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DESIGN CRITERIA : CODE: 2001 CALIFORNIA BUILDING CODE UNIFORM LOADS : ROOF LIVE LOAD : 20 psf ROOF DEAD LOAD : 22 psf LATERAL LOADS : WIND : 80 mph Exposure C SEISMIC : ZONE 4 Na = 1.1 ( CBC 1629.4.2 )
1
Description loads on a per sq. ft basis
Multi-Story Seismic ForcesRev: 580000
0.020Ct : Construction Type Factor
General Information Calculations are designed to 1997 UBC Requirements
Hn to Top Level 24.00 ftSeismic Zone Building period 0.217 sec4
UBC 1630.2.3 Simplified Static Force Procedure 1,280.0
Standard Occupancy
Determine Na & Nv...Site Distance From Known Source <=2kmSeismic Source Type.
A : Faults Capable of Large Quakes & High Seismic ActivitySeismic Coefficients 1.10 Nv = 2.00Na =
Soil Profile Type SDSeismic Coefficients Ca = 0.48 Cv = 1.28
Structural System...Bearing Wall System : 1a:Light Framed Walls w1a:Light Framed Walls with Shear Panels, Wood structural paneOverstrength & Global Ductility Coefficient R = 5.500
Omega =Seismic Force Amplification Factor 2.800Structure Height Limit 65.0 ft
k
Max Element Story Shear Rarmax 0.50p : Reliability Factor = 2 - 20/(r:max *sqrt(Ab)) 1.0000
Eh / W =Final Calculated Values
Calculated Values : UBC 1630.2.1
k
Horiz Seismic Factor 0.157
Ground Floor Area ft2
Vertical Seismic Factor Ev / D = 0.242V :Design Base Shear 5.8 k
give allowable stress values to coincide with 1994 UBC.Note! Seismic Factor Has Been Divided by 1.4 to
Ft : Top Force 0.000 k
Eh * p 5.8 k
Occupancy CategorySeismic Importance Factor I =
Em = Omega * Eh 16.3 k
1.00
Seismic Dead Load (Calculated From Story 37.0Table on "Building Forces" Tab W =
Calculated Base Shear V=Cv I W / (RT)= 39.7 k
Min.Base Shear V = 0.11 Ca I W = 2.0
Zone 4: Min.Base Shear V=0.8 Z Nv I R / W= 4.3 k
Base Shear Max Limit V = 2.5 Ca I W / R = 8.1 k
Building Seismic Forces
LevelWeight Height Ft
k k-ftk-ft
Wi * Hi Fx LateralForceWi Hi
Story Shear
kForce @ Level
Story Moment
ft k k k
2 15.00 18.00 270.0 3.204 3.2041 22.00 10.00 220.0 2.610 2.610 3.204 25.630
Total Base Shear kk-ft 83.773Base Overturning Moment
5.814
CalculatedForce @ Level
Diaphragm Forces
Level Abovek
Weight Lateral Force Summation of
kk
Summation of Max Req'd Diaphragm
kForce @ Level
Min Req'dForce : Fpx
k
Lateral Forces Level WeightsWpx @ this Levelk
Force @ Levelk k
2 15.00 3.20 3.20 15.000 3.630 7.260 3.204 3.6301 22.00 2.61 5.81 37.000 5.324 10.648 3.457 5.324
2
375wind load = 375 plf Total open. Area = 40 sq. ft
seismic load = 103 plf Perforated SW load magnification Factor = 1.00
plf
trib. width < 767
Grid SHEAR = 375 12 = 4500 = 298 < 300 O.K.1 15.1 X 1.00 15.1 plf plf allow.
