148
19 86
6.86
in
in
in2
in3
in3
Column Calculations (Controlling Case Only):
Controlling Load Case. Axial Dead Load and Lateral loads (D W or E)
Actual Compressive Stress: Fc
Allowable Compressive Stress: Fc'
Eccentricity Moment (X -X Axis): Mx -ex
Eccentricity Moment (Y Y Axis): My -ey 0
Moment Due to Lateral Loads (X -X Axis). Mx 2430
Moment Due to Lateral Loads (Y Y Axis): My 0
Bending Stress Lateral Loads Only (X -X Axis) Fbx 951
Allowable Bending Stress (X -X Axis): Fbx' 1551
Bending Stress Lateral Loads Only (Y Y Axis): Fby 0
Allowable Bending Stress (Y Y Axis) Fby' 1556
Combined Stress Factor CSF 0.61
3 psi
990 psi
0 ft -lb
ft-lb
ft-lb
ft -lb
psi
psi
psi
psi
StruCalc Version 8.0.100.0
LOADING DIAGRAM
AXIAL LOADING
Live Load:
Dead Load:
Column Self Weight:
Total Load:
12ft
PL
PD
CSW
PT
0 lb
0 lb
66 lb
66 lb
LATERAL LOADING (Dy Face)
Uniform Lateral Load: wL -Lat 135 plf
4/26/2010 7 41 AM
page
/of
'2-0
449 S
319 s. peabody; suite b port angeles, wa 98362
360.452.6116 fax 360.452.7064
Project: iNi14.1weat stp)br
Subiect:.
Date. 12,11"V &-7,6i) UPI
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DEC 0 3 2009
CITY OF PORT ANGELES 0-15elin
BUILDING DIVISION
LINDBERMITH
A R C H I C T S
319 S. Peabody Suite B Port Angeles, WA 98362
360 452.6116 fax 360.452.7064
contactnlinddarch.com www.lindarch.com
Project: AlN Lel 5' t-vp 2 l
Subject: I A L
Date 08v1Suo 1j G7' 1
SHEAR WALL SUMMARY
WI L I H I V I V/L I SW
55 lo 2 1 U.0 v
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41$4
41-53
413$
I /ALL OFIT/FIRMINFO/FORMS /SHEARWAL
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SIM
3--
A. PLYWOOD OR O.S.B. SHEAR WALLS
1 MAXIMUM SHEAR 250 P.L.F
USE W SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 6"
0 C FOR FRAMING, USE DF NO.2. PROVIDE W DIAMETER ANCHOR. BOLTS AT
32" 0 C MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH
END OF THE: WALL, SEE FRAMING /SHEAR WALL PLANS.
2. MAXIMUM SHEAR 315 P L.F
USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 5°
O C FOR FRAMING, USE DF NO.2. PROVIDE DIAMETER ANCHOR BOLTS AT
32" 0 C MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH
END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS
3 MAXIMUM SHEAR 375 P L.F
USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 4"
0 C FOR FRAMING, USE 3X DF NO.2. PROVIDE DIAMETER ANCHOR BOLTS
AT 24" 0 C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT
EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS
4 MAXIMUM SHEAR 490 P.L.F
USE W SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3"
O C FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8"
DIAMETER ANCHOR BOLTS AT 32' 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
5. MAXIMUM SHEAR 560 P.L.F
USE SHEATING ONE SIDE OF WALL NAIL ALL EDGES WITH 10d NAILS AT 3'
0 C FOR FRAMING USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8"
DIAMETER ANCHOR BOLTS AT 24° O.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
6. MAXIMUM SHEAR 685 P L.F
USE l" SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2 1/2° 0 C STAGGERED FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS
PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 20' 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
7 MAXIMUM SHEAR 770 P.L.F
USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2" O.C. STAGGERED FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 5/8' DIAMETER ANCHOR BOLTS AT 18' 0 C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
8. MAXIMUM SHEAR 870 P.L.F
USE SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
3 1/2" 0 C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4'
DIAMETER. ANCHOR BOLTS AT 20' 0 C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
MAXIMUM SHEAR 980 P L.F
USE SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
3' 0 C FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS PROVIDE 3/4"
DIAMETER ANCHOR BOLTS AT 18" 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
10 MAXIMUM SHEAR 1,200 P.L.F
USE 1/2' SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
3" 0 C STAGGERED FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS
PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 14' 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
11 MAXIMUM SHEAR 1,540 P L.F
USE SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2" 0 C STAGGERED FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 11" 0 C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS
12. MAXIMUM SHEAR 1 740 P L.F
USE 5/8" SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2" 0 C. STAGGERED FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS
PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 9" 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS
ao
X
2
DF 2
h
ROOF FRA INCB PLAN
xlrywee%
HAMER EACH
JOIE?
KCAL& 1/4' P.0"
SCALE, V4' P-O'
PLYWOOD OR 0.5.8. SHEAR WALLS
2. MAXPU1 SHEAR a@ pp1.P.
USE VP 6I€ATNG ONE SIDE or WALL MIL ALL EDGES WIN SC HAILB
AT 6' 00 FOR FRANK um DP NO1 PROVIDE V!" DIAMETER ANCHOR
DOLTS AT 92' 00 M4XMM SPACING AT THE POU DATIOIL
FOR TIE DOWNE AT EACH END OP THE WALL, SEE PR8MNG/134EAR PLAN&
S MAXIM SHEAR 660 PLF.
USE VP SHEATHS ONE SIDE OF WALL. NAIL ALL EDGES MN 10d MILS
AT 3' 00 FOR A� USE 3k CP NO1 mow D01TOM PLATES ARE
AE01WED, DOLT BOTH PLATES WITH ANCHOR BOLTS. PROVIDE
W DIAMETER ANCHOR DOLTS AT 24' 00 MAXMU I WOG AT THE
SEE A R4116111 AR PT.O& AT EACH END OF TIM WALL
6. MAXFUI SHEAR 656 PLP.
USE 1/2" SHEATHS ONE SIDE CP WAIL MU. ALL EONS 16TH 10d HAILS
AT 21/1' 00 STABGBNED FOR FROMM USE 3X OF 3101 DOUBLE 6011 /11
PLATES ARE REQARED, BOLT THROUGH !LOW PLATES 1111114 ANCHOR EOLTS.
AT FFAWA?ICNL MR TIE DOING AT AT 20' 00 MA2011111
EACH END OP WA LL
SEE M S SSHEAR PLANS.
ALL SNEA11N2 GENERAL REOUIRMIENTS
9SN,q a 6 a+F SHA L WE BA ED WM W dam
DE1UEBd ROOF SHEATNO AND WALL SIf.A
SIEATHNG AND LOVER WALL SHEATHING SH411 DE SUCH THAT REWIRED
EDGE MLNG PER SCHEDULE 16 CONT60006 THROU DLOO iCN AND
AT z4 0 0 4' TWO MD IE DOOM aT IN�'D ON FLOOR
AT 0 IG4L THE TM DOUNI6 SHALL DE BOLTED TO THE UPPER AND LO ER WALL 61106
p�pg� �pe� AND CO SE I
GTED DT THREADED ROD A6 PER MA PACTURE M6
rag ?OP KATE n
TYPICAL
WALL 'A'
NO SHEAR W4LI.
