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SIP Engineering Consultants, LLC

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 )


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


2,880 lbs 11 11 11 11 11 11 11 11 11 11 11 11 11 11

19 11 ft


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


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


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



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


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


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


2,760 lbs 12 12 12 12 12 12 12 12 12 12 12 12.2 12 12

9 12.2 ft


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


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


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


40


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


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


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


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



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


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



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:



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


GLULAM24 x6.75C ROOF MK:




O.K. lbs allowable25,920<lbs8,208 =SHEAR

MOMENT, SHEAR & REACTION INCL. PT LOADSCONTROLS BENDINGERRlbs8,932 =REACTION


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



O.K. lbs allowable11,070<lbs5,023 =SHEAR CONTROLS BENDINGlbs5,660 =REACTION


D.F. # 2 8 x6E ROOF MK:


plf136 =LIVE LOAD




12

02/05

- BEAMINSULG ROOF MK:

180" = L /0.40<TL DEFL. ft.6 =SPAN plf200 =DEAD LOAD plf128 =LIVE LOAD


O.K. lbs allowable3,150<lbs1,443 =SHEAR TRIMMER w / ( 1 )lbs3,150<lbs1,443 =REACTION

allowable


D.F. # 2 8 x6H ROOF MK:


plf144 =LIVE LOAD




- BEAMINSULI ROOF MK:


O.K. lb-ft allowable4,725< lb-ft923 =MOMENT

O.K. lbs allowable3,150<lbs624 =SHEAR

TRIMMER w / ( 1 )lbs3,150<lbs624 =REACTIONallowable


13

02/05

TIMBERSTRAND11.875 x3.5J FLOOR MK:


plf300 =LIVE LOAD


O.K. lbs allowable11,083<lbs2,838 =SHEAR lbs3,249 =REACTION


TIMBERSTRAND11.88 x1.75K FLOOR MK:


plf40 =LIVE LOAD



lbs1,477 =REACTION


PARALLAM16 x5.25L FLOOR MK:


plf502 =LIVE LOAD



CONTROLS TL DEFLlbs9,091 =REACTION


14

02/05

D.F. # 2 8 x6M FLOOR MK:


plf720 =LIVE LOAD


O.K. lbs allowable2,338<lbs1,858 =SHEAR CONTROLS SHEARlbs1,929 =REACTION


TIMBERSTRAND9.5 x3.5N ROOF MK:


plf96 =LIVE LOAD


O.K. lbs allowable8,867<lbs2,243 =SHEAR CONTROLS TL DEFLlbs2,474 =REACTION


- BEAMINSULO FLOOR MK:




MOMENT, SHEAR & REACTION INCL. PT LOADSTRIMMER w / ( 1 )lbs3,150<lbs1,509 =REACTION

allowable


15

02/05

DF #210 x6P ROOF MK:


plf104 =LIVE LOAD


O.K. lbs allowable2,961<lbs1,943 =SHEAR lbs1,359 =REACTION


GLULAM9 x5.125Q FLOOR MK:


plf32 =LIVE LOAD



CONTROLS BENDINGlbs6,348 =REACTION


- BEAMINSULR FLOOR MK:




MOMENT, SHEAR & REACTION INCL. PT LOADSTRIMMERS w / ( 2 )lbs6,300<lbs3,904 =REACTION

allowable


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


FLOOR JOIST - 2nd CASE





Bearing Length


Detail Other








18






Bearing Length


Detail Other








19

ROOF PANEL ANALYSIS

LOW ROOF

CORE THICK. = 9.25 "

JOINT TYPE = SPLINE

MAX. SPAN = 16 ft

TOTAL LOAD = 44 psf < 46 PSF ALLOWABLE

O.K.

xxx

CORE THICK. = 11.3 "

JOINT TYPE = LUMBERMAX. SPAN = 21 ft

TOTAL LOAD = 30 psf < 76 PSF ALLOWABLE

O.K.

20

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