4 k
effect. pier width(2w/h) : 12 2 k 3.1
4,500 lbs 16 16 16 16 16 16 16 16 16 16 16 16 16 16
5/8 Dia. A.B. Spacing = 3.9 ft o.c. 3 12 5 16w / 3/16x2x2 PL washers .5 k ft
shear value at bot pl used for anchorage calc? N w / 3/16x2x2 PL washers
30
vert. Shear wall ht trib. wall wt trib. roof wt
Holddown = 298 16 6 16 30 2 7 4 30 2 - 2000Force psf ht Len psf perp. trib par.
trib
= 900 lbs LSTHD8lam any lumbered jts w/ (2) rows 16d at 11.7 " o.c. max
317 103wind load = 317 plf
seismic load = 103 plf
plftrib.
width < 767 w / Spline screws @ 4 in. o.c.Grid SHEAR = 317 20 = 6340 = 528 < 600 O.K. w / Framing nails @ 4 in. o.c.
2 12.0 Tot. Shear Len. 12.0 plf plf allow.
2nd FL
16d Nail Spacing at Bot. PL = 4.3 in. o.c. 12
6,340 lbs 10 10 10 10 10 10 10 10 10 10 10 10 10 10
4.4K 12 10 ft
shear value at bot pl used for anchorage calc? N
8vert.
Shear wall ht trib. wall wt trib. roof wtHolddown = 528 10 6 10 12 2 7 4 12 2 CS16
Force psf ht Len psf perp. trib par. trib
= 4,755 lbs MST60lam any lumbered jts w/ (2) rows 16d at 6.6 " o.c. max
258 103wind load = 258 plf ( 150 plf at 2 ft rake )
seismic load = 103 plf
plftrib.
widthrake load < 767
Grid SHEAR = 258 10 + 300 = 2880 = 153 < 300 O.K.3 18.8 Tot. Shear Len. 18.8 plf plf allow.
2nd FL 2 K 3K
16d Nail Spacing at Bot. PL = 6.0 in. o.c. 19
2,880 lbs 11 11 11 11 11 11 11 11 11 11 11 11 11 11
19 11 ft
shear value at bot pl used for anchorage calc? N
trib. wall wt trib. roof wt 8
Holddown = 2880 11 6 11 18.8 2 7 4 18.8 2 - 2000(16/19)Force 18.8 psf ht Len psf perp. trib par.
trib
= -883 lbs NO NET UPLIFT
5
138wind load = 138 plf Total open. Area = 60 sq. ft
seismic load = 128 plf Perforated SW load magnification Factor = 0.73
plf
trib. width < 767
Grid SHEAR = 138 9.5 = 1311 = 84 < 300 O.K.A 21.5 X 0.73 15.6 plf plf allow.
2nd FL
16d Nail Spacing at Bot. PL = 26.9 in. o.c. effect. pier width(2w/h) : 4.5 9 8
1,311 lbs 8 8 8 8 8 8 8 8 8 8 8 8 8 8
4.5 9 8 8 ft
shear value at bot pl used for anchorage calc? N
32
vert. Shear wall ht trib. wall wt trib. roof wt
Holddown = 84 8 6 8 13 2 7 5.5 13 2Force psf ht Len psf perp. trib par.
trib
= 108 lbs NEGLIGIBLElam any lumbered jts w/ (2) rows 16d at 12.0 " o.c. max
138 128wind load = 138 plf
seismic load = 128 plf
plftrib.
width < 767Grid SHEAR = 138 10 = 1380 = 216 < 300 O.K.
C 6.4 Tot. Shear Len. 6.4 plf plf allow.
2nd FL
16d Nail Spacing at Bot. PL = 10.5 in. o.c. 3 3.4
1,380 lbs 8 8 8 8 8 8 8 8 8 8 8 8 8 8
3 3.4 8 ft
shear value at bot pl used for anchorage calc? N
13
trib. wall wt trib. roof wtHolddown = 1380 8 6 8 12.5 2 7 9 20 2
Force 12.5 psf ht Len psf perp. trib par. trib
= -47 lbs NO NET UPLIFTlam any lumbered jts w/ (2) rows 16d at 12.0 " o.c. max
138 128wind load = 138 plf
seismic load = 128 plfSTICK-FRAME
plftrib.
width < 767 W/ 1/2" PW - 1 SIDEGrid SHEAR = 138 20 = 2760 = 307 < 600 O.K. w / 8d nails @ 4 in. o.c.
B 9.0 Tot. Shear Len. 9.0 plf plf allow.