REQUIRED
WALL 15'
NO
REQUIRED
SHEAR WALL
SPEAR WALL. PLAN UPPER LEVEL
Tr
i9
FLOOR FRAINC PLAN SHEAR WALL PLAN LOWER LEVEL
SCALE• V4' P•0'
SCALS 1/4' P-0'
i
if
Roof Beam( 2000 International Building Code (97 NDS) Ver 6 00 7
By Charles Smith Lindberg Smith on. 12 -02 2009 12:34 12 AM
Project: 217 E 11TH Location: WINDOW HEADER
Summary
3.5 IN x 7.25 IN x 7 5 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 67 0% Controlling Factor Section Modulus Depth Required 5.61 In
Deflections.
Dead Load:
Live Load:
Total Load:
Reactions (Each End)
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only support capacity not checked)
Beam Data.
Span:
Maximum Unbraced Span:
Pitch Of Roof:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria.
Roof Loading:
Roof Live Load -Side One.
Roof Dead Load -Side One:
Tributary Width -Side One
Roof Live Load -Side Two
Roof Dead Load -Side Two
Tributary Width -Side Two
Roof Duration Factor
Beam Self Weight:
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length:
Beam Uniform Live Load
Beam Uniform Dead Load:
Total Uniform Load:
Properties For #2 Douglas Fir -Larch
Bending Stress:
Shear Stress:
Modulus of Elasticity
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension)
Adjustment Factors. Cd =1 15 CI =1 00 Cf =1 30
Fv'
Adjustment Factors. Cd =1 15
Design Requirements:
Controlling Moment: M=
3 75 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V=
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment) Sreq=
Shear
S=
Area
(Shear) Areq=
A=
Moment of Inertia (Deflection): Ireq=
1=
DLD= 0 05 IN
LLD= 0.07 IN U1285
TLD= 0 12 IN L/770
LL -Rxn= 656 LB
DL -Rxn= 438 LB
TL -Rxn= 1094 LB
BL= 0.50 IN
L= 7.5 FT
Lu= 2.0 FT
RP= 4 12
U 240
L/ 180
LL1= 25.0 PSF
DL1= 15 0 PSF
TW1= 2.0 FT
LL2= 25 0 PSF
DL2= 15.0 PSF
TW2= 5 0 FT
Cd= 1 15
BSW= 6 PLF
Ladi= 7.5 FT
wL= 175 PLF
wD_adi= 117 PLF
wT= 292 PLF
Fb= 900 PSI
Fv= 95 PSI
E= 1600000 PSI
Fc_perp= 625 PSI
Fb'= 1342 PSI
Fv'= 109 PSI
2052 FT -LB
919 LB
18.36 N3
30.66 N3
12.62 N2
25.38 N2
25.97 N4
111 15 N4
Roof Beam' 2000 International Building Code (97 NDS) Ver 6 00 7
By Charles Smith Lindberg Smith on. 12 -02 2009 12:34:51 AM
Project: 217 E 11TH Location. WINDOW HEADER
Summary
2 1.5 IN x 5.5 IN x 3 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 295.1% Controlling Factor Area Depth Required 2.41 In
Deflections:
Dead Load: DLD=
Live Load: LLD=
Total Load: TLD=
Reactions (Each End)
Live Load: LL -Rxn=
Dead Load: DL -Rxn=
Total Load: TL -Rxn=
Bearing Length Required (Beam only support capacity not checked) BL=
Beam Data:
Span. L=
Maximum Unbraced Span: Lu=
Pitch Of Roof RP=
Live Load Deflect. Criteria: L/
Total Load Deflect. Criteria: L/
Roof Loading:
Roof Live Load -Side One. LL1=
Roof Dead Load -Side One DL1=
Tributary Width -Side One: TW1=
Roof Live Load -Side Two. LL2=
Roof Dead Load -Side Two DL2=
Tributary Width -Side Two: TW2=
Roof Duration Factor Cd=
Beam Self Weight: BSW=
Slope /Pitch Adjusted Lengths and Loads.
Adjusted Beam Length. Ladj=
Beam Uniform Live Load: wL=
Beam Uniform Dead Load: wD_ad'1=
Total Uniform Load: wT=
Properties For #2 Douglas Fir -Larch
Bending Stress: Fb=
Shear Stress: Fv=
Modulus of Elasticity E=
Stress Perpendicular to Grain: Fc_perp=
Adjusted Properties
Fb' (Tension) Fb'=
Adjustment Factors. Cd =1 15 CI =1 00 Cf =1.30
Fv' Fv'=
Adjustment Factors. Cd =1 15
Design Requirements:
Controlling Moment: M=
1.5 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V=
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections.
Section Modulus (Moment) Sreq=
S=
Area (Shear) Areq=
A=
Moment of Inertia (Deflection) lreq=
1=
0 00 IN
0.00 IN L/7513
0 01 IN L/4539
262 LB
172 LB
435 LB
0.23 IN
3 0 FT
2.0 FT
4 12
240
180
25.0 PSF
15 0 PSF
2.0 FT
25 0 PSF
15 0 PSF
5 0 FT
1 15
4 PLF
3.0 FT
175 PLF
115 PLF
290 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1341 PSI
109 PSI
326 FT -LB
304 LB
2.92 N3
15.13 N3
4 18 N2
16.50 N2
165 N4
41.59 N4
Roof Beam[ 2000 International Building Code (97 NDS) 1 Ver 6.00 7
By Charles Smith Lindberg Smith on. 12 -02 2009 12:35 18 AM
Project: 217 E 11TH Location WINDOW HEADER
Summary
2 1.5 IN x 5.5 IN x 3.75 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 191 1% Controlling Factor Area Depth Required 3.02 In
Deflections.
Dead Load: DLD= 0 01 IN
Live Load LLD= 0 01 IN U3847
Total Load: TLD= 0 02 IN L/2324
Reactions (Each End)
Live Load: LL -Rxn= 328 LB
Dead Load: DL -Rxn= 215 LB
Total Load: TL -Rxn= 543 LB
Bearing Length Required (Beam only support capacity not checked) BL= 0.29 IN
Beam Data.
Span. L= 3 75 FT
Maximum Unbraced Span. Lu= 2.0 FT
Pitch Of Roof RP= 4 12
Live Load Deflect. Criteria: U 240
Total Load Deflect. Criteria. U 180
Roof Loading:
Roof Live Load -Side One. LL1= 25 0 PSF
Roof Dead Load -Side One: DL1= 15.0 PSF
Tributary Width -Side One: TW1= 2.0 FT
Roof Live Load -Side Two LL2= 25 0 PSF
Roof Dead Load -Side Two DL2= 15 0 PSF
Tributary Width -Side Two TW2= 5.0 FT
Roof Duration Factor Cd= 1 15
Beam Self Weight: BSW= 4 PLF
Slope /Pitch Adjusted Lengths and Loads.
