BLD-05-0156
crl"'l Of 'lELNI- 6UILOI~G OEP ARiNlE~i
RESIOE~iIAL CERilflCAiE Of OCCUPA~C'l
~
Bui\din9 !\ddress
~
:\()749 s~
~
p\an Number
~
owner Name
owner !\ddress
Bui\din9 permit Number
~
specia\ conditions
~
~
RemarKs.
---
!\reas \nspected
None
o ate
Building otr',cial" G. callson
. . . . \\ I telnatlonal Residential code lc\\aptel
1\i's strUctule ,s ,n co",pl,ance :;t~. e t~n State Building Code council pUlSuant
5~~5~ \N!\C) as adopted b'j t2h1ea dS10'ni2 RC\N effective JU\'i ~ ,2004
to Chapters ~9. an 1
FROM YELM SEWER DEPT
FRX NO. 360-458-8166
Oct. 20 2005 02 35PM Pi
FAX TRANSMISSION'
CITY OF YELM
P.O. BOX479-931 NP ROADNE
YELM, WA 98597
360~458-8411
FAX 360-458-8]66
FAX#'
From: ~Ctt;u DY
DA TE: J 0 - dLY CJ:)
PAGES: I , mcluding this
Cover sheet
.
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Subject: J..iot..fSE F-/tU/tL \lyy""'\{~E1(- 1"-'
COMMENTS. L_o\
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() 7~1300< 6U
U If you do ntH receive all copIes or any copy I~ not kgd'lle. plea!>e call (360) 458-8411
as soon as possible
CITY OF YELM INSPECTION LOG
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PROJECT
LlI
/: ~4- e{5/n &/
ADDRESS
It; 2Z- 8>
Date _ok~/+
2-3
~
Js-
( S-- 0 reqUired \ ents Z.E:>
/' Date ~ W \ll REBAR ../ Date *
oS- - 0/.0
U"'Ui..tJ cl- 5t?
PERMIT NUMBER
SET BACkS
Front
Rear
'J..V t'\\'\ Side Flank.mg
uJL Side
&1~ ::::::~REBAR
FOOTING
~ 12"
~.,
o other
WALL
~ 6"
ri'
,11 ~
o other
c
COMBlMD FRA~IEI yXTERlOR SHEAR W \lll\SPEgtO'l ?Jt-
Hold downs ~ ~ft~ Shear NaJilng)3/~ <
Frame :J - Gas'Propane ~ '
Plumbing {z5 ,~, Mechanical ,.s -
Comments
I,""Sl L.\ TIO~
/
2l Gas
/,/
..0 Foam and Seal
IJ Electric
=:J Vapor barner
~ Other
./2/ P\' -\
Comments~'
SHEET ROCK/SHEAR \\' .\LL ~ .\IL
comments_~ \/
OTHER
Comments
fI~AL
o Sewer Final
~ Address
t Electrical
'7 Insulation
I] Cl\dFmal [] Landscape FI~aI 0 CofO
o Site Dr31nage ;YSJde\\alk. (JI1J
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Comments
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City of Yelm
Community Development Department
Building Division
Phone: (360) 458-8407
Fax: (360) 458-3144
Permit No
BLD-05-0156-YL
Issue Date 06/07/2005
(Work must be started within 180 days)
Receipt No
36933
Applicant:
Name PAR Homes
Phone.
253-535-6504
Address, 10749 South A St.
City' Tacoma
State, WA Zip 98444
Property Information:
Site Address, 16228 Vancil Ct. SE
Assessor Parcel No ;;. J 7 30 { '-{-07 0 I
Subdivision. Timber Estates
Lot: 1
Contractor Information:
Name: PAR Homes
Contact: , Craig
Phone, 253-535-6504
Address, 10749 South A St.
City' Tacoma
State, WA Zip' 98444
Contractor License No. PARHOI*972PT
Expires. 03/07/0766
Business License,
Project Information:
Project: Timber Estates Lot 1
Description of Work: Plan M304983F-0
Sq. Ft. per floor' (1st) 1475
(2nd) 1574
(3rd) 0
Garage 655
Basement 0
Heat Type (Electric, Gas, Other), GAS
Fees.
Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc
--------------------------- -------------
Building Permit 100-500k 1,88079 993.75 887 04 5.6000 158,4000 $1,000
Building Plan Review 1,222,51 0.00 000 o 0000 o 0000
Mechanical Permit 78,25 0.00 000 0.0000 0,0000
Plumbing Permit 125 00 20.00 105 00 7 0000 15.0000 Fixture
Sewer ERU 5,41700 0.00 5 417 00 5,417 0000 1 0000 ERU
Sewer Inspection 14500 0.00 145.00 145,0000 1 0000 ERU
Water ERU 1,50000 0.00 1,500,00 1,5000000 1 0000 ERU
Water Meter (SFD) 300 00 300.00 0,00 0,0000 o 0000
Water Deposit 4000 40.00 000 o 0000 o 0000
Traffic Facilities Charge 757 50 0.00 757.50 750 0000 1 0100 Peak PM Trip
Sewer Deposit 5000 50.00 0,00 o 0000 o 0000
State Building Fee 450 450 000 o 0000 o 0000
TOTAL FEES. $11,520.55
Applicant's Affadavit:
OFFICIAL USE ONLY
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Yelm School Distrlct
ATTN SUSAN CROY
PO BOX 476
YELM, ~~A 98597
360-458-1900
Sold to
PAR HOMES
16867
PAR HOMES
HOMES PAR
10749 S A ST, UNIT A
TACOMA WA 98444
# 5985 09 06/03/05
Reg #1 SalesPerson SUSAN
Item # 2900/MITIGATION
MITIGATION/CAPITAL PROJECTS
1 @ 15,399 00 15,399 00
CK #7753 FOR 05-003 AND 04-0118-YL - TIM
BER
Item # 2900/MITIGATION
MITIGATION/CAPITAL PROJECTS
1 @ 0 00 0 00
ESTATES FOR ALL 9 LOTS $1711 00 EACH
SubTotal
15,399 00
Total Due
Check
10,399 00
15,399 00
----------
----------
Thank you
PLEASE KEEP THIS RECEIPT' I I
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CITY OF YELM
RESr~ITIAL BUILDING PERMIT APPLlCA TIO(.....'?RM
"'-./ \ '-......../
Project Address / h ::}.;:;... {? I )C)..V\.C-.. ~ c.r SE Parcel #. ~;;;... 7 3(J / lit) 7t:J tJ
Subdivision. T:l1;\b'C..rE~ fo..fc,s Lot#. I Zoning; ~;"" 'fl-e FC\."41~1y
)l New Construction U Re-Model/ Re-Roof I Addition U Home Occupation Bi9t$>~
U Plumbing U Mechanical U Mobile I Manufactured Home Placement U Other a .
ProjeclDescriptionlScope of Work: 4>'J '" } 'i: "ull e- F... WI.' 'Y H.. "" e., .fer,y.? $(9/V $.