2nd FL
16d Nail Spacing at Bot. PL = 6.0 in. o.c. 9
2,760 lbs 12 12 12 12 12 12 12 12 12 12 12 12.2 12 12
9 12.2 ft
shear value at bot pl used for anchorage calc? N
trib. wall wt trib. roof wtHolddown = 2760 12.2 6 12 9 2 7 8 9 2
Force 9 psf ht Len psf perp. trib par. trib
= 3,160 lbs (2) CS 16
6
217wind load = 217 plf
seismic load = 107 plf
plftrib.
widthfrom
above < 767 w / Spline screws @ 4 in. o.c.Grid SHEAR = 217 20 + 6340 = 10680 = 534 < 600 O.K. w / Framing nails @ 4 in. o.c.
2 20.0 Tot. Shear Len. 20.0 plf plf allow.
1st FL 4350 lbs4755 lbs 4755 lbs
20
10,680 lbs 9 9 9 9 9 9 9 9 9 9 9 9 9 9
5/8 Dia. A.B. Spacing = 2.2 ft o.c. 20 9w/ 3/16x2x2 PL washers ft
shear value at bot pl used for anchorage calc? N w/ 3/16x2x2 PL washers
5
vert. Shear wall ht trib. wall wt trib. floor wt
Holddown = 534 9 6 9 20 2 10 15 20 2Force psf ht Len psf perp. trib par.
trib
+ 0 lbs from above = 2,766 lbs PHD5 STHD14lam any lumbered jts w/ (2) rows 16d at 6.5 " o.c. max
217 107wind load = 217 plf Total open. Area = 12 sq. ft
seismic load = 107 plf Perforated SW load magnification Factor = 1.00
plftrib.
widthfrom
above < 767Grid SHEAR = 217 10 + 2880 = 5050 = 136 < 300 O.K.
3 37.0 X 1.00 37.0 plf plf allow.
1st FL 3000 lbs 3000 lbs
effect. pier width(2w/h) : 24 13
5,050 lbs 9 9 9 9 9 9 9 9 9 9 9 9 9 9
5/8 Dia. A.B. Spacing = 4.0 ft o.c. 24 13 9w / 3/16x2x2 PL washers ft
shear value at bot pl used for anchorage calc? N w / 3/16x2x2 PL washers
40
vert. Shear wall ht trib. wall wt trib. floor wt
Holddown = 136 9 6 9 24 2 7 1 13 2 - 3000Force psf ht Len psf perp. trib par.
trib
+ 1208 lbs from above = -1,257 lbs NO NET UPLIFTlam any lumbered jts w/ (2) rows 16d at 12.0 " o.c. max
251 104wind load = 251 plf 20
seismic load = 104 plf
plftrib.
widthfrom
above < 767Grid SHEAR = 251 10 + 1311 = 3821 = 255 < 300 O.K.
A 15.0 Tot. Shea 15.0 plf plf allow.
1st FL
7.5 7.5
3,821 lbs 9 9 9 9 9 9 9 9 9 9 9 9 9 9
5/8 Dia. A.B. Spacing = 4.0 ft o.c. 7.5 7.5 9w / 3/16x2x2 PL washers ft
shear value at bot pl used for anchorage calc? N w / 3/16x2x2 PL washers vert.
Shear wall ht trib. wall wt trib. floor wt 16
Holddown = 255 9 6 9 7.5 2 7 7.5 10 2Force psf ht Len psf perp. trib par.
trib
+ 0 lbs from above = 1,828 lbs STHD8
7
251wind load = 251 plf
seismic load = 104 plf
plftrib.
widthfrom
above < 767 w / Spline screws @ 4 in. o.c.Grid SHEAR = 251 20 + 2760 = 7780 = 458 < 600 O.K. w / Framing nails @ 4 in. o.c.
B 17.0 Tot. Shear Len. 17.0 plf plf allow.