Adjusted Beam Length. Ladi= 3.75 FT
Beam Uniform Live Load: wL= 175 PLF
Beam Uniform Dead Load: wD_adj= 115 PLF
Total Uniform Load: wT= 290 PLF
Properties For #2 Douglas Fir -Larch
Bending Stress. Fb= 900 PSI
Shear Stress: Fv= 95 PSI
Modulus of Elasticity' E= 1600000 PSI
Stress Perpendicular to Grain: Fc_perp= 625 PSI
Adjusted Properties
Fb' (Tension) Fb'= 1341 PSI
Adjustment Factors: Cd =1 15 CI =1 00 Cf =1.30
Fv' Fv'= 109 PSI
Adjustment Factors: Cd =1 15
Design Requirements:
Controlling Moment: M= 509 FT -LB
1 875 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V= 413 LB
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections.
Section Modulus (Moment) Sreq= 4.56 N3
S= 15 13 N3
Area (Shear) Areq= 5.67 N2
A= 16.50 N2
Moment of Inertia (Deflection) Ireq= 3.22 N4
1= 41.59 N4
Combination Roof and Floor Beam' 2000 International Building Code (97 NDS) 1 Ver 6 00 7
By Charles Smith Lindberg Smith on. 12 -02 2009 12.3709 AM
Project: 217 E 11TH Location: WINDOW HEADER
Summary
3.5 IN x 7.25 IN x 4 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 33 1% Controlling Factor Area Depth Required 5.51 In
Deflections.
Dead Load: DLD=
Live Load: LLD=
Total Load: TLD=
Reactions (Each End)
Live Load. LL -Rxn=
Dead Load: DL -Rxn=
Total Load: TL -Rxn=
Bearing Length Required (Beam only support capacity not checked) BL=
Beam Data:
Span: L=
Maximum Unbraced Span: Lu=
Live Load Deflect. Criteria: U
Total Load Deflect. Criteria: L/
Roof Loading:
Roof Live Load -Side One: RLL1= 25.0
Roof Dead Load -Side One: RDL1= 15.0
Roof Tributary Width -Side One. RTW1= 2.0
Roof Live Load -Side Two: RLL2= 25 0
Roof Dead Load -Side Two: RDL2= 15.0
Roof Tributary Width -Side Two RTW2= 5.0
Roof Duration Factor Cd -roof= 1 15
Floor Loading
Floor Live Load -Side One. FLL1= 40 0
Floor Dead Load -Side One. FDL1= 15 0
Floor Tributary Width -Side One FTW1= 10 0
Floor Live Load -Side Two. FLL2= 40.0
Floor Dead Load -Side Two FDL2= 15 0
Floor Tributary Width -Side Two: FTW2= 0 0
Floor Duration Factor Cd -floor= 1 00
Wall Load: WALL= 150
Beam Loads:
Roof Uniform Live Load: wL -roof= 175
Roof Uniform Dead Load (Adjusted for roof pitch) wD -roof= 111
Floor Uniform Live Load: wL -floor= 400
Floor Uniform Dead Load: wD -floor= 150
Beam Self Weight: BSW= 6
Combined Uniform Live Load: wL= 575
Combined Uniform Dead Load: wD= 417
Combined Uniform Total Load: wT= 992
Controlling Total Design Load: wT -cont= 992
Properties For #2 Douglas Fir -Larch
Bending Stress: Fb= 900
Shear Stress: Fv= 95
Modulus of Elasticity E= 1600000
Stress Perpendicular to Grain. Fc_perp= 625
Adjusted Properties
Fb (Tension) Fb'= 1342
Adjustment Factors: Cd =1 15 CI =1 00 Cf =1.30
Fv' Fv'= 109
Adjustment Factors: Cd =1 15
Design Requirements:
Controlling Moment: M=
2.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V=
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment) Sreq= 17 74
S= 30.66
Area (Shear): Areq= 19 07
A= 25.38
Moment of Inertia (Deflection) Ireq= 17.85
I= 111 15
0 01 IN
0 02 IN U2578
0.03 IN U1494
1150 LB
834 LB
1984 LB
0.91 IN
4 0 FT
1.67 FT
360
240
PSF
PSF
FT
PSF
PSF
FT
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
PSI
1984 FT -LB
1389 LB
N3
N3
N2
N2
N4
N4
L BER. MI`I I
A R C H I 'A C T S
319 s. peabody, suite b port angeles, wa 98362
360.45 .6116 fax 360.452.7064
Project
Subject: L41 1..
Date. AUao '200a/
Project No
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LINDBERq TH
ARCHIT C TS
319 S. Peabody Suite B. Port Angeles, WA 98362
360 452.6116 fax 360.452.7064
contactnlindarch.com wwwilindarch.com
Probe/ tQ, Lt ',./1 l ;3d1" Project No
Subject: UA7 A.L By r.�4
Date 2,vJLp 2e2cc Sheet of
SHEAR WALL SUMMARY
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1 MAXIMUM SHEAR 250 P L.F
USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 6"
0 C FOR FRAMING USE DF NO.2. PROVIDE DIAMETER ANCHOR BOLTS AT
32" 0 C MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH
END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS.
2. MAXIMUM SHEAR 315 P L.F
USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 5"
0 C FOR FRAMING, USE DF NO.2. PROVIDE DIAMETER ANCHOR BOLTS AT
32" 0 C MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH
END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS
3 MAXIMUM SHEAR 375 P.L.F
USE'/" SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 4'
0 C FOR FRAMING, USE 3X DF NO.2. PROVIDE DIAMETER ANCHOR BOLTS
AT 24' 0 C MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT
EACH END OF THE WALL, SEE FRAMING /SHEAR WALL PLANS.
4 MAXIMUM SHEAR 490 P.L.F
USE 14" SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3'
O C FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8"
DIAMETER ANCHOR BOLTS AT 32' 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
5. MAXIMUM SHEAR 560 P.L.F
USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 3"
0 C FOR FRAMING USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8"
DIAMETER ANCHOR BOLTS AT 24° 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
6. MAXIMUM SHEAR 685 P L.F
USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2 1/2" 0 C STAGGERED FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 20' 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
7 MAXIMUM SHEAR 770 P.L.F
USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2' 0 C STAGGERED FOR FRAMING, USE 3X OF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH. ANCHOR BOLTS
PROVIDE 5/8' DIAMETER ANCHOR BOLTS AT 18' 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS
8. MAXIMUM SHEAR 870 P.L.F
USE 1/2' SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
3 1/2" 0 C FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4'
DIAMETER ANCHOR BOLTS AT 20' 0 C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
9. MAXIMUM SHEAR 980 P L.F
USE SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
3' 0 C FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4"
DIAMETER ANCHOR BOLTS AT 18" 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS
10 MAXIMUM SHEAR 1,200 P L.F
USE 1/2' SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
3" 0 C STAGGERED FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 3/4' DIAMETER ANCHOR BOLTS AT 14" 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
11 MAXIMUM SHEAR 1,540 P L.F
USE SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2" 0 C STAGGERED FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 3/4 DIAMETER ANCHOR BOLTS AT 11 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS
12. MAXIMUM SHEAR 1 740 P L.F
USE 5/8" SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2" 0 C STAGGERED FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 9" 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS
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AT If' 0,C. FOR Pue DP NO?. P a' DIAMETER ANCNOR
