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TOP OF WALL '
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NO FURTHER --. \ 1 . .
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WALL FRAMING \ , 4 I
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FLOOR FRAmiNci_...,„, OPTIONAL STRAPS-
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2'4000# Mil 1 I
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HOLD DOWNS .. - (LARGER4N12H11ECIERON
ADAERitefACYeurigLIOMS
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1 4 4
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NOR "MOTH TO MATCH WALL FRAMING ' . . 0
tiN 2-2000# ,
STRAPS FRONT .41.6.-6*--MIN.4K 4 EA. SIDE t?lc1 :
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&BACK 4 TOTAL
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8 PER FRAME MIN 5r300#NOLO DOWN ,
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COUBLE BOTTOM PLATE 1? -48il
1INSTALL PER MRSSPECIFICATIONS
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M 42—L-2 *1 Mk irx r FOO1
TING SHEATHING.•1.71 MIN. PANEL WITH 2 44,cNt EXTEND MIN.PANEL . ,
.e)* 6$ WIOTIrf /6 FEET'BEYoOND PANEL,OR WIDTH PANEL
00FINfR.
... N AILING
z m 2 STO sii V STRUCTURE
PO/TrA I FRAME
NOTE: Portal frames are allowed by prescriptive construction,
only on the first floor of one and two storied SITIICtUtreS. is "..1 I. ' hh., 0 ,41 ill m. • /7;I A4L .1;AI hi
NOT ALLOWED IN THREE STORIED STIRICTURES. MV TBE Ede/' 0TH AND HEIGHT 12/18/2002
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WALL CONSTRUCTION
• WOOD STRUCTURAL PANEL
INSTALLED IN ACCORDANCE 1111
WITH TABLE R.602.3(1) 168 NAIL AT 24 INCHES O.C.
WHEN GYPSUM BOARD IS PRESENT
111 C INSTALL IN ACCORDANCE WITH CHAPTER?
Sd NAIL AT 12 INCHES O.C.ON y\
ALL FRAMING MEMBERS .7.Z.I NOT AT PANEL EDGES
i�o�
I„ _P= WOOD STRUCTURAL PANEL
INSTALLED IN ACCORDANCE
WITH TABLE R602.3(1)
Sd NAIL AT 6 INCHES O.C. Sd NAIL AT 12.IN.O.C.
(ALL PANEL EDGES) ON ALL FRAMING MEMBERS
NOT AT PANEL EDGES
(a)OUTSIDE CORNER DETAIL
WHEN GYPSUM BOARD IS PRESENT;
,INSTALL IN ACCORDANCE WITH CHAPTER 7
1� WOOD STRUCTURAL PANEL
I it INSTALLED LSI ACCORDANCE
� � WITH TABLE R632.3(1)
16d NAIL AT 24 INCH 0.C, Sd NAIL AT 6 INCH O.C.
(ALL PANEL EDGES)
►� —.a SdNAIL ATI2INCH O.C.ON
ALL FRAMING MEMBERS
NOT AT PANEL EDGES
WOOD STRUCTURAL PANEL INSTALLED
IN ACCORDANCE WITH TABLE R602.3(1)
(b)IINSIDE CORNER DETAIL
For SI: 1 inch=25.4 mm.
Gypsum board nails deleted for clarity.
FIGURE R602.10.5
TYPICAL EXTERIOR CORNER FRAMING FOR CONTINUOUS STRUCTURAL
TABLE R602.10.5
LENGTH REQUIREMENTS FOR BRACED WALL PANELS IN CONTINUOUSLY SHEATHED WALLSa,b,c
MAXIMUM VERTICAL
ROUGH OPENING
HEIGHT NEXT TO
REQUIRED BRACED
WALL PANEL
LENGTH OF BRACED WALL PANEL(inches) (%of wall height)
8-foot wall 9-foot wall 10-foot wall 11-foot wall 12-foot wall
32 36 40 44 48 85 ' 'Oc-
24 27 30 33 36 67 bj( ]
For SI: 1 inch=25.4 mm,1 foot=305 mm,1 pound per square foot=0.0479 kPa.
a. Linear interpolation shall be permitted
b. Full-height sheathed wall segments to either side of garage openings that support light frame roofs with roof covering dead loads of 3 psf or less shall be permitted
to have a 4:1 aspect ratio.
c. Corners sheathed in accordance with Section R602.10.5 and Figure R602.10.5 shall be permitted to have a 4:1 aspect ratio.