1st FL 4350 lbs3160 lbs 3160 lbs
6 11
7,780 lbs 9 9 9 9 9 9 9 9 9 9 9 9 9 9
5/8 Dia. A.B. Spacing = 2.6 ft o.c. 6 11 9w/ 3/16x2x2 PL washers ft
shear value at bot pl used for anchorage calc? N w/ 3/16x2x2 PL washers
5
vert. Shear wall ht trib. wall wt trib. floor wt
Holddown = 458 9 6 9 6 2 7 20 6 2 PHD5Force psf ht Len psf perp. trib par.
trib
+ 0 lbs from above = 3,537 lbs STHD14lam any lumbered jts w/ (2) rows 16d at 7.6 " o.c. max
240 104wind load = 240 plf
seismic load = 104 plf
plftrib.
widthfrom
above > 767extrapolated
Grid SHEAR = 240 8 + 1380 = 3300 lbs 3300 > 767 => Stick Frame - Nail Both SidesD 1.0 Tot. Shear Len. 1.0 plf plf allow. w / N.G.
1st FL
1
3,300 lbs 9 9 9 9 9 9 9 9 9 9 9 9 9 9
5/8 Dia. A.B. Spacing = 0.5 ft o.c. 1 9w / 3x @ bot pl. & at adjoin. edges w / 3/16x2x2 PL washers ft
shear value at bot pl used for anchorage calc? N w / 3/16x2x2 PL washers
8vert.
Shear wall ht trib. wall wt trib. floor wtHolddown = 3300 9 6 9 1 2 7 6 1 2
Force psf ht Len psf perp. trib par. trib
+ 0 lbs from above = 29,652 lbs SIMPSON STEEL STRONG-WALL SSW24 x 9lam any lumbered jts w/ (2) rows 16d at 1.1 " o.c. max
275 104wind load = 275 plf
seismic load = 104 plf
plftrib.
width < 767 w / Spline screws @ 4 in. o.c.Grid SHEAR = 275 8 = 2200 = 413 < 600 O.K. w / Framing nails @ 4 in. o.c.### 5.3 Tot. Shear Len. 5.3 plf plf allow.
5.3
2,200 lbs 10 10 10 10 10 10 10 10 10 10 10 10 10 10
5/8 Dia. A.B. Spacing = 2.8 ft o.c. 5.3 10w/ 3/16x2x2 PL washers ft
shear value at bot pl used for anchorage calc? N w/ 3/16x2x2 PL washers vert.
Shear wall ht trib. wall wt trib. roof wt 8
Holddown = 413 10 6 10 5.33 2 7 6 10 2Force psf ht Len psf perp. trib par.
trib
= 3,755 lbs STHD14
8
02/05
GLULAM13.5 x5.125A ROOF MK:
248" = L /0.99 =TL DEFL. ft.20.5 =SPAN610 = L /0.40 =LL DEFL. plf280 =DEAD LOAD
in.0.59 =CAMBER plf192 =LIVE LOAD
O.K. lb-ft allowable30,844<lb-ft24,795 =MOMENT
O.K. lbs allowable11,070<lbs4,544 =SHEAR CONTROLS TL DEFLlbs5,077 =REACTION
inches1.6 MIN. BEARING LENGTH =
GLULAM12 x5.125B ROOF MK:
415" = L /0.36 =TL DEFL. ft.12.5 =SPAN3779 = L /0.04 =LL DEFL. plf202 =DEAD LOAD
in.0.08 =CAMBER plf96 =LIVE LOAD
O.K. lb-ft allowable24,600< lb-ft17,070 =MOMENT
O.K. lbs allowable9,840<lbs5,466 =SHEAR MOMENT, SHEAR & REACTION INCL. PT LOADS
lbs5,764 =REACTION
inches1.8 MIN. BEARING LENGTH =
GLULAM24 x6.75C ROOF MK:
231" = L /2.05 =TL DEFL. ft.39.5 =SPAN891 = L /0.53 =LL DEFL. plf226 =DEAD LOAD
in.1.52 =CAMBER plf136 =LIVE LOAD
O.K. lb-ft allowable110,434< lb-ft102,201 =MOMENT
O.K. lbs allowable25,920<lbs8,208 =SHEAR
MOMENT, SHEAR & REACTION INCL. PT LOADSCONTROLS BENDINGERRlbs8,932 =REACTION
inches2.1 MIN. BEARING LENGTH =