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FOR TIE DONS AT EACH END OP /MB OWL. SEE: PPAMING NEAR PI.ANA
4 M4XPQI SEAR 450 P.L.P.
USE V2' 6NDATN6�61DE GP OWL. NAL ALL EDGES INT14 3 IL.6
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AT 3' O.C. FOR USN 3k DP NO2. Doom bottom PLATES AAE
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6/*" DIAMETER ANCHOR DOLTS AT 32' OG MAJG'11'1WOO AT 11$
SEE A PLAN& AT EACH END OF tie OW L
E 6 E OR OIEA TRJ3 OR OR10�i UPPER WALL
ROOF 15114/1N5 IND IWL
SIEATHING AND LOIEIt WALL ONIATHN9 SHALL EE NCH THAT maim
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USE 1/2' IN-EATING ONE SIDE OF WALL MIL ALL EDGES W1714 ed NAILS
AT S” 0.C. FOR PROMO, USE DP NO1 PROVIDE 1/2' MA/17M At4C14OR
BOLTS AT 32' Oa MAXItill 114 AT THE RSIVATION.
FOR TIE WRNS AT EACN 13.0 CP THE U.IALL, e ITRAMINSASIEAR PLAN&
4 MAXINII sem 46, PLF.
USE 1/2' &EATING ONE SIDE OF WALL NAL ALL EDGES WM4 ed NAILS
AT 3" O. FOR PI/MINS, USE 3X OF NO2. DOUBLE BOTTOM PLATES AFE
REQUIRED, BOLT 'THROWN BON MATES WT14 ANCHCR BOLTS PROVIDE
SW DIAMETER ANCHOR BOLTS AT 32' OL.NAX11111 6PACINA AT THE
FOINDATION. FOR 11E DOUNS AT EACH BID GP NE WALL,
SEE RRAMWslellEAR PLANS.
emu. RECIANEere
ALL SWATHS EDGES SHALL BE BACKED IUITH 'NAMING Saff
TAW WALL octane OR 2' 1401114444. BLOCIGNS.
ROOF SHEATINS AND WALT NBATNG OR 12E1SEEN UPPER WALL
SHEA114INS AP LASER WALL 8NEATI411.4 NOLL 13E SUCH THAT RE61.11p
EDGE NALNS PER SCHEDULE 16 C4111410.$ 114RCUS4 LOM* AND
WALL PLATE& SPACE 10d MILS AT 2' 01. ALON2 114104NEDIATE FRAM
MEMBER& MO TIE DOOM AM REWIND ON UP PER FLOOR WALLS,
THE TIE DOW* WALL OE BOLTED TO THE UPPER LORER EAU. STUDS
AND COMECTED BY THREADED ROD 46 PER 41414FACIUSEIRS
Roof Beami 2000 International Building Code (97 NDS) Ver 6 00 7
By Charles Smith Lindberg Smith on 08 -18 -2009 12:45:38 AM
Projec Location. ROOF 1
Summary*
5 125 IN x 22.5 IN x 25 0 FT 24F V4 Visually Graded Western Species Dry Use
Section Adequate By 146.3% Controlling Factor* Section Modulus Depth Required 14.84 In
Deflections:
Dead Load: DLD=
Live Load LLD=
Total Load: TLD=
Reactions (Each End)
Live Load. LL -Rxn=
Dead Load: DL -Rxn=
Total Load: TL -Rxn=
Bearing Length Required (Beam only support capacity not checked) BL=
Camber Reqd C=
Beam Data.
Span: L=
Maximum Unbraced Span: Lu=
Pitch Of Roof RP=
Live Load Deflect. Criteria: L/
Total Load Deflect. Criteria. L/
Camber Adjustment Factor CAF=
Roof Loading:
Roof Live Load -Side One. LL1=
Roof Dead Load -Side One. DL1=
Tributary Width -Side One. TW1=
Roof Live Load -Side Two LL2=
Roof Dead Load -Side Two DL2=
Tributary Width -Side Two TW2=
Roof Duration Factor Cd=
Beam Self Weight: BSW=
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length: Ladj=
Beam Uniform Live Load: wL=
Beam Uniform Dead Load: wD_adj=
Total Uniform Load: wT=
Properties For 24F V4- Visually Graded Western Species
Bending Stress: Fb=
Shear Stress: Fv=
Modulus of Elasticity Ex=
Ey=
Stress Perpendicular to Grain. Fc perp=
Bending Stress of Comp Face in Tension. Fb_cpr=
Adjusted Properties
Fb' (Tension). Fb'=
Adjustment Factors: Cd =1 15 CI =0 99 Cv =0.92
Fv' Fv'=
Adjustment Factors. Cd =1 15
Design Requirements:
Controlling Moment:
12.5 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment) Sreq= 175.55
S= 432.42
Area (Shear) Areq= 35.20
A= 115.31
Moment of Inertia (Deflection) lreq= 1397 10
1= 4864 75
0.20 IN
0.28 IN U1087
048 IN =L/627
3437 LB
2524 LB
5962 LB
1 79 IN
0.30 IN
25.0 FT
2.0 FT
4 12
240
180
1 5 X DLD
25 0 PSF
150 PSF
5.5 FT
25 0 PSF
15.0 PSF
5.5 FT
1 15
28 PLF
25 0 FT
275 PLF
202 PLF
477 PLF
2400 PS
190 PS
1800000 PS
1600000 PS
650 PS
1200 PS
2547 PS
219 PS
M= 37262 FT -LB
V= 5127 LB
N3
N3
N2
N2
N4
N4
Roof Beamf 2000 International Building Code (97 NDS) 1 Ver 6 00 7
By Charles Smith Lindberg Smith on 08 -18 -2009 12:46.42 AM
Project: Location. ROOF 2
Summary
(2) 1.5 IN x 3.5 IN x 4 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 216 3% Controlling Factor Section Modulus Depth Required 1 97 In
Deflections:
Dead Load: DLD= 0 02 IN
Live Load: LLD= 0 03 IN U1906
Total Load: TLD= 0 04 IN L/1144
Reactions (Each End)
Live Load: LL -Rxn= 150 LB
Dead Load: DL -Rxn= 100 LB
Total Load: TL -Rxn= 250 LB
Bearing Length Required (Beam only support capacity not checked) BL= 0 13 IN
Beam Data.
Span. L= 4 0 FT
Maximum Unbraced Span: Lu= 2.0 FT
Pitch Of Roof RP= 4 12
Live Load Deflect. Criteria. U 240
Total Load Deflect. Criteria. U 180
Roof Loading:
Roof Live Load -Side One. LL1= 25 0 PSF
Roof Dead Load -Side One. DL1= 15.0 PSF
Tributary Width -Side One: TW1= 1 0 FT
Roof Live Load -Side Two LL2= 25 0 PSF
Roof Dead Load -Side Two DL2= 15 0 PSF
Tributary Width -Side Two TW2= 2.0 FT
Roof Duration Factor Cd= 1 15
Beam Self Weight: BSW= 3 PLF
Slope /Pitch Adjusted Lengths and Loads.