Project va'ue:l~ 1 ~I O{)O. 00 <'005 ry
Building Area (sq ft) 1st Floor Ii 7 J"'- 2nd Floor 15-7'1 Garage ? .5J Deck
Basement Carport Patio
# Bedrooms-i # Bathrooms;;t .~ Heating:~/~ or ELECTRIC (Circle One)
Are there any environmentally sensitive areas located on the parcel? /lJ () If yes, a
completed environmental checklist must accompany permit application
f 1f'\.C- ~'
EMAIL
t;I~I/TELEPHONE .:2..r3- ~..s--b5'(J Y
GENERAL CONTRACTOR fJlM.-e~ ~..... TELEPHONE .;LI) g- S-s ~- hS"O Y
ADDRg5S I 7 (../ S. 5 t- -t:t=: EMAIL
CITY i ~/D""'-o-- STATE ~el-' ZIP" 1'o/~~FAX:J.~- ~- S::!!::.- -- f)J !?f,
CONTRACTOR'S LICENSE # (Jf}RIIO-:f'>f:Cf1)ff EXP DATE CITY LICENSE #
PLUMBING CONTRACTOR.4- '^" lV\ " CIl TELEPHONE ~ ~:! - f 0/'7- 7 ~'
ADDRESS ;;le'-- ;;l if?" S T C j- ~ EMAIL
CITY ~O'-l STATE L0o... c. ZIP qfl'i'"SJO FAX
CONTRACTOR'S LICENSE # f?1C ?,~:(-)f 0'( 'D~P DA TE..4iLCITY LICENSE #
MECHANICAL CONT~CTOR 1<,,'tJlo\ tt.-'^- e I'o.s
ADDRESS'7Jd "$ I J /; f . h. 5 r Pr
CITY "{ o.rA"M. eL. STATE 1:.11 0- .ZIP ~~Slifh FAX
CONTRACTOR'S LICENSE # k'li~lSI\.~tfC21 R'T'EXP DATE~CITY LICENSE #
Copy of mitigation agreement with Yelm Community Schools, if applicable
I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the
above described property will be in accordance with the laws, rules and regulations of the State of Washington and the
City of Yelm.
APP1~t:;;:ure Da1 :J.vj 0 S
Owner I Contractor I Owner's Agent I Contractor's Agent (Please circle one,)
All permits are non-transferable and will expire if work authorized by such permit is not begun
within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days
105 Yelm Avenue West
POBox 479
Yelm, WA 98597
(360) 458-3835
(360) 458-3144 FAX
www.ci.yelm.wa.us
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BEAM CALCULATIONS
FOR
PLAN M3049B3F-O
TO BE BUILTIN
LOT #1 OF TIMBER ESTATES
YELM, WASHINGTON
..)>6b
~r &/~
.2 $" ef""
<'OO}' ~
FOR
PAR HOMES, INC.
Roof
Floor
Ceilmg
Deck
Intenor wall
Extenor wall
LOADING
15 PSF Dead Load + 25 PSF Live Load = 40 PSF
10 PSF Dead Load + 40 PSF LIve Load = 50 PSF
5 PSF Dead Load + 10 PSF LIve Load = 15 PSF
5 PSF Dead Load + 60 PSF LIve Load = 65 PSF
= 07 PSF
= 10 PSF
DEFLECTION
Roof 1/360 Live Load, 1/360 Total Load
Floor = 1/480 Live Load, 1/360 Total Load
NOTE ThIs stamp applIes to the members and
assemblIes described m these calculatIOns only
And IS only valId If It has a wet stamp.
;,
''';
Architects Northwest Job No 050516
ARCHITECTS NORTHWEST, Inc.
18915 142nd Avenue NE SUIte 100
W oodmvllle, W A 98072
(425) 485-4900 FAX (425) 487-6585
www.ArchltectsNW.com
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UPPER FLOOR BEAM KEY
SCALE, I/eft := 1'-0.
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ROOF BEAM KEY
SCA\..E, 1/8' . 1'-0'
Roof Beamf 2003 International Residential Code (01 NDS) 1 Ver' 6.00 7
By' Jeffrey deRoulet , Architects Northwest on: 05-18-2005 09:38:23 AM
Proiect: M3049B3F-0 - Location: R01-BEDRM 2 WINDOW HEADER
Summary'
5.5 IN x 7.5 IN x 5.0 FT 1#2 - Douqlas Fir-Larch - Dry Use
Section Adequate By' 61.2% Controlling Factor' Section Modulus I Depth Required 5.91 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 Loadinq:
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'
Wall Load:
Beam Self Weiqht:
Slope/Pitch Adiusted Lenqths and Loads:
Adiusted Beam Lenqth:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For' #2- Douqlas Fir-Larch
Bendinq Stress:
Shear Stress:
Modulus of Elasticity.
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1 15 CI=1.00 Cf=1.00
o
Fv"
Adiustment Factors: Cd=1 15
Design Requirements:
Controllinq Moment:
2.5 ft from left support
Critical moment created by combining all dead and live loads.
Controllinq Shear'
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
o
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
RP=
L/
L/
LL1=
DL1=
TW1=
LL2=
DL2=
TW2=
Cd=
WALL=
BSW=
Ladi=
wL=
wD adi=
-wT=
Fb=
Fv=
E=
FCJlerp=
Fb'=
Fv'=
M=
V=
SreQ=
S=
AreQ=
A=
IreQ=
1=
0.02
0.02
0.04
1063
775
1838
0.53
5.0
2.0
6
360
360
25.0
15.0
16.0
25.0
15.0
1.0
1 15
15
10
5.0
425
310
735
750
170
1300000
625
862
196 PSI
IN
IN = L/2524
IN = L/1459
LB
LB
LB
IN
FT
FT
12
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
FT
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
2297 FT-LB
1397 LB
31.99 IN3
51.56 IN3
1072 IN2
41.25 IN2
4770 IN4
193.36 IN4
Roof Beamf 2003 International Residential Code (01 NDS) 1 Ver' 6.00 7
By' Jeffrey deRoulet . Architects Northwest on: 05-18-2005 09:38:23 AM
Proiect: M3049B3F-0 - Location: R02-MSTR BA WINDOW HEADER
Summary'
5.5 IN x 7.5 IN x 5.0 FT / #2 - Douqlas Fir-Larch - Dry Use
Section Adequate By' 61.2% Controlling Factor' Section Modulus / Depth Required 5.91 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 Loadinq:
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
Wall Load'
Beam Self Weiqht:
Slope/Pitch Adiusted Lenqths and Loads:
Adjusted Beam Lenqth.
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For' #2- Douqlas Fir-Larch
Bendinq Stress:
Shear Stress:
Modulus of Elasticity.
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1 15 CI=1.00 Cf=1.00
o
Fv"
Adjustment Factors: Cd=1 15
Design Requirements:
Controllinq Moment:
2.5 ft from left support
Critical moment created by combining all dead and live loads.