11
02/05
GLULAM13.5 x5.125D ROOF MK:
260" = L /0.88 =TL DEFL. ft.19 =SPAN566 = L /0.40 =LL DEFL. plf306 =DEAD LOAD
in.0.47 =CAMBER plf260 =LIVE LOAD
O.K. lb-ft allowable31,079<lb-ft25,541 =MOMENT
O.K. lbs allowable11,070<lbs5,023 =SHEAR CONTROLS BENDINGlbs5,660 =REACTION
inches1.8 MIN. BEARING LENGTH =
D.F. # 2 8 x6E ROOF MK:
1140" = L /0.07 =TL DEFL. ft.7 =SPAN2874 = L /0.03 =LL DEFL. plf200 =DEAD LOAD
plf136 =LIVE LOAD
O.K. lb-ft allowable3,760< lb-ft2,100 =MOMENT
O.K. lbs allowable2,338<lbs1,134 =SHEAR CONTROLS BENDINGlbs1,344 =REACTION
inches0.4 MIN. BEARING LENGTH =
12
02/05
- BEAMINSULG ROOF MK:
180" = L /0.40<TL DEFL. ft.6 =SPAN plf200 =DEAD LOAD plf128 =LIVE LOAD
O.K. lb-ft allowable4,725<lb-ft1,476 =MOMENT
O.K. lbs allowable3,150<lbs1,443 =SHEAR TRIMMER w / ( 1 )lbs3,150<lbs1,443 =REACTION
allowable
inches0.4 MIN. BEARING LENGTH =
D.F. # 2 8 x6H ROOF MK:
710" = L /0.14 =TL DEFL. ft.8 =SPAN1818 = L /0.05 =LL DEFL. plf225 =DEAD LOAD
plf144 =LIVE LOAD
O.K. lb-ft allowable3,760< lb-ft2,952 =MOMENT
O.K. lbs allowable2,338<lbs1,430 =SHEAR CONTROLS BENDINGlbs1,661 =REACTION
inches0.5 MIN. BEARING LENGTH =
- BEAMINSULI ROOF MK:
180" = L /0.40<TL DEFL. ft.6 =SPAN plf125 =DEAD LOAD plf80 =LIVE LOAD
O.K. lb-ft allowable4,725< lb-ft923 =MOMENT
O.K. lbs allowable3,150<lbs624 =SHEAR
TRIMMER w / ( 1 )lbs3,150<lbs624 =REACTIONallowable
inches0.2 MIN. BEARING LENGTH =
13
02/05
TIMBERSTRAND11.875 x3.5J FLOOR MK:
354" = L /0.49 =TL DEFL. ft.14.5 =SPAN484 = L /0.36 =LL DEFL. plf110 =DEAD LOAD
plf300 =LIVE LOAD
O.K. lb-ft allowable17,823<lb-ft10,775 =MOMENT
O.K. lbs allowable11,083<lbs2,838 =SHEAR lbs3,249 =REACTION
inches1.5 MIN. BEARING LENGTH =
TIMBERSTRAND11.88 x1.75K FLOOR MK:
248" = L /0.89 =TL DEFL. ft.18.4 =SPAN461 = L /0.48 =LL DEFL. plf12 =DEAD LOAD
plf40 =LIVE LOAD
O.K. lb-ft allowable8,911< lb-ft6,057 =MOMENT
O.K. lbs allowable5,542<lbs1,425 =SHEAR MOMENT, SHEAR & REACTION INCL. PT LOADS
lbs1,477 =REACTION
inches1.4 MIN. BEARING LENGTH =
PARALLAM16 x5.25L FLOOR MK:
267" = L /0.92 =TL DEFL. ft.20.5 =SPAN442 = L /0.56 =LL DEFL. plf330 =DEAD LOAD
plf502 =LIVE LOAD
O.K. lb-ft allowable52,598< lb-ft43,706 =MOMENT
O.K. lbs allowable16,240<lbs7,982 =SHEAR
CONTROLS TL DEFLlbs9,091 =REACTION
inches2.8 MIN. BEARING LENGTH =
14
02/05
D.F. # 2 8 x6M FLOOR MK:
4481" = L /0.01 =TL DEFL. ft.2.75 =SPAN8953 = L /0.00 =LL DEFL. plf216 =DEAD LOAD
plf720 =LIVE LOAD
O.K. lb-ft allowable3,760<lb-ft1,360 =MOMENT
O.K. lbs allowable2,338<lbs1,858 =SHEAR CONTROLS SHEARlbs1,929 =REACTION
inches0.6 MIN. BEARING LENGTH =
TIMBERSTRAND9.5 x3.5N ROOF MK:
190" = L /1.01 =TL DEFL. ft.16 =SPAN353 = L /0.54 =LL DEFL. plf195 =DEAD LOAD