Adjusted Beam Length. Ladj= 4.0 FT
Beam Uniform Live Load: wL= 75 PLF
Beam Uniform Dead Load: wD_adj= 50 PLF
Total Uniform Load: wT= 125 PLF
Properties For #2 Douglas Fir -Larch
Bending Stress: Fb= 900 PSI
Shear Stress. Fv= 95 PSI
Modulus of Elasticity' E= 1600000 PSI
Stress Perpendicular to Grain. Fc_perp= 625 PSI
Adjusted Properties
Fb' (Tension) Fb'= 1549 PSI
Adjustment Factors. Cd =1 15 CI =1 00 Cf =1.50
Fv' Fv'= 109 PSI
Adjustment Factors. Cd =1 15
Design Requirements.
Controlling Moment: M= 250 FT -LB
2.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear* V= 215 LB
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment) Sreq= 1.94 N3
S= 6 13 N3
Area (Shear) Areq= 2.95 N2
A= 10.50 N2
Moment of Inertia (Deflection) lreq= 1.69 N4
I= 10 72 N4
Roof Rafter[ 2000 International Building Code (97 NDS) 1 Ver• 6 00 7
By Charles Smith Lindberg Smith on 08 -18 -2009 12.47 42 AM
Project: Location. RAFTER 1
Summa.,
TJI 230 11.875 Trus Joist MacMillan x 12.0 FT (11 1) A 24 0 C
Section Adequate By 122.8% Controlling Factor Allowable end reaction
Consult manufacturers specifications for all cantilever applications.
Hoists were designed for simple spans with a limited cantilever using the joist manufacturers
published values. If the design does not match the actual joist loading or span conditions in
any way contact the joist manufacturer for design verification
Interior Span Deflections.
Dead Load DLD- Interior= 0 05 IN
Live Load: LLD- Interior= 0 07 IN L/1916
Total Load. TLD- Interior= 0 12 IN L/1182
Eave Deflections (Positive Deflections used for design)
Dead Load: DLD -Eave= 0 00 IN
Live Load LLD -Eave= 0 00 IN 21/41716
Total Load: TLD -Eave= 0 00 IN 2L/25298220
Rafter End Loads and Reactions: LOADS RXNS:
Upper Live Load: 138 PLF 275 LB
Upper Dead Load 86 PLF 172 LB
Upper Total Load: 224 PLF 447 LB
Lower Live Load: 164 PLF 327 LB
Lower Dead Load. 103 PLF 207 LB
Lower Total Load: 267 PLF 534 LB
Upper Equiv Tributary Width: UTWeq= 5.5 FT
Lower Equiv Tributary Width. LTWeq= 6.55 FT
Rafter Data.
Interior Span: L= 11 0 FT
Eave Span: L -Eave= 1 0 FT
Rafter Spacing: Spacing= 24 0 IN 0 C
Rafter Pitch. RP= 4 0 12
Roof sheathing applied to top of joists -Top of rafters fully braced.
Live Load Deflect. Criteria: L/ 240
Total Load Deflect. Criteria. L/ 180
Rafter Loads:
Roof Live Load: LL= 25 0 PSF
Roof Dead Load: DL= 15 0 PSF
Roof Duration Factor. Cd= 1 15
Slope Adjusted Spans And Loads:
Interior Span. L -adi= 11.6 FT
Eave Span: L- Eave -adj= 1 05 FT
Rafter Live Load. wL -adj= 45 PLF
Rafter Dead Load: wD -adi= 28 PLF
Rafter Total Load. wT -adj= 73 PLF
Properties For TJI 230 11 875- Trus Joist MacMillan
Depth: D= 11.875 IN
Moment Capacity. Mcap= 4015 FT -LB
Shear Capacity Vcap= 1655 LB
El: El= 310000000 LB -IN2
End Reaction Capacity Rcap= 1035 LB
Comparisons With Required Sections:
Controlling Moment: M= 1227 FT -LB
Adjusted Moment Capacity Mcap -adj= 4617 FT -LB
Controlling Shear V= 361 LB
Adjusted Shear Capacity Vcap -adj= 1903 LB
El Required: El -req= 47189720 LB -IN2
El El= 310000000 LB -IN2
Maximum End Reaction: Rmax= 534 LB
Adjusted Reaction Capacity Rcap -adj= 1190 LB
Floor Joist( 2000 International Building Code (97 NDS)1 Ver• 6.00 7
By Charles Smith Lindberg Smith on. 08 -18 -2009 12:50:29 AM
Project: i Location: FLOOR JOISTS 1
Summary
TJI 560 11 785 Trus Joist MacMillan x 21 0 FT A 12 0 C
Section Adequate By 64.6% Controlling Factor Allowable Deflection
I- joists were designed for simple spans using the joist manufacturers published values.
If the design does not match the actual joist loading or span conditions in any way
contact the joist manufacturer for design verification.
Joist Span Deflections:
Dead Load: DLD- Center= 0 12 IN
Live Load: LLD- Center= 0.31 IN L1815
Total Load: TLD- Center= 0.43 IN L/593
Joist Span Left End Reactions (Support A)
Live Load. LL- Rxn -A= 420 LB
Dead Load: DL- Rxn -A= 158 LB
Total Load: TL- Rxn -A= 577 LB
Bearing Length Required (Beam only support capacity not checked) BL -A= 1 75 IN
Joist Span Right End Reactions (Support B)
Live Load: LL- Rxn -B= 420 LB
Dead Load: DL- Rxn -B= 158 LB
Total Load: TL- Rxn -B= 577 LB
Bearing Length Required (Beam only support capacity not checked) BL -B= 1 75 IN
Joist Data:
Joist Span Length: L2= 21.0 FT
Floor sheathing applied to top of joists -top of joists fully braced.
Live Load Duration Factor Cd= 1 00
Live Load Deflect. Criteria. U 480
Total Load Deflect. Criteria: L/ 360
Joist Span Loading:
Uniform Floor Loading:
Live Load: LL 2= 40.0 PSF
Dead Load: DL 2= 15.0 PSF
Total Load: TL -2= 55.0 PSF
Total Load Adjusted for Joist Spacing wT 2= 55 PLF
Properties For TJI 560 11 785- Trus Joist MacMillan
Depth. D= 11 785 IN
Moment Capacity Mcap= 9500 FT -LB
Shear Capacity Vcap= 2050 LB
El El= 636000000 LB -IN2
End Reaction Capacity Rcap= 1265 LB
Comparisons With Required Sections:
Controlling Moment: M= 3032 FT -LB
Adjusted Moment Capacity Mcap -adj= 9500 FT -LB
Controlling Shear V= 531 LB
Adjusted Shear Capacity Vcap -adj= 2050 LB
El Required: El-req= 386275500 LB -IN2
El El= 636000000 LB -IN2
Maximum End Reaction Rmax= 577 LB
Adjusted Reaction Capacity Rcap -adj= 1265 LB
Combination Roof and Floor Beamf 2000 International Building Code (97 NDS) Ver 6 00 7
By Charles Smith Lindberg Smith on. 08 -18 -2009 12:52:20 AM
Project: Location. FLOOR 1
Summary
1 75 IN x 11 875 IN x 11.5 FT Versa -Lam 2800 Fb DF Boise Cascade
Section Adequate By 14.3% Controlling Factor Section Modulus Depth Required 11 11 In
Deflections.