Controllinq Shear'
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
o
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
RP=
L/
L/
LL1=
DL1=
TW1=
LL2=
DL2=
TW2=
Cd=
WALL=
BSW=
Ladi=
wL=
wD adi=
-wT=
Fb=
Fv=
E=
FCJ}erp=
Fb'=
Fv'=
M=
V=
Sreq=
S=
Areq=
A=
Ireq=
1=
0.02
0.02
0.04
1063
775
1838
0.53
5.0
2.0
6
360
360
25.0
15.0
16.0
25.0
15.0
1.0
1 15
15
10
5.0
425
310
735
750
170
1300000
625
862
196 PSI
IN
IN = L/2524
IN = L/1459
LB
LB
LB
IN
FT
FT
12
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
FT
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
2297 FT-LB
1397 LB
31.99 IN3
51.56 IN3
1072 IN2
41.25 IN2
4770 IN4
193.36 IN4
Roof Beamf 2003 International Residential Code (01 NOS) 1 Ver. 6.00.7
By' Jeffrey deRoulet . Architects Northwest on: 05-18-2005 09:38:24 AM
Proiect: M3049B3F-0 - Location: R03-MSTR BEDRM WINDOW HDRS
Summary'
5.5 IN x 9.5 IN x 6.0 FT / #2 - Douqlas Fir-Larch - Dry Use
Section Adequate By. 108.7% Controlling Factor' Section Modulus / Depth Required 6.58 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 Loadinq:
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'
Wall Load:
Beam Self Weiqht:
Slope/Pitch Adiusted Lenqths and Loads:
Adiusted Beam Lenqth:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For' #2- Douqlas Fir-Larch
Bendinq Stress:
Shear Stress:
Modulus of Elasticity.
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1 15 CI=1.00 Cf=1.00
o
Fv"
Adiustment Factors: Cd=1 15
Design Requirements:
Controllinq Moment:
3.0 ft from left support
Critical moment created by combining all dead and live loads.
Controllinq Shear'
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
o
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
RP=
U
U
LL1=
DL1=
TW1=
LL2=
DL2=
TW2=
Cd=
WALL=
BSW=
Ladi=
wL=
wD adi=
-wT=
Fb=
Fv=
E=
FC.J}erp=
Fb'=
Fv'=
M=
V=
Sreq=
S=
Areq=
A=
IreQ=
1=
0.02
0.02
0.04
1275
938
2213
0.64
60
2.0
6
360
360
25.0
15.0
16.0
25.0
15.0
1.0
115
15
13
6.0
425
313
738
875
170
1300000
625
1005
196 PSI
IN
IN = L/2968
IN = L/1710
LB
LB
LB
IN
FT
FT
12
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
FT
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
3320 FT-LB
1638 LB
39.65 IN3
82.73 IN3
12.57 IN2
52.25 IN2
82.73 IN4
392.96 IN4
o
o
Roof Beamr 2003 International Residential Code (01 NDS) 1 Ver' 6.007
By' Jeffrey deRoulet . Architects Northwest on: 05-18-2005 09:38:24 AM
Proiect: M3049B3F-0 - Location: R04-BEAM OVER UPPER FOYER
Summary'
5.125 IN x 10.5 IN x 11.0 FT /24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By' 29.5% Controlling Factor' Moment of Inertia / Depth Required 9.63 In
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
BearinQ Lenqth Required (Beam only, support capacity not checked):
Camber Reqd..
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof"
Live Load Deflect. Criteria:
Total Load Deflect. Criteria.
Camber Adjustment Factor'
Roof Loadinq:
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 Weiqht:
Slope/Pitch Adiusted Lenqths and Loads:
Adiusted Beam Lenqth:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For' 24F-V4- Visually Graded Western Species
Bendinq Stress:
Shear Stress:
Modulus of Elasticity.
Stress Perpendicular to Grain:
Bendinq Stress of Compo Face in Tension:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1 15 CI=1.00
Fv"
Adjustment Factors: Cd=1 15
Design Requirements:
Controllinq Moment:
5.5 ft from left support
Critical moment created by combining all dead and live loads.
Controllinq Shear'
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
C=
L=
Lu=
RP=
U
U
CAF=
LL1=
DL1=
TW1=
LL2=
DL2=
TW2=
Cd=
BSW=
Ladi=
wL=
wD adi=
-wT=
Fb=
Fv=
Ex=
Ey=
Fc perp=
Fb_cpr=
Fb'=
Fv'=
M=
V=
Sreq=
S=
Area=
A=
Ireq=
1=
012
017
0.28
2475
1732
4207
1.26
017
11.0
2.0
6
360
360
1.5
25.0
15.0
2.0
25.0
15.0
16.0
1 15
13
11.0
450
315
765
2400
240
1800000
1600000
650
1850
2753
276 PSI
IN
IN = L/793
IN = L/466
LB
LB
LB
IN
IN
FT
FT
12
XDLD
PSF
PSF
FT
PSF
PSF
FT
PLF
FT
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
PSI
PSI
11570 FT-LB
3618 LB
50 44 IN3
9417 IN3
1966 IN2
53.81 IN2
381 74 IN4
49440 IN4
Multi-Loaded Beamr 2003 International Residential Code (01 NOS) 1 Ver 6.00 7
Bv' Jeffrev deRoulet . Architects Northwest on: 05-18-2005 09:38:28 AM
Proiect: M3049B3F-O - Location: U01-FAMIL Y ROOM WINDOW HDR
Summary'
5 1251N x 12.0 IN x 8.0 FT /24F-V4 - Visuallv Graded Western Species - Drv Use
Section Adequate By' 1304% Controlling Factor' Section Modulus I Depth Required 8.29 In
Center Span Deflections:
Dead Load: OLD-Center-
Live Load: LLD-Center-
Total Load: TLD-Center-
Camber Required: C=
Center Span Left End Reactions (Support A):
Live Load: LL-Rxn-A=
Dead Load: DL-Rxn-A=
Total Load: TL-Rxn-A=
Bearinq Lenqth Required (Beam onlv. support capacity not checked): BL-A=
Center Span Riqht End Reactions (Support B):
Live Load: LL-Rxn-B=
Dead Load: DL-Rxn-B=
Total Load: TL-Rxn-B=
Bearing Length Required (Beam only. support capacity not checked): BL-B=
Beam Data:
Center Span Lenqth. L2=
Center Span Unbraced Lenqth-Top of Beam: Lu2-Top=
Center Span Un braced Length-Bottom of Beam: Lu2-Bottom=
Live Load Duration Factor' Cd=
Live Load Deflect. Criteria: L/
Total Load Deflect. Criteria: L/
Center Span Loading:
Uniform Load:
Live Load wL-2= 320 PLF
Dead Load: wD-2= 95 PLF
Beam Self Weight: BSW= 15 PLF