plf96 =LIVE LOAD
O.K. lb-ft allowable11,407< lb-ft9,312 =MOMENT
O.K. lbs allowable8,867<lbs2,243 =SHEAR CONTROLS TL DEFLlbs2,474 =REACTION
inches1.1 MIN. BEARING LENGTH =
- BEAMINSULO FLOOR MK:
240" = L /0.30<TL DEFL. ft.6 =SPAN plf90 =DEAD LOAD plf300 =LIVE LOAD
O.K. lb-ft allowable4,725< lb-ft2,390 =MOMENT
O.K. lbs allowable3,150<lbs1,509 =SHEAR
MOMENT, SHEAR & REACTION INCL. PT LOADSTRIMMER w / ( 1 )lbs3,150<lbs1,509 =REACTION
allowable
inches0.4 MIN. BEARING LENGTH =
15
02/05
DF #210 x6P ROOF MK:
963" = L /0.12 =TL DEFL. ft.10 =SPAN2620 = L /0.05 =LL DEFL. plf143 =DEAD LOAD
plf104 =LIVE LOAD
O.K. lb-ft allowable6,032<lb-ft3,538 =MOMENT
O.K. lbs allowable2,961<lbs1,943 =SHEAR lbs1,359 =REACTION
inches0.4 MIN. BEARING LENGTH =
GLULAM9 x5.125Q FLOOR MK:
618" = L /0.10 =TL DEFL. ft.5.25 =SPAN1148 = L /0.05 =LL DEFL. plf100 =DEAD LOAD
plf32 =LIVE LOAD
O.K. lb-ft allowable14,991< lb-ft12,152 =MOMENT
O.K. lbs allowable8,764<lbs6,255 =SHEAR MOMENT, SHEAR & REACTION INCL. PT LOADS
CONTROLS BENDINGlbs6,348 =REACTION
inches2.0 MIN. BEARING LENGTH =
- BEAMINSULR FLOOR MK:
240" = L /0.15<TL DEFL. ft.3 =SPAN plf100 =DEAD LOAD plf48 =LIVE LOAD
O.K. lb-ft allowable4,725< lb-ft4,248 =MOMENT
O.K. lbs allowable6,300<lbs3,904 =SHEAR
MOMENT, SHEAR & REACTION INCL. PT LOADSTRIMMERS w / ( 2 )lbs6,300<lbs3,904 =REACTION
allowable
inches1.1 MIN. BEARING LENGTH =
16
PROJECT INFORMATION: OPERATOR INFORMATION:
FLOOR JOIST
11 7/8" TJI® 210 @ 16" o/cTJ-Beam® 6.20 Serial Number: 7003021928User: 1 2/5/2006 9:15:45 PMPage 1 Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
LOADS:Analysis is for a Joist Member.Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead
SUPPORTS:Input Width
Bearing Length
Vertical Reactions (lbs) Live/Dead/Uplift/Total
Detail Other
1 Stud wall 3.50" 2.25" 400 / 120 / 0 / 520 A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 1.3E TimberStrand® LSL2 Stud wall 3.50" 2.25" 400 / 120 / 0 / 520 A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 1.3E TimberStrand® LSL
-See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board
DESIGN CONTROLS:Maximum Design Control Control Location
Shear (lbs) 506 -500 1655 Passed (30%) Rt. end Span 1 under Floor loadingVertical Reaction (lbs) 506 506 1110 Passed (46%) Bearing 2 under Floor loadingMoment (Ft-Lbs) 1843 1843 3620 Passed (51%) MID Span 1 under Floor loadingLive Load Defl (in) 0.180 0.365 Passed (L/973) MID Span 1 under Floor loadingTotal Load Defl (in) 0.234 0.729 Passed (L/749) MID Span 1 under Floor loadingTJPro 46 30 Passed Span 1
-Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.-Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability.