Dead Load DLD= 0.11 IN
Live Load: LLD= 0.29 IN U476
Total Load: TLD= 0.40 IN L/342
Reactions (Each End)
Live Load: LL -Rxn= 2070 LB
Dead Load: DL -Rxn= 814 LB
Total Load TL -Rxn= 2884 LB
Bearing Length Required (Beam only support capacity not checked) BL= 1.83 IN
Beam Data:
Span: L= 11.5 FT
Maximum Unbraced Span: Lu= 1 0 FT
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Roof Loading:
Roof Live Load -Side One. RLL1= 25.0 PSF
Roof Dead Load -Side One. RDL1= 15 0 PSF
Roof Tributary Width -Side One: RTW1= 0 0 FT
Roof Live Load -Side Two RLL2= 25 0 PSF
Roof Dead Load -Side Two RDL2= 15.0 PSF
Roof Tributary Width -Side Two' RTW2= 0 0 FT
Roof Duration Factor' Cd -roof= 1 15
Floor Loading:
Floor Live Load -Side One. FLL1= 40 0 PSF
Floor Dead Load -Side One FDL1= 15.0 PSF
Floor Tributary Width -Side One FTW1= 9 0 FT
Floor Live Load -Side Two FLL2= 40 0 PSF
Floor Dead Load -Side Two FDL2= 15 0 PSF
Floor Tributary Width -Side Two FTW2= 0 0 FT
Floor Duration Factor Cd -floor= 1 00
Wall Load. WALL= 0 PLF
Beam Loads:
Roof Uniform Live Load: wL -roof= 0 PLF
Roof Uniform Dead Load (Adjusted for roof pitch) wD -roof= 0 PLF
Floor Uniform Live Load: wL -floor= 360 PLF
Floor Uniform Dead Load: wD -floor= 135 PLF
Beam Self Weight: BSW= 6 PLF
Combined Uniform Live Load: wL= 360 PLF
Combined Uniform Dead Load: wD= 141 PLF
Combined Uniform Total Load: wT= 501 PLF
Controlling Total Design Load: wT -cont= 501 PLF
Properties For Versa -Lam 2800 Fb DF Boise Cascade
Bending Stress. Fb= 2800 PSI
Shear Stress. Fv= 285 PSI
Modulus of Elasticity E= 2000000 PSI
Stress Perpendicular to Grain. Fc_perp= 900 PSI
Adjusted Properties
Fb' (Tension) Fb'= 2765 PSI
Adjustment Factors. Cd =1 00 C1 =0 99 Cf =1 00
Fv' Fv'= 285 PSI
Adjustment Factors. Cd =1 00
Design Requirements:
Controlling Moment: M= 8290 FT -LB
5.75 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V= 2422 LB
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment) Sreq= 35.98 N3
S= 41 13 N3
Area (Shear) Areq= 12.75 N2
A= 20 78 N2
Moment of Inertia (Deflection) Ireq= 184 76 N4
1= 244.21 N4
Multi- Loaded Beam' 2000 International Building Code (97 NDS) 1 Ver 6 00 7
By Charles Smith Lindberg Smith on. 08 -18 -2009 12:54 17 AM
Location. FLOOR 2
Project
SUMMtai y
5.25 IN x 11.875 IN x 21 0 FT Versa -Lam 3080 Fb DF Boise Cascade
Section Adequate By 151.3% Controlling Factor Moment of Inertia Depth
Center Span Deflections.
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A)
Live Load:
Dead Load
Total Load:
Bearing Length Required (Beam only support capacity not checked)
Center Span Right End Reactions (Support B)
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only support capacity not checked)
Beam Data:
Center Span Length:
Center Span Unbraced Length -Top of Beam
Center Span Unbraced Length- Bottom of Beam.
Live Load Duration Factor
Live Load Deflect. Criteria:
Total Load Deflect. Criteria.
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Properties For Versa -Lam 3080 Fb DF Boise Cascade
Bending Stress:
Shear Stress:
Modulus of Elasticity
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension)
Adjustment Factors: Cd =1 00 C1 =0 97 Cf =1 00
Fv'
Adjustment Factors. Cd =1.00
Design Requirements:
Controlling Moment:
3.15 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear
At a distance d from left support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment) Sreq=
S=
Area (Shear): Areq=
A=
Moment of Inertia (Deflection) lreq=
1=
Required 8 73 In
DLD- Center=
LLD Center=
TLD- Center=
LL- Rxn -A=
DL- Rxn -A=
TL- Rxn -A=
BL -A=
LL- Rxn -B=
DL- Rxn -B=
TL- Rxn -B=
BL -B=
L2=
Lu2 Top=
Lu2- Bottom=
Cd=
L/
U
wL -2=
wD -2=
BSW=
wT -2=
PL1 -2=
PD1 -2=
X1 2=
Fb=
Fv=
E=
Fc_perp=
Fv'=
M=
V=
0 16 IN
0.26 IN U971
0 42 IN L/603
1984 LB
981 LB
2965 LB
0 63 IN
506 LB
400 LB
905 LB
0 19 IN
21.0 FT
18 0 FT
21 0 FT
1 00
360
240
20 PLF
8 PLF
19 PLF
47 PLF
2070 LB
814 LB
3 0 FT
3080 PSI
285 PSI
2000000 PSI
900 PSI
Fb'= 2976 PSI
285 PSI
8675 FT -LB
2926 LB
34.97 N3
123.39 N3
15 40 N2
62.34 N2
291.55 N4
732.62 N4
Multi- Loaded Beam( 2000 International Building Code (97 NDS)1 Ver 6 00 7
By Charles Smith Lindberg Smith on: 08 -18 -2009 1 PM
Location FLOOR 3
Project,
Summa.,
5.5 IN x 9.5 IN x 4
Section Adequate
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A)
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only support capacity not checked)
Center Span Right End Reactions (Support B)
Live Load.
Dead Load:
Total Load
Bearing Length Required (Beam only support capacity not checked)
Beam Data:
Center Span Length.
Center Span Unbraced Length -Top of Beam:
Center Span Unbraced Length- Bottom of Beam:
Live Load Duration Factor
Live Load Deflect. Criteria:
Total Load Deflect. Criteria.
Center Span Loading:
Uniform Load:
Live Load
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span)
Trapezoidal Load 1
Left Live Load: TRL -Left -1 2=
Left Dead Load: TRD- Left-1 -2=
Right Live Load TRL Right -1 2=
Right Dead Load TRD- Right -1 2=
Load Start: A -1 2=
Load End: B -1 -2=
Load Length. C -1 -2=
Trapezoidal Load 2
Left Live Load: TRL -Left-2 2=
Left Dead Load: TRD -Left-2 2=
Right Live Load: TRL Right -2 2=
Right Dead Load: TRD- Right -2 2=
Load Start: A-2 2=
Load End B-2-2=
Load Length: C-2 2=
Properties For #2 Douglas Fir -Larch
Bending Stress:
Shear Stress:
Modulus of Elasticity'
Stress Perpendicular to Grain.