Total Load: wT-2= 430 PLF
Point Load 1
Live Load PL 1-2= 1063 LB
Dead Load: PD1-2= 775 LB
Location (From left end of span): X1-2= 3.67 FT
Point Load 2
Live Load PL2-2= 1063 LB
Dead Load: PD2-2= 775 LB
Location (From left end of span): X2-2= 7.83 FT
Trapezoidal Load 1
Left Live Load. TRL-Left-1-2= 0 PLF
Left Dead Load: TRD-Left-1-2= 40 PLF
Riqht Live Load: TRL-Riqht-1-2= 0 PLF
Riqht Dead Load: TRD-Right-1-2= 40 PLF
Load Start: A-1-2= 0.0 FT
Load End. B-1-2= 3.67 FT
Load Lenqth: C-1-2= 3.67 FT
Trapezoidal Load 2
Left Live Load: TRL-Left-2-2= 425 PLF
Left Dead Load: TRD-Left-2-2= 340 PLF
Riqht Live Load TRL-Riqht-2-2= 425 PLF
Riqht Dead Load: TRD-Right-2-2= 340 PLF
Load Start: A-2-2= 3.67 FT
Load End' B-2-2= 7.83 FT
Load Lenqth: C-2-2= 4 16 FT
Trapezoidal Load 3
Left Live Load: TRL-Left-3-2= 0 PLF
Left Dead Load: TRD-Left-3-2= 40 PLF
Riqht Live Load: TRL-Riqht-3-2= 0 PLF
Riqht Dead Load: TRD-Right-3-2= 40 PLF
Load Start: A-3-2= 7.83 FT
Load End' B-3-2= 8.0 FT
Load Lenqth: C-3-2= 0 17 FT
Properties For' 24F-V4- Visually Graded Western Species
Bendinq Stress: Fb= 2400 PSI
Shear Stress: Fv= 240 PSI
Modulus of Elasticity' Ex= 1800000 PSI
EV= 1600000 PSI
Stress Perpendicular to Grain: Fc perp= 650 PSI
Bendinq Stress of Comp Face in Tension. Fb_cpr- 1850 PSI
Adjusted Properties
Fb' (Tension): Fb'= 2396 PSI
Adjustment Factors: Cd=1 00 CI=1.00
o
o
Fv"
Fv'=
0.03 IN
0.05 IN = L/1765
0.09 IN = L/1092
0.05 IN
2375 LB
1387 LB
3762 LB
1 13 IN
4079 LB
2611 LB
6690 LB
2.01 IN
8.0 FT
1.34 FT
8.0 FT
1.00
480
360
240 PSI
o
o
Paqe: 14
Multi-Loaded Beamr 2003 International Residential Code (01 NOS) 1 Ver 6.00 7
By' Jeffrey deRoulet, Architects Northwest on. 05-18-2005 09:38:28 AM
Project: M3049B3F-0 - Location: U01-FAMIL Y ROOM WINDOW HDR
Adiustment Factors: Cd=1.00
Design Requirements:
Controllinq Moment: M= 10658 FT -LB
3.84 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controllinq Shear' V= 4140 LB
At a distance d from riqht 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= 53.38 IN3
S= 123.00 IN3
Area (Shear): AreQ= 25.88 IN2
A= 61.50 IN2
Moment of Inertia (Deflection): IreQ= 243.25 IN4
1= 738.00 IN4
Combination Roof and Floor Beamr 2003 Intemational Residential Code (01 NDS) 1 Ver' 6.00 7
By' Jeffrey deRoulet . Architects Northwest on: 05-18-2005 09:38:27 AM
Proiect: M3049B3F-O - Location: U02-NOOK DOOR HEADER
Summary'
5.5 IN x 11.5 IN x 6.0 FT / #2 - DouQlas Fir-Larch - Dry Use
Section Adequate By' 92.8% Controlling Factor' Section Modulus I Depth Required 8.28 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:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria.
Roof LoadinQ:
Roof Live Load-Side One:
Roof Dead Load-Side One:
RoofTributary Width-Side One.
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
Roof Tributary Width-Side Two:
Roof Duration Factor'
Floor Loadina
Floor Live Load-Side One:
Floor Dead Load-Side One:
Floor Tributary Width-Side One:
Floor Live Load-Side Two'
Floor Dead Load-Side Two:
Floor Tributary Width-Side Two:
Floor Duration Factor
Wall Load:
Beam Loads:
Roof Uniform Live Load:
Roof Uniform Dead Load (Adjusted for roof pitch):
Floor Uniform Live Load:
Floor Uniform Dead Load'
Beam Self WeiQht:
Combined Uniform Live Load:
Combined Uniform Dead Load:
Combined Uniform Total Load:
Controllinq Total Desiqn Load:
Properties For' #2- DouQlas Fir-Larch
Bendinq Stress:
Shear Stress:
Modulus of Elasticitv.
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tensionl:
Adjustment Factors: Cd=1 15 CI=1.00 Cf=1 00
o
Fv"
Adiustment Factors: Cd=1 15
Design Requirements:
ControllinQ Moment:
3.0 ft from left support
Critical moment created by combining all dead and live loads.
ControllinQ Shear'
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections.
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
o
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
RLL1:::
RDL1:::
RTW1:::
Rll2:::
RDL2=
RTW2=
Cd-roof=
FLU =
FDL1:::
FTW1=
Fll2=
FDL2=
FTW2=
Cd-floor-
WALL=
wL-roof=
wD-roof=
wL-floor-
wD-floor-
BSW=
wL=
wD=
wT=
wT-cont:::
Fb=
Fv=
E=
Fcyerp=
Fb'=
Fv'=
M=
V=
SreQ=
S=
Areq=
A=
IreQ=
1=
L=
Lu=
U
L/
40.0
10.0
7.0
40.0
10.0
0.0
1.00
95
425
285
280
70
15
705
465
1170
1170
875
170
1300000
625
1005
196 PSI
0.01
0.02
0.04
IN
IN = L/3174
IN = L/1912
LB
LB
LB
IN
FT
FT
2115
1396
3511
1.02
6.0
1.34
480
360
25.0
15.0
16.0
25.0
15.0
1.0
1 15
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
5267 FT-LB
2458 LB
62.88 IN3
121.23 IN3
18.86 IN2
63.25 IN2
131.25 IN4
697.07 IN4
Combination Roof and Floor Beam[ 2003 International Residential Code (01 NDS) 1 Ver' 6.00 7
Bv' Jeffrev deRoulet . Architects Northwest on: 05-18-2005 09:38:27 AM
Proiect: M3049B3F-0 - Location: U03-KITCHEN WINDOW HEADER
Summary'
5.5 IN x 9.5 IN x 5.0 FT 1#2 - Doualas Fir-Larch - Dry Use
Section Adequate By' 89.9% Controlling Factor' Section Modulus I Depth Required 6.89 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.
Live Load Deflect. Criteria:
Total Load Deflect. Criteria.
Roof Loadinq:
Roof Live Load-Side One:
Roof Dead Load-Side One:
Roof Tributary Width-Side One:
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
Roof Tributary Width-Side Two:
Roof Duration Factor'
Floor Loadinq:
Floor Live Load-Side One:
Floor Dead Load-Side One:
Floor Tributary Width-Side One:
Floor Live Load-Side Two.