2008 OREGON RESIDENTIAL SPECIALTY CODE 6-17
„ r ,
Projective Bldg Design Const. Consultants &Assoc.'s c ls;RUcTtoN ALc ProBeam
v3.1
Assuaelte s:Compliant with 2003 IBC,1997 UBC,and 2001 Natant Design Spec for Wood. Top and bottom must be laterally supported at 4-ft max.intervals. Full-depth bloating req'd at supports and cantilever
end. Bending in strong axis only. No wet,high moisture,or high temperature use. No wane in aulan laminations.Dynamic loading not considered.
Job Name: Mitchell Garage Addition
Beam I.D.: RB1
500 Load and Span Diagram(Not To Scale.Pitch,if any,not shown)
Other Info.: Roof beam 400
300
200
Main Span,L= 20.00 ft K 100
Main Span Max.Allowed Live Deft:LI 360 l=win 'a
Main Span Max.Allowed Total Deft:L! 240 =tom. -o+ o
Cantilever(Overhang)Exists? INo 1*I J 200 5 10 15 25
-200
Pitch if Sloped: -300
Getting started.Rover Load Duration 'Live,Cd=1.00 1*1 -400
cursor here
Add Self Wt.?( •Yes Q No I 500
SPo
Loads Other Than Uniform Loads? (fin )
Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead
Live,psf Dead,psf Width,ft Load,pit Load,pff. Load,pff.
Roof Loads(not including snow) 25 psf 17 psf I 9.00 ft I 225.0 lb/ft 225.0 Ib/ft 153.0 lb/ft -
Roof Snow(only) 9.00 ft - -
Total Uniform Loads we=I 225.0 lb/ft won= 153.0 lb/ft
Combined Total Uniform Load w„= 378.0 Mt
4x And Smaller(Lumber) 5x And Larger(limbers)
Lumber Material 'Douglas Fir-Larch lel Timber Material !Douglas Fir-Larch lel
Lumber Grade 1No.2 i=1 Timber Grade I WCLIB-No.2 146
Lumber Members Timber Members
Repetitive - - - I 12 x 16 1 -
Member Use? - - 6x20 14 x 14
'No i:I - - 8x16 16x16 -
10 x 16 -
Final Member: IMcrollam 1.9E LVL (*1 Final Member Results
Bending Overdesign: 51.7%
Beam Library: 'Choose From All Sizes Of Beam 101 Final Member: (2) 1-3/4" x 16", Shear Overdesign: 658.5%
Final Size: I(2)1-3/4" x 16" ]*j Microllam 1.9E LVL Deflection Overdesign: 59.8%
Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Bearing/Buckling Overdsgn: NIA
Vert Diff taperer): 0.00 ft True Len tapproxkFinal member okay by: 51.7%
Actual Member Size:3.50'x 16.00- 20.00 ftControlling criteria is: Bending
Reactions Final Member Additional Information Location Live Case
Maximums R,-Left R,-Right Max.Positive Moment 19,720 ft-lb 10.00 ft Main Span
Live Load: 2,250 lb 2,250 lb Max.Negative Moment: 0 ft-lb 0.00 ft Main Span
Dead Load: 1.694 ib 1 694 Ib Max Des yn Shear;3 944 lb....._..._..................._......._...._......_20.00 ft _....._._.__.._ Both...._......--
Total Load 3,944 lb 3,944 lb Main Span Max.Downward Deflection
Live Case Causing Max N/A N/A (Live/Total) 0.357"/0.626" 10.00'1 10.00' Main/Main
Main Span Max.Upward Deflection 0000"/0000„ 0.00'!0.00' Main 1 Main
Minimums R,-Left R,-Right (Live/Total)
Live Load: 0 lb 0 lb Cant Down.Dell.(Live!Tot): WA N/A N/A
0.6 or 1.0 Dead: 1.016Ib 1.016 Ib Cant.Lip:Defl:[LivefTot): N/A................................._._........._..._...._..........._N/A....._..._...._....._-.._._......-N/A
..................
Net Reaction 918 lb 91$lb Req'd El,Not incl.Seff Wt: 1.361E+09 Actual El: 2.269E+09
Live Case Causing Min N/A N/A IApprox.Self Weight 16.40 pff Approx.Tot Wt:328 lb
Min.Calc'd Bearing Lengths: = 1.50 in(Left) = 1.50 in(Right)
ConstructionCalc-ProBeam v3-1.xls
Projective Bldg Design Consultants &Assoc.'s (2.* RU
L1CTION ALC ProBeam
v3.1
Assumptions:Compliant with 2003 IBC,1997 UBC,and 2001 National Design Spec for Wood.Top and bottom must be laterally supported at 4-ft max.intervals. Full-depth blocking req'd at supports and cantilever
end. Bending in strong axis only No wet, high moisture,or high temperature use.No wane in Glulam laminations.Dynamic trading not considered.