Adjusted Properties
Fb' (Tension)
Adjustment Factors. Cd =1.00 CI =1.00 Cf=1 00
Fv'
Adjustment Factors. Cd =1 00
Design Requirements.
Controlling Moment:
2.24 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear
At a distance d from right support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections.
Section Modulus (Moment) Sreq=
S=
Area (Shear) Areq=
A=
Moment of Inertia (Deflection) keg=
1=
0 FT #2 Douglas Fir -Larch Dry Use
By 47.2% Controlling Factor Area Depth Required 6 78 In
DLD- Center=
LLD Center=
TLD- Center=
LL- Rxn -A=
DL- Rxn -A=
TL- Rxn -A=
BL -A=
LL- Rxn -B=
DL- Rxn -B=
TL- Rxn -B=
BL -B=
L2=
Lu2 Top=
Lu2- Bottom=
Cd=
U
U
wL 2=
wD -2=
BSW=
wT -2=
PL1 2=
PD1 -2=
X1 2=
Fb=
Fv=
E=
Fc_perp=
Fb'=
Fv'=
M=
V=
001
0.01
0.02
1697
1023
2720
0 79
1749
1095
2844
0.83
40
1.67
40
1 00
360
240
325 PLF
263 PLF
13 PLF
601 PLF
506 LB
400 LB
2.5 FT
440 PLF
165 PLF
440 PLF
165 PLF
0 0 FT
2.5 FT
2.5 FT
360 PLF
135 PLF
360 PLF
135 PLF
2.5 FT
4.0 FT
1.5 FT
875 PSI
85 PSI
1300000 PSI
625 PSI
874 PSI
IN
IN U4600
IN L/2832
LB
LB
LB
IN
LB
LB
LB
IN
FT
FT
FT
85 PSI
3068 FT -LB
2011 LB
42.12
82.73
35 49
52.25
33.30
392.96
N3
N3
N2
N2
N4
N4
Multi- Loaded Beam( 2000 International Building Code (97 NDS) Ver 6 00 7
By Charles Smith Lindberg Smith on: 08 -18 -2009 1.58:30 PM
Project. Location. RPPF 4
Summary
5 125 IN x 15 0 IN x 14 0 FT 24F V4 Visually Graded Western Species Dry Use
Section Adequate By 29 6% Controlling Factor Section Modulus Depth Required 13 18 In
Center Span Deflections.
Dead Load.
Live Load
Total Load:
Camber Required:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only support capacity not checked)
Center Span Right End Reactions (Support B)
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only support capacity not checked)
Beam Data:
Center Span Length.
Center Span Unbraced Length -Top of Beam:
Center Span Unbraced Length- Bottom of Beam:
Live Load Duration Factor
Live Load Deflect. Criteria.
Total Load Deflect. Criteria:
Center Span Loading
Uniform Load:
Live Load:
Dead Load
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span)
Properties For 24F V4- Visually Graded Western Species
Bending Stress.
Shear Stress:
Modulus of Elasticity
Stress Perpendicular to Grain.
Bending Stress of Comp. Face in Tension.
Adjusted Properties
Fb' (Tension):
Adjustment Factors. Cd =1 00 CI =0.99
Fv'
Adjustment Factors. Cd =1 00
Design Requirements.
Controlling Moment:
7 0 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear
At a distance d from left support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment)
Area (Shear).
Moment of Inertia (Deflection)
DLD- Center= 016 IN
LLD Center= 0.18 IN L/950
TLD- Center= 0.33 IN L/506
C= 0.23 IN
LL- Rxn -A= 2519 LB
DL- Rxn -A= 2386 LB
TL- Rxn -A= 4904 LB
BL -A= 147 IN
LL- Rxn -B= 2519 LB
DL- Rxn -B= 2386 LB
TL- Rxn -B= 4904 LB
BL -B= 147 IN
L2= 14 0 FT
Lug Top= 7 0 FT
Lu2- Bottom= 14 0 FT
Cd= 100
L/ 360
L/ 240
wL -2= 75 PLF
wD -2= 113 PLF
BSW= 19 PLF
wT 2= 207 PLF
PL1 2= 3987 LB
PD1 -2= 2928 LB
X1 2= 7 0 FT
Fb= 2400 PS
Fv= 190 PS
Ex= 1800000 PS
Ey= 1600000 PS
Fc perp= 650 PS
Fb_cpr= 1200 PS
Fb'= 2368 PS
Fv'= 190 PS
M=
V=
29266 FT -LB
4673 LB
Sreq= 148.32 N3
S= 192.19 N3
Areq= 36.89 N2
A= 76 88 N2
Ireq= 683.84 N4
1= 1441 41 N4
Multi- Loaded Beam( 2000 International Building Code (97 NDS) 1 Ver 6 00.7
By' Charles Smith Lindberg Smith on. 08 -18 -2009 1 11 PM
Proiec, Location: FLOOR 5
Summary'
5.5 IN x 11.5 IN x 4 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By' 20 4% Controlling Factor Area Depth Required 9.55 In
Center Span Deflections
Dead Load: DLD- Center=
Live Load. LLD Center=
Total Load: TLD- Center=
Center Span Left End Reactions (Support A)
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only support capacity not checked)
Center Span Right End Reactions (Support B)
Live Load
Dead Load.
Total Load:
Bearing Length Required (Beam only support capacity not checked)
Beam Data:
Center Span Length.
Center Span Unbraced Length -Top of Beam:
Center Span Unbraced Length- Bottom of Beam
Live Load Duration Factor'
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load: wL 2=
Dead Load: wD -2=
Beam Self Weight: BSW=
Total Load: wT 2=
Point Load 1
Live Load: PL1 2=
Dead Load. PD1 -2=
Location (From left end of span) X1 2=
Trapezoidal Load 1
Left Live Load: TRL- Left -1 -2=
Left Dead Load: TRD -Left-1 2=
Right Live Load: TRL Right -1 2=
Right Dead Load. TRD- Right -1 2=
Load Start: A -1 2=
Load End: B -1 -2=
Load Length C -1 -2=
Properties For #2 Douglas Fir -Larch
Bending Stress: Fb=
Shear Stress: Fv=
Modulus of Elasticity' E=
Stress Perpendicular to Grain: Fc_perp=
Adjusted Properties
Fb' (Tension) Fb'=
Adjustment Factors: Cd =1 00 CI =1 00 Cf =1 00
Fv' Fv'=
Adjustment Factors: Cd =1 00
Design Requirements.