Floor Dead Load-Side Two:
Floor Tributary Width-Side Two:
Floor Duration Factor'
Wall Load
Beam Loads:
Roof Uniform Live Load:
Roof Uniform Dead Load (Adjusted for roof pitch):
Floor Uniform Live Load:
Floor Uniform Dead Load:
Beam Self Weiqht:
Combined Uniform Live Load:
Combined Uniform Dead Load:
Combined Uniform Total Load:
ControllinQ Total Desiqn Load:
Properties For' #2- Douqlas Fir-Larch
Bendinq Stress:
Shear Stress:
Modulus of Elasticity.
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1 15 CI=1.00 Cf=1.00
Fv"
o
Adiustment Factors: Cd=1 15
Design Requirements:
ControllinQ Moment:
2.5 ft from left support
Critical moment created by combining all dead and live loads.
ControllinQ Shear'
At a distance d from support.
Critical shear created bv combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
o
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
L/
L/
RLL1 =
RDL1 =
RTW1=
RLL2=
RDL2=
RTW2=
Cd-roof=
FLL1=
FDL 1 =
FTW1=
FLL2=
FDL2=
FTW2=
Cd-floor-
WALL=
wL-roof=
wD-roof=
wL -floor-
wD-floor-
BSW=
wL=
wD=
wT=
wT-cont=
Fb=
Fv=
E=
Fc_perp=
Fb'=
Fv'=
1763
1157
2919
0.85
25.0
15.0
16.0
25.0
15.0
1.0
1 15
40.0
100
7.0
400
10.0
0.0
1.00
95
425
285
280
70
13
705
463
1168
1168
875
170
1300000
625
1005
0.01
0.02
0.03
IN
IN = L/3092
IN = L/1867
LB
LB
LB
IN
FT
FT
5.0
1.34
480
360
PSF
PSF
FT
PSF
PSF
FT
196
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
PSI
M= 3649 FT-LB
v= 2044 LB
SreQ= 43.56 IN3
s= 82.73 IN3
AreQ= 15.68 IN2
A= 52.25 IN2
IreQ= 75.78 IN4
1= 392.96 IN4
o
o
Multi-Loaded Beamr 2003 Intemational Residential Code (01 NOS) 1 Ver. 6.00 7
By' Jeffrey deRoulet, Architects Northwest on. 05-18-2005 09:38:29 AM
Proiect: M3049B3F-0 - Location: U04-DINING ROOM WINDOW HDR
Summary.
5 125 IN x 9.0 IN x 6.0 FT I 24F-V4 - Visually Graded Western Species - Drv Use
Section Adequate By. 231 7% Controlling Factor' Area / Depth Required 4 78 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:
BearinQ LenQth Required (Beam only, support capacity not checked):
Center Span RiQht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span LenQth.
Center Span Unbraced LenQth-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:
Unifonn 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:
Left Dead Load:
RiQht Live Load:
RiQht Dead Load:
Load Start:
Load End
Load LenQth:
Trapezoidal Load 2
Left Live Load.
Left Dead Load:
RiQht Live Load:
RiQht Dead Load:
Load Start:
Load End
Load LenQth:
Properties For. 24F-V4- Visually Graded Western Species
BendinQ Stress:
Shear Stress:
Modulus of Elasticity.
Stress Perpendicular to Grain:
BendinQ Stress of Compo Face in Tension:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.00 CI=1 00
Fv'.
OLD-Center-
LLD-Center-
TLD-Center-
C=
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/
L/
wL-2=
wD-2=
BSW=
wT-2=
PL1-2=
PD1-2=
X1-2=
TRL -Left-1-2=
TRD-Left-1-2=
TRL-RiQht-1-2=
TRD-Right-1-2=
A-1-2=
B-1-2=
C-1-2=
TRL -Left-2-2=
TRD-Left-2-2=
TRL-RiQht-2-2=
TRD-Right-2-2=
A-2-2=
B-2-2=
C-2-2=
Fb=
Fv=
Ex=
Ey=
Fc parp=
Fb_cpr-
Fb'=
Fv'=
Adjustment Factors: Cd=1.00
Design Requirements:
ControllinQ Moment: M=
2.52 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
ControllinQ Shear" V=
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=
0.01 IN
0.02 IN = L/3723
0.03 IN = L/2406
002 IN
2212 LB
1412 LB
3625 LB
1.09 IN
955 LB
493 LB
1448 LB
043 IN
6.0 FT
1.34 FT
6.0 FT
1.00
480
360
1275
938
0.5
2400
240
1800000
1600000
650
1850
2397
240 PSI
280
85
11
376
PLF
PLF
PLF
PLF
LB
LB
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PSI
PSI
PSI
PSI
PSI
PSI
PSI
425
340
425
340
0.0
0.5
0.5
o
40
o
40
0.5
6.0
5.5
2519 FT-LB
2225 LB
1261 IN3
6919 IN3
13.90 IN2
o
o
Paqe: 16
Multi-loaded Beamr 20031ntemational Residential Code (01 NDS) 1 Ver. 6.00 7
Bv. Jeffrev deRoulet, Architects Northwest on: 05-18-2005 09:38:29 AM
Project: M3049B3F-0 - location: U04-DINING ROOM WINDOW HDR
Moment of Inertia (Deflection):
A=
IreQ=
1=
46.13
46.59
311.34
IN2
IN4
IN4
Uniformly Loaded Floor Beamr 2003 International Residential Code (01 NDS) 1 Ver' 6.00 7
By' Jeffrey deRoulet . Architects Northwest on: 05-18-2005 09:38:21 AM
Proiect: M3049B3F-O - Location. U05-BEAM BETWEEN FAMIL Y & HALL
Summary'
3.5 IN x 11.25 IN x 6.0 FT 1#2 - Douqlas Fir-Larch - Dry Use
Section Adequate By' 72.1 % Controlling Factor' Section Modulus / Depth Required 8.57 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:
Unbraced Lenqth-Top of Beam:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Floor loadinq:
Floor Live load-Side One:
Floor Dead Load-Side One:
Tributary Width-Side One:
Floor Live Load-Side Two'
Floor Dead Load-Side Two:
Tributary Width-Side Two:
Live Load Duration Factor'
Wall Load.
Beam loadinQ:
Beam Total Live Load:
Beam Self Weiqht:
Beam Total Dead Load:
Total Maximum Load:
Properties For' #2- DouQlas Fir-larch
Bendinq Stress:
Shear Stress:
Modulus of Elasticity.
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.00 CI=1.00 Cf=1 10
Fv"
o
Adiustment Factors: Cd=1.00
Design Requirements:
ControllinQ Moment:
3.0 ft from left support
Critical moment created by combining all dead and live loads.