Disclaimer.All users of this software shall comply with State Engineering Law,which specifies who may perform engineering,and defines the practice of engineering.
Job Name: Mitchell Garage Addition
Beam I.D.: FB2
t,000 Load and Span Diagram(Not To Scale.Pitch,i any,not shown)
Other Info.: Floor beam 800
600
Main Span,L= 6.50 ft
400
Main Span Max.Allowed Live Defl:L/:______-__360__ ____I=0.22 in A
Main Span Max.Allowed Total Defl:L/ .--.__--._240. _ =0.33 in J zoo
Cantilever(Overhang)Exists? INo 1I
9
Pitch if Sloped: 1 2 3 4 5 6 7
Getting started.Hover Load Duration I Live,Cd=1.00 )r' 290
cursor here T
Add Self Wt.? *"(esO No 400
Span(ft)
Loads Other Than Uniform Loads? INo lel
Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead
Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,pB.
Roof Loads(not including snow) 25 psf 17 psf I 5.60 ft 140.0 Ib/(t 140.0 lb/t 95.2 Ib/ft -
Roof Snow(only) 5,60 ft - -
Floor Loads 40 psf 20 psf I 9.00 ft 360.0 lb/ft 360.0 Ib/ft 180.0 lb/ft
Total Uniform Loads w1= 500.0 lb/ft wn= 275.2 lb/ft
Combined Total Uniform Load wt,= 775.2 lb/ft
4x And Smaller(Lumber) 5x And Larger(Timbers)
Lumber Material Douglas Fir-Larch (tj Timber Material 'Douglas Fir-Larch I:1
Lumber Grade INo_2 IC( Timber Grade IWCLIB-No.2 lel
Lumber Members limber Members
Repetitive - (4)2x8 - -
Member Use? (2)2 x 12 3 x 14 6 x 10 - -
(0111 n (3)2 x 10 4 x 10 - - -
Final Member: ISawn Wood 1:1 Final Member Results
Bending Overdesign: 46.9%
Beam Library: 'Choose From All Sizes Of Bearri101 Final Member: 4 x 12, Douglas Shear Overdesign: 160.2%
Final Size: 14 x 12 (ii Fir-Larch, No. 2 Deflection Overdesign:584.7%
Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Bearing!Buckling Overdsgn: N/A
Vert Diff(appro)* 0.00 ft True Len(approxi: Final member okay by: 46.9%
Actual Member Sae:3.50"x 1125^ 6.50 ft Controlling criteria is: Bending
Reactions Final Member Additional Information Location Live Case
Maximums R,-Left R,-Right Max Positive Moment 4,147 ft-lb 3.25 ft Main Span
Live Load: 1,625 lb 1,625 lb Max.Negative Moment 0 ft-lb 0.00 ft Main Span
Dead Load: 927 lb 927 lb Max Design Shear. 1.816 lb.__._.___.._._____........_._0.08Main Span........
Total Load: 2,552 lb 2,552 lb Main Span Max Downward Deflection 0.030"/0.047" 3.25'/3.25' Main/Main
Live Case Causing Max N/A N/A (Live/Total)
Main Span Max Upward Deflection
0.000"/0.000" O.OQ/0.00' Main/Main
Minimums R,-Left R,-Right (Live/Total)
Live Load: 0 lb 0 lb Cant Down.Deft(Live/Tot): N/A N/A N/A
0.6 or 1.0 Dead: 556lb 556 Ib ._______Card.Up.Defl.(Live/Tot):.N/A. ____
Net Reaction 537 lb 537 lb Req'd El,Not Ind.Self WL:9.580E+07 Actual El: 6.645E+08
Live Case Causing Min N/A N/A Approx.Self Weight 10.07 pit Approx.Tot.WL:65 lb
Min.Calc'd Bearing Lengths: = 1.17 in(Left) = 1.17 in(Right)
ConstructionCalc-ProBeam v3-1.xls
Projective Bldg Design Const. Consultants &Assoc. s
> SI.1 ULi"1C}(\I .SLC ProBeam
Assumptions:Compliant watt 2003 IBC,1997 UBC,and 2001 National Design Spec for Wood.Top and bottom must be laterally supported at 4-ft max.intervals. Full-depth blocking req'd at supports and cantilever
end. Bending in strong axis only No wet, high moisture,or high temperature use. No wane in Glulam laminations. Dynamic loading not considered.