Controlling Moment:
2.48 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear
At a distance d from right support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment) Sreq=
S=
Area (Shear). Areq=
A=
Moment of Inertia (Deflection) Ireq=
I=
0 00 IN
001 IN =L/5566
0 01 IN L/3581
LL- Rxn -A= 2150 LB
DL- Rxn -A= 1208 LB
TL- Rxn -A= 3358 LB
BL -A= 0.98 IN
LL- Rxn -B= 2234 LB
DL- Rxn -B= 1299 LB
TL- Rxn -B= 3533 LB
BL -B= 103 IN
L2= 4 0 FT
Lu2 Top= 1 67 FT
Lu2- Bottom= 4 0 FT
Cd= 100
U 360
U 240
325 PLF
263 PLF
15 PLF
603 PLF
1984 LB
981 LB
2.5 FT
440 PLF
165 PLF
440 PLF
165 PLF
0 0 FT
2.5 FT
2.5 FT
875 PSI
85 PSI
1300000 PSI
625 PSI
874 PSI
85 PSI
M= 4613 FT -LB
V= 2977 LB
63 34
121.23
52.54
63.25
46.72
697.07
N3
N3
N2
N2
N4
N4
Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) Ver 6 00 7
By Charles Smith Lindberg Smith on: 08 -18 -2009 2:03.12 PM
Project "y Location: ROOF 7
Summary'
3 5 IN x 5.5 IN x 4 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 2.9% Controlling Factor' Area Depth Required 5.35 In
Deflections:
Dead Load: DLD= 0 02 IN
Live Load: LLD= 0.04 IN L/1182
Total Load: TLD= 0 06 IN L/741
Reactions (Each End)
Live Load: LL -Rxn= 1095 LB
Dead Load: DL -Rxn= 653 LB
Total Load: TL -Rxn= 1748 LB
Bearing Length Required (Beam only support capacity not checked) BL= 0.80 IN
Beam Data.
Span: L= 4 0 FT
Maximum Unbraced Span: Lu= 1 0 FT
Live Load Deflect. Criteria. L/ 360
Total Load Deflect. Criteria. L/ 240
Roof Loading:
Roof Live Load -Side One: RLL1= 25 0 PSF
Roof Dead Load -Side One: RDL1= 15 0 PSF
Roof Tributary Width -Side One: RTW1= 2.0 FT
Roof Live Load -Side Two: RLL2= 25 0 PSF
Roof Dead Load -Side Two: RDL2= 15 0 PSF
Roof Tributary Width -Side Two RTW2= 5 5 FT
Roof Duration Factor' Cd -roof= 1 15
Floor Loading:
Floor Live Load -Side One: FLL1= 40 0 PSF
Floor Dead Load -Side One: FDL1= 15.0 PSF
Floor Tributary Width -Side One: FTW1= 9.0 FT
Floor Live Load -Side Two: FLL2= 40 0 PSF
Floor Dead Load -Side Two: FDL2= 15 0 PSF
Floor Tributary Width -Side Two FTW2= 0 0 FT
Floor Duration Factor Cd -floor= 1 00
Wall Load: WALL= 68 PLF
Beam Loads:
Roof Uniform Live Load: wL -roof= 188 PLF
Roof Uniform Dead Load (Adjusted for roof pitch) wD -roof= 119 PLF
Floor Uniform Live Load: wL -floor= 360 PLF
Floor Uniform Dead Load: wD -floor= 135 PLF
Beam Self Weight: BSW= 5 PLF
Combined Uniform Live Load: wL= 548 PLF
Combined Uniform Dead Load wD= 326 PLF
Combined Uniform Total Load: wT= 874 PLF
Controlling Total Design Load: wT -cont= 874 PLF
Properties For #2 Douglas Fir -Larch
Bending Stress: Fb= 900 PSI
Shear Stress: Fv= 95 PSI
Modulus of Elasticity E= 1600000 PSI
Stress Perpendicular to Grain. Fc_perp= 625 PSI
Adjusted Properties F
Fb' (Tension) b'= 1344 PSI
Adjustment Factors: Cd =1 15 CI =1.00 Cf =1.30
Fv' Fv'= 109 PSI
Adjustment Factors: Cd =1 15
Design Requirements.
Controlling Moment: M= 1748 FT -LB
2.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V= 1363 LB
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections.
Section Modulus (Moment) Sreq= 15 60 N3
S= 17 65 N3
Area (Shear) Areq= 18 71 N2
A= 19.25 N2
Moment of Inertia (Deflection) Ireq= 15 73 N4
I= 48.53 N4
Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) Ver 6 00 7
By Charles Smith Lindberg Smith on: 08 -18 -2009 2:02:26 PM
Project: Location. ROOF 6
Summary
2 1.5 IN x 5.5 IN x 4 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 247 1% Controlling Factor Area Depth Required 2.82 In
Deflections:
Dead Load DLD=
Live Load. LLD=
Total Load: TLD=
Reactions (Each End)
Live Load: LL -Rxn=
Dead Load: DL -Rxn=
Total Load TL -Rxn=
Bearing Length Required (Beam only support capacity not checked) BL=
Beam Data:
Span. L=
Maximum Unbraced Span Lu=
Live Load Deflect. Criteria. U
Total Load Deflect. Criteria. L/
Roof Loading:
Roof Live Load -Side One: RLL1=
Roof Dead Load -Side One: RDL1=
Roof Tributary Width -Side One: RTW1=
Roof Live Load -Side Two RLL2=
Roof Dead Load -Side Two RDL2=
Roof Tributary Width -Side Two RTW2=
Roof Duration Factor Cd -roof=
Floor Loading:
Floor Live Load -Side One FLL1=
Floor Dead Load -Side One FDL1=
Floor Tributary Width -Side One: FTW1=
Floor Live Load -Side Two FLL2=
Floor Dead Load -Side Two: FDL2=
Floor Tributary Width -Side Two: FTW2=
Floor Duration Factor Cd -floor=
Wall Load: WALL=
Beam Loads:
Roof Uniform Live Load: wL -roof=
Roof Uniform Dead Load (Adjusted for roof pitch) wD -roof=
Floor Uniform Live Load wL -floor=
Floor Uniform Dead Load. wD -floor=
Beam Self Weight: BSW=
Combined Uniform Live Load: wL=
Combined Uniform Dead Load wD=
Combined Uniform Total Load: wT=
Controlling Total Design Load: wT -cont=
Properties For #2 Douglas Fir -Larch
Bending Stress. Fb=
Shear Stress. Fv=
Modulus of Elasticity E=
Stress Perpendicular to Grain. Fc_perp=
Adjusted Properties
Fb' (Tension) Fb'=
Adjustment Factors: Cd =1 15 C1 =0 99 Cf =1.30
Fv' Fv'=
Adjustment Factors: Cd =1 15
Design Requirements:
Controlling Moment: M=
2.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V=
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment) Sreq= 3.98
S= 15 13
Area (Shear) Areq= 4 75
A= 16.50
Moment of Inertia (Deflection) Ireq= 3.99
I= 41.59
0 01 IN
0 01 IN U5839
0 02 IN U2499
190 LB
254 LB
444 LB
0.24 IN
4 0 FT
4 0 FT
360
240
25 0 PSF
15 0 PSF
2.0 FT
25 0 PSF
15 0 PSF
10 FT
1 15
40 0 PSF
15 0 PSF
0.5 FT
40.0 PSF
15.0 PSF
0 0 FT
1 00
68 PLF
75 PLF
47 PLF
20 PLF
8 PLF
4 PLF
95 PLF
127 PLF
222 PLF
222 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1337 PSI
109 PSI
444 FT -LB
346 LB
N3
N3
N2
N2
N4
N4