ControlfinQ Shear'
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
o
DLD=
llD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
L/
L/
LL1=
DL1=
TW1=
LL2=
Dl2=
TW2=
Cd=
WALL=
wL=
BSW=
wD=
wT=
Fb=
Fv=
E=
FCJ)erp=
Fb'=
Fv'=
1860
494
2354
1.08
40.0
10.0
8.0
40.0
10.0
7.5
1.00
o
900
180
1600000
625
988
180
0.01
0.03
0.03
IN
IN = L/2647
IN = L/2091
LB
LB
LB
IN
FT
FT
6.0
1.34
480
360
620
10
165
785
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
PSI
M= 3531 FT-LB
V= 1648 LB
Sreq= 42.89 IN3
S= 73.83 IN3
Areq= 13.73 IN2
A= 39.38 IN2
Ireq= 75.32 IN4
1= 415.28 IN4
Uniformlv loaded Floor Beamr 20031ntemational Residential Code (01 NOS) 1 Ver' 6.00.7
Bv' Jeffrev deRoulet . Architects Northwest on: 05-18-2005 09:38:22 AM
Proiect: M3049B3F-0 - location. U06-BEAM BETWEEN NOOK & HALL
Summary'
3.5 IN x 11.25 IN x 3.5 FT 1#2 - Douqlas Fir-larch - Dry Use
Section Adequate By' 479 7% Controlling Factor' Section Modulus I Depth Required 4.67 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:
Unbraced lenqth-Top of Beam:
Live Load Deflect. Criteria.
Total load Deflect. Criteria:
Floor loadinq:
Floor Live load-Side One:
Floor Dead Load-Side One:
Tributary Width-Side One.
Floor Live load-Side Two:
Floor Dead load-Side Two:
Tributary Width-Side Two:
Live Load Duration Factor'
Wall Load
Beam Loadinq:
Beam Total Live load
Beam Self Weiaht:
Beam Total Dead load:
Total Maximum load:
Properties For' #2- Doualas Fir-Larch
Bendina Stress:
Shear Stress:
Modulus of Elasticity.
Stress Perpendicular to Grain.
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.00 CI=1 00 Cf=1 10
Fv"
o
Adjustment Factors: Cd=1.00
Design Requirements:
Controllina Moment:
1 75 ft from left support
Critical moment created by combining all dead and live loads.
Controllina Shear'
At a distance d from support.
Critical shear created bv combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
o
DLD=
LLD=
TLD=
Ll-Rxn=
DL -Rxn=
TL-Rxn=
BL=
L=
Lu=
L/
L/
LL1=
DL1=
TW1=
LL2=
Dl2=
TW2=
Cd=
WAlL=
wl=
BSW=
wD=
wT=
Fb=
Fv=
E=
Fc_perp=
Fb'=
Fv'=
40.0
10.0
7.0
40.0
10.0
6.5
1.00
o
540
10
145
685
900
180
1600000
625
988
180
0.00
0.00
0.00
IN
IN = L/15309
IN = L/12076
LB
LB
lB
IN
FT
FT
945
253
1198
0.55
3.5
1.34
480
360
PSF
PSF
FT
PSF
PSF
FT
PlF
PlF
PLF
PlF
PlF
PSI
PSI
PSI
PSI
PSI
PSI
M= 1048 FT -lB
V= 575 LB
SreQ= 12.73 IN3
S= 73.83 IN3
AreQ= 479 IN2
A= 39.38 IN2
IreQ= 13.02 IN4
1= 415.28 IN4
Multi-Loaded Beamf 2003 Intemational Residential Code (01 NOS) 1 Ver' 6.00 7
By' Jeffrey deRoulet. Architects Northwest on. 05-18-2005 09:38:29 AM
Proiect: M3049B3F-O - Location. U07-BEAM BETWEEN LIVING & HALL
Summary'
( 2 ) 1.5 IN x 9.25 IN x 6.67 FT / #2 - Hem-Fir - Drv Use
Section Adequate By' 203.6% ControllinQ Factor' Section Modulus I Depth Required 5.31 In
* Laminations are to be fully connected to provide uniform transfer of loads to all members
Center Span Deflections:
Dead Load: OLD-Center-
Live Load: LLD-Center-
Total Load: TLD-Center-
Center Span Left End Reactions (Support A):
Live Load. LL-Rxn-A=
Dead Load: DL-Rxn-A=
Total Load: TL-Rxn-A=
BearinQ LenQth Required (Beam only. support capacity not checked): BL-A=
Center Span RiQht End Reactions (Support B):
Live Load LL-Rxn-B=
Dead Load: DL-Rxn-B=
Total Load: TL-Rxn-B=
Bearing Length Required (Beam only, support capacity not checked): BL-B=
Beam Data:
Center Span LenQth: L2=
Center Span Unbraced LenQth-Top of Beam: Lu2-Top=
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom=
Live Load Duration Factor' Cd=
Live Load Deflect. Criteria: L/
Total Load Deflect. Criteria: L/
Center Span Loading:
Uniform Load:
Live Load wL-2= 0 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 7 PLF
Total Load: wT-2= 7 PLF
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 260 PLF
Left Dead Load: TRD-Left-1-2= 65 PLF
RiQht Live Load: TRL-RiQht-1-2= 40 PLF
RiQht Dead Load: TRD-Right-1-2= 10 PLF
Load Start: A-1-2= 0.0 FT
Load End B-1-2= 6.67 FT
Load LenQth: C-1-2= 6.67 FT
Properties For' #2- Hem-Fir
BendinQ Stress: Fb= 850 PSI
Shear Stress: Fv= 150 PSI
Modulus of Elasticity. E= 1300000 PSI
Stress Perpendicular to Grain: Fc_perp= 405 PSI
Adjusted Properties
Fb' (Tension): Fb'= 932 PSI
Adjustment Factors: Cd=1.00 CI=1.00 Cf=1 10
o
o
Fv"
Fv'=
Adjustment Factors: Cd=1 00
Design Requirements:
ControllinQ Moment: M=
2.935 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
ControllinQ Shear' V=
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): IreQ=
1=
0.01 IN
0.03 IN = L/3080
0.03 IN = L/2378
623 LB
178 LB
801 LB
066 IN
378 LB
117 LB
495 LB
041 IN
6.67 FT
1.34 FT
6.67 FT
1.00
480
360
150 PSI
1095 FT -LB
568 LB
14.09 IN3
4278 IN3
5.68 IN2
2775 IN2
30.84 IN4
197.86 IN4
Uniformlv Loaded Floor Beamf 20031ntemational Residential Code (01 NOS) 1 Ver' 6.00 7
By' Jeffrev deRoulet. Architects Northwest on: 05-18-2005 09:38:22 AM
Project: M3049B3F-0 - Location: U08-BEAM BTWN LIVING & DINING
Summary'
3.5 IN x 11.25 IN x 8.0 FT 1#2 - Douqlas Fir-Larch - Dry Use
Section Adequate By' 65.3% Controlling Factor' Section Modulus I Depth Required 8.75 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:
Unbraced Lenqth- T op of Beam:
live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Floor Loadinq:
Floor live Load-Side One:
Floor Dead Load-Side One:
Tributary Width-Side One:
Floor Live Load-Side Two:
Floor Dead Load-Side Two.
Tributary Width-Side Two:
live Load Duration Factor'
Wall Load:
Beam Loadinq:
Beam Total Live Load:
Beam Self Weiqht:
Beam Total Dead Load:
Total Maximum Load:
Properties For' #2- Douqlas Fir-Larch
Bendinq Stress:
Shear Stress:
Modulus of Elasticity.