ADDITIONAL NOTES:-IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.-Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above.
Copyright © 2005 by Trus Joist, a Weyerhaeuser BusinessTJI® and TJ-Beam® are registered trademarks of Trus Joist.e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist.
17
PROJECT INFORMATION: OPERATOR INFORMATION:
FLOOR JOIST - 2nd CASE
11 7/8" TJI® 210 @ 16" o/cTJ-Beam® 6.20 Serial Number: 7003021928User: 1 2/5/2006 9:17:07 PMPage 1 Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
LOADS:Analysis is for a Joist Member.Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead
SUPPORTS:Input Width
Bearing Length
Vertical Reactions (lbs) Live/Dead/Uplift/Total
Detail Other
1 Stud wall 3.50" 2.25" 400 / 120 / 0 / 520 A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 1.3E TimberStrand® LSL2 Stud wall 3.50" 2.25" 400 / 120 / 0 / 520 A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 1.3E TimberStrand® LSL
-See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board
DESIGN CONTROLS:Maximum Design Control Control Location
Shear (lbs) 506 -500 1655 Passed (30%) Rt. end Span 1 under Floor loadingVertical Reaction (lbs) 506 506 1110 Passed (46%) Bearing 2 under Floor loadingMoment (Ft-Lbs) 1843 1843 3620 Passed (51%) MID Span 1 under Floor loadingLive Load Defl (in) 0.180 0.365 Passed (L/973) MID Span 1 under Floor loadingTotal Load Defl (in) 0.234 0.729 Passed (L/749) MID Span 1 under Floor loadingTJPro 46 30 Passed Span 1
-Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.-Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability.
ADDITIONAL NOTES:-IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.-Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above.
Copyright © 2005 by Trus Joist, a Weyerhaeuser BusinessTJI® and TJ-Beam® are registered trademarks of Trus Joist.e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist.
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PROJECT INFORMATION: OPERATOR INFORMATION:
11 7/8" TJI® 210 @ 16" o/cTJ-Beam® 6.20 Serial Number: 7003021928User: 1 2/5/2006 9:17:57 PMPage 1 Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
LOADS:Analysis is for a Joist Member.Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead
SUPPORTS:Input Width
Bearing Length
Vertical Reactions (lbs) Live/Dead/Uplift/Total
Detail Other
1 Stud wall 3.50" 2.25" 400 / 120 / 0 / 520 A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 1.3E TimberStrand® LSL2 Stud wall 3.50" 2.25" 400 / 120 / 0 / 520 A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 1.3E TimberStrand® LSL
-See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board
DESIGN CONTROLS:Maximum Design Control Control Location
Shear (lbs) 506 -500 1655 Passed (30%) Rt. end Span 1 under Floor loadingVertical Reaction (lbs) 506 506 1110 Passed (46%) Bearing 2 under Floor loadingMoment (Ft-Lbs) 1843 1843 3620 Passed (51%) MID Span 1 under Floor loadingLive Load Defl (in) 0.180 0.365 Passed (L/973) MID Span 1 under Floor loadingTotal Load Defl (in) 0.234 0.729 Passed (L/749) MID Span 1 under Floor loadingTJPro 46 30 Passed Span 1
-Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.-Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability.
ADDITIONAL NOTES:-IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.-Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above.
Copyright © 2005 by Trus Joist, a Weyerhaeuser BusinessTJI® and TJ-Beam® are registered trademarks of Trus Joist.e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist.
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