Job Name: Mitchell Garage Addition
600
Beam l.D.: GB1 Load and Span Diagram(Not To Scale.Pitch,if any,not shown)
Other info.: Roof beam 500
400
E 300
Main Span,L= 16.00 ft 200
Main Span Max.Allowed Live Deft /g-- 360 =0.53 in v
-- '1 100
Main Span Max.Allowed Total Defl:L/ 240 ;=0.80 m 0
Cantilever(Overhang)Exists? INo (*!
-100 2 4 6 8 10 12 14 1. 18
. Pitch if Sloped: -too
Getting started.Hover Load Duration ILive,Cd=1.00 1'.I -300
cursor here
Add Self Wt.? *yes 0 N0 4o0
Span(ft)
Loads Other Than Uniform Loads? (No 17.1
Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead
Live,psf Dead,psf Width,ft Load,plf Load,pit Load,plf.
Wall Dead Load 12 psf I 8.00 ft 96.0 Ib/ft
Total Uniform Loads wt= - wo= 96.0 lb/ft
Combined Total Uniform Load wu= 96.0 Ib/ft
Concentrated(Point)Loads Trib.Lenvth,
Live Load,psf Dead Load,psf Trib.Width,ft. ft. Live,lbs Dead,lbs Location,ft
Point Load C i Descn�n,opPoint load from RB1 II 2,250 lb I 1,694 lb I xc=I 6.60 ft
Note:Location Measured From Left Support
4x And Smaller(Lumber) 5x And Larger(Timbers)
Lumber Material (Douglas Fir-Larch IC! Timber Material !Douglas Fir-Larch 101
Lumber Grade 1No.2 (*) Timber Grade JWCLIB-No.24•I
Lumber Members limber Members
Repetitive - - - 12 x 14 -
Member Use? - - 6x18 14x14 -
1No (#I - _ - 8x16 16x16 -
10x14 -
Final Member: IMicrollam 1.9E LVL 1+1 Final Member Results
Bending Overdesign: 27.0%
Beam Library: !Choose From All Sizes Of Beaml$` Final Member: (2) 1-3/4" x 14", Shear Overdesign: 642.7%
Final Size: 1(2)1-3/4" x 14" lel Microllam 1.9E LVL Deflection Overdesign: 68.8%
Min.Bearing Lengths:= 1.50 in.(Left) := 1.50 in.(Right) Bearing/Buckling Overdsgn: N/A
Vert Diff(approx): 0.00 ft True Len(approx): Final member okay by: 27.0%
Actual Member Size:3.50"x14.00' 16.00 ft Bracing/Blocking Regd For Stability Controlling criteria is: Bending
Reactions Final Member Additional Information Location Live Case
Maximums R,-Left R,-Right Max Positive Moment 18,711 ft-lb 6.60 ft Main Span
Live Load: 1,322 lb 928 lb Max.Negative Moment 0 ft-lb 0.00 ft Main Span
Dead Load: 1.877 Ib 1.580 Ib __- ___ _-Max Design Shear.3,199 Ib0.00 ft Main Son...,_
Total Load: 3,199 lb 2,508 lb Main Span Max Downward Deflection 0.210"!0.474" 7.52'/7.68' Main/Main
Live Case Causing Max N/A N/A (Live/Total)
Main Span Max Upward Deflection
Minimums R,. 31t R,-Right (Live/Total) 0.000"/0.000" 0.00/0.00' Main/Main
Live Load: 0 lb 0 lb Cant Down.Defl.(Live/Tot):N/A N/A N/A
0.6or1.0Dead: 1,1261b 948 lb _______Cant Up.Deft,(Live/Toth N/A N/A N/A.__-_
Net Reaction 1,058 lb 880 lb Req'd El,Not Incl.Self Wt:8.745E+08 Actual El: 1.520E+09
Live Case Causing Min N/A N/A Approx.Self Weight 14.20 plf Approx.Tot.Wt:227 lb
Min.Calc'd Bearing Lengths: = 1.22 in(Left) = 0.96 in(Right)
ConstructionCalc-ProBeam v3-1.xls