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.00 CI=1.00 Cf=1 10
o
Fv"
Adjustment Factors: Cd=1 00
Design Requirements:
Controllinq Moment:
4.0 ft from left support
Critical moment created by combining all dead and live loads.
Controllinq Shear'
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
o
DLD=
LLD=
TLD=
LL -Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
LI
LI
LL1=
DL1=
TW1=
LL2=
DL2=
TW2=
Cd=
WALL=
wL=
BSW=
wD=
wT=
Fb=
Fv=
E=
FCJ)erp=
Fb'=
Fv'=
M=
V=
Sreq=
S=
Areq=
A=
Ireq=
1=
1440
398
1838
0.84
40.0
10.0
2.0
40.0
100
7.0
1.00
o
360
10
100
460
900
180
1600000
625
988
180 PSI
0.01
0.05
0.06
IN
IN = L/1923
IN = L/1506
LB
LB
LB
IN
FT
FT
8.0
1.34
480
360
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
3677 FT-LB
1434 LB
44 66 IN3
73.83 IN3
11.95 IN2
39.38 IN2
103.66 IN4
415.28 IN4
Multi-Span Floor Beamr 2003 International Residential Code (01 NOS) 1 Ver. 6.00 7
BV' Jeffrev deRoulet Architects Northwest on: 05-18-2005 09:38:31 AM
Proiect: M3049B3F-Q - Location: U09-BEAM 1 OVER GARAGE
Surnmary.
5.125 IN x 15.0 IN x 30.0 FT (11 + 19) /24F-V4 - Visuallv Graded Western Species - Dry Use
Section Adequate By. 79.2% Controlling Factor' Section Modulus / Depth Required 12.18 In
Left Span Deflections:
Dead Load:
Live Load
Total Load:
Center span Deflections:
Dead Load:
Live Load:
Total Load:
Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Desian For Uplift Loads (Includes Uplift Factor of Safety)
BearinQ LenQth Required (Beam only, support capacity not checked):
Center span Left End Reactions (Support B):
Live Load.
Dead Load:
Total Load:
BearinQ Lenqth Required (Beam onlv. support capacity not checked):
Center span Riqht End Reactions (Support C):
Live Load:
Dead Load:
Total Load:
BearinQ Lenqth Required (Beam only, support capacity not checked):
Dead Load Uplift F.S
Beam Data:
Left Span Lenqth:
Left Span Unbraced Lenqth-Top of Beam:
Left Span Unbraced Length-Bottom of Beam:
Center span Lenqth:
Center span Unbraced Lenqth-Top of Beam:
Center span Unbraced Length-Bottom of Beam:
Live Load Deflect. Criteria.
Total Load Deflect. Criteria:
Left Span Loading:
Uniform Load:
Floor Live Load:
Floor Dead Load:
Floor Tributary Width Side One:
Floor Tributary Width Side Two:
Beam Self Weight:
Wall Load:
Total Live Load:
Total Dead Load:
Total Load:
Center span Loading:
Uniform Load:
Floor Live Load:
Floor Dead Load:
Floor Tributary Width Side One:
Floor Tributary Width Side Two:
Beam Self Weight:
Wall Load:
Total Live Load:
Total Dead Load:
Total Load:
Properties For. 24F-V4- Visually Graded Western Species
Bendinq Stress:
Shear Stress:
Modulus of Elasticity.
o
Stress Perpendicular to Grain.
Bendinq Stress of Compo Face in Tension:
Adjusted Properties
Fb' (Compression Face in Tension):
Adjustment Factors: Cd=1.00 CI=0.96
Fv'.
Adjustment Factors: Cd=1 00
Design Requirements:
Controllinq Moment:
Over left support of span 2 (Center Span)
o
DLD-Left=
LLD-Left=
TLD-Left=
OLD-Center-
LLD-Center-
TLD-Center-
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
Rxn-A-min=
BL-A=
LL-Rxn-B=
DL-Rxn-B=
TL-Rxn-B=
BL-B=
LL-Rxn-C=
DL-Rxn-C=
TL-Rxn-C=
BL-C=
FS=
L1=
Lu1-Top=
Lu1-Bottom=
L2=
Lu2-Top=
Lu2-Bottom=
LI
LI
FLL-1=
FDL-1=
Trib-1-1=
Trib-2-1=
BSW=
Wall-1=
wL-1=
wD-1=
wT-1=
FLL-2=
FDL-2=
Trib-1-2=
Trib-2-2=
BSW=
Wall-2=
wL-2=
wD-2=
wT-2=
Fb=
Fv=
Ex=
Ev=
Fc perp=
Fb_cpr-
Fb'=
Fv'=
M=
000
-005
-005
1399
585
1984
-545
060
6660
2572
9232
2.77
2879
818
3697
1 11
1.5
11.0
1.34
11.0
19.0
1.34
19.0
480
360
40.0
100
00
70
19
85
280
155
454
400
10.0
2.0
7.0
19
o
360
90
469
2400
240
1800000
1600000
650
1850
1781
240 PSI
006
0.25
0.32
IN
IN = U2481
IN = L/2485
IN
IN = L/897
IN = Ll720
LB
LB
LB
LB
IN
LB
LB
LB
IN
LB
LB
LB
IN
FT
FT
FT
FT
FT
FT
PSF
PSF
FT
FT
PLF
PLF
PLF
PLF
PLF
PSF
PSF
FT
FT
PLF
PLF
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
PSI
PSI
-15911 FT-LB
o
o
Paqe:20
Multi-Span Floor Beamr 2003 International Residential Code (01 NOS) 1 Ver. 6.00.7
Bv. Jeffrev deRoulet . Architects Northwest on: 05-18-2005 09:38:31 AM
Project: M3049B3F-0 - Location: U09-BEAM 1 OVER GARAGE
Critical moment created by combining all dead loads and live loads on span(s) 1, 2
Controllinq Shear. V= 4756 LB
At a distance d from left support of span 2 (Center Span)
Critical shear created bv combining all dead loads and live loads on span(s) 1, 2
Comparisons With Required Sections:
Section Modulus (Moment): SreQ= 107.22 IN3
S= 192.19 IN3
Area (Shear): AreQ= 29.72 IN2
A= 76.88 IN2
Moment of Inertia (Deflection): IreQ= 771 18 IN4
1= 144141 IN4
o
o
Multi-Loaded Beamr 2003 International Residential Code (01 NOS) 1 Ver. 6.00 7
Bv' Jeffrev deRoulet . Architects Northwest on: 05-18-2005 09:38:30 AM
Proiect: M3049B3F-0 - Location: U10-BEAM 2 OVER GARAGE
Summary'
5.125 IN x 13.5 IN x 19.0 FT I 24F-V4 - Visuallv Graded Western Species - Dry Use
Section Adequate By' 66.6% Controlling Factor. Moment of Inertia I Depth Required 11.39 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:
Bearinq Lenqth Required (Beam onlv. support capacity not checked):
Center Span Riqht End Reactions (Support B):
Live Load.
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Lenqth:
Center Span Unbraced Lenqth-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:
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Riqht Live Load:
Riqht Dead Load:
Load Start:
Load End:
Load Lenqth.
Properties For. 24F-V4- Visually Graded Westem Species
Bendinq Stress:
Shear Stress:
Modulus of Elasticity.
OLD-Center-
LLD-Center-
TLD-Center-
C=
0.22 IN
016 IN = L/1428
0.38 IN = L/600
0.33 IN
978 LB
1178 LB
2157 LB
0.65 IN
978 LB
1178 LB
2157 LB
065 IN
19.0 FT
1.34 FT
19.0 FT
1.00
480
360
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/
L/
wL -2=
wD-2=
BSW=
wT-2=
103
58
17
178
o
85
o
85
4.0
15.0
11.0
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
FT
FT
FT
PSI
PSI
PSI
PSI
PSI
PSI
PSI
TRL -Left-1-2=
TRD-Left-1-2=
TRL-Riqht-1-2=
TRD-Right-1-2=
A-1-2=
B-1-2=
C-1-2=
Fb=
Fv=
Ex=
Ev=
Fc perp=
Fb_cpr-
2400
240
1800000
1600000
650
1850
Stress Perpendicular to Grain:
Bendinq Stress of Compo Face in Tension.
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.00 CI=1.00 Cv=1.00
Fb'=
2395
Fv'.
Fv'=
240 PSI
Adiustment Factors: Cd=1 00
Design Requirements:
Controllinq Moment:
9.5 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controllinq Shear.
At a distance d from riqht support of span 2 (Center Span)
Critical shear created bv combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
M=
11180 FT-LB
1988 LB
56.01 IN3
155.67 IN3
12.42 IN2
69.19 IN2
630 75 IN4
1050.79 IN4
V=
Sreq=
S=
Areq=
A=
Ireq=
1=
Area (Shear):
Moment of Inertia (Deflection):
Roof Beamf 2003 Intemational Residential Code (01 NDS) 1 Ver. 6.00 7
Bv. Jeffrev deRoulet , Architects Northwest on: 05-18-2005 09:38:25 AM
Proiect: M3049B3F-0 - Location: U11-S' GARAGE DOOR HEADER
Summary"
3.5 IN x 11.25 IN x 8.0 FT 1#2 - Douqlas Fir-Larch - Dry Use
Section Adequate By. 243.9% Controlling Factor. Section Modulus / Depth Required 6.07 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 LoadinQ:
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'
Wall Load
Beam Self Weiqht:
Slope/Pitch Adiusted LenQths and Loads:
Adjusted Beam LenQth.
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For' #2- Douqlas Fir-Larch
Bendinq Stress:
Shear Stress:
Modulus of Elasticity.
Stress Perpendicular to Grain.
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=l 15 CI=1.00 Cf=1 10
G,
o
Fv"
Adiustment Factors: Cd=1 15
Design Requirements:
Controllinq Moment:
4.0 ft from left support
Critical moment created by combining all dead and live loads.
Controllinq Shear.
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
o
DLD=
lLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
RP=
U
U
Ll1=
DL1=
TW1=
LL2=
DL2=
TW2=
Cd=
WALL=
BSW=
Ladi=
wL=
wD ad;=
-wT=
Fb=
Fv=
E=
FCJ>erp=
Fb'=
Fv'=
M=
V=
SreQ=
S=
AreQ=
A=
IreQ=
1=
0.02
0.02
0.04
500
515
1015
046
8.0
2.0
4
360
360
25.0
15.0
1.5
25.0
15.0
3.5
1 15
40
10
8.0
125
129
254
900
180
1600000
625
1134
207 PSI
IN
IN = L/5538
IN = L/2729
LB
LB
LB
IN
FT
FT
12
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
FT
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
2029 FT -LB
791 LB
21 47 IN3
73.83 IN3
5.73 IN2
39.38 IN2
54 77 IN4
415.28 IN4
Roof Beamr 20031ntemational Residential Code (01 NOS) 1 Ver' 6.00.7
Bv' Jeffrev deRoulet, Architects Northwest on: 05-18-2005 09'40:30 AM
Proiect: M3049B3F-0 - Location. U12-16' GARAGE DOOR HEADER
Summary'
5.5 IN x 11.5 IN x 16.0 FT / #2 - Douqlas Fir-Larch - Dry Use
Section Adequate By' 24.6% Controlling Factor' Section Modulus / Depth Required 10.57 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 Loadinq:
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'
Wall Load.
Beam Self Weiqht:
Slope/Pitch Adiusted Lenqths and Loads:
Adiusted Beam Lenqth:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For' #2- Douqlas Fir-Larch
Bendinq Stress:
Shear Stress:
Modulus of Elasticity.
Stress Perpendicular to Grain.
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1 15 CI=1 00 Cf=1.00
Fv"
"
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Adjustment Factors: Cd=1 15
Design Requirements:
Controllinq Moment:
8.0 ft from left support
Critical moment created by combining all dead and live loads.
Controllinq Shear'
At a distance d from support.
Critical shear created bv combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection)'
o
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
RP=
L/
L/
LL1=
DL1=
TW1=
LL2=
DL2=
TW2=
Cd=
WALL=
BSW=
Ladi=
wL=
wD adi=
-wT=
Fb=
Fv=
E=
FCJ>erp=
Fb'=
Fv'=
M=
v=
SreQ=
S=
AreQ=
A=
IreQ=
1=
0.21
0.20
041
1000
1035
2035
0.59
16.0
2.0
4
360
360
25.0
15.0
1.5
25.0
15.0
3.5
115
35
15
16.0
125
129
254
875
170
1300000
625
1005
196
IN
IN = L/944
IN = L/464
LB
LB
LB
IN
FT
FT
12
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
FT
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
PSI
8142 FT-LB
1832 LB
97.26 IN3
121.23 IN3
14.06 IN2
63.25 IN2
541.03 IN4
697.07 IN4
Roof Beamr 2003 Intemational Residential Code (01 NOS) 1 Ver' 6.00 7
Bv' Jeffrev deRoulet , Architects Northwest on: 05-18-2005 09:38:26 AM
Proiect: M3049B3F-0 - Location. U13-BEAM OVER ENTRY
Summary'
3.5 IN x 11.25 IN x 11.0 FT / #2 - Oouolas Fir-Larch - Dry Use
Section Adequate By' 166.9% Controlling Factor' Section Modulus / Depth Required 6.93 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 Loadino:
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 Weioht:
Slope/Pitch Adiusted Lenoths and Loads:
Adiusted Beam Lenqth.
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For' #2- Oouolas Fir-Larch
Bendinq Stress:
Shear Stress:
Modulus of Elasticity.
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension I:
Adjustment Factors: Cd=1 15 CI=1.00 Cf=1 10
Fv"
o
Adjustment Factors: Cd=1 15
Design Requirements:
Controllino Moment:
5.5 ft from left support
Critical moment created by combining all dead and live loads.
Contrallino Shear'
At a distance d fram support.
Critical shear created bv combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
o
DLD=
LLD=
TLO=
LL-Rxn=
OL-Rxn=
TL-Rxn=
BL=
L=
Lu=
RP=
U
LI
LL1=
DL1=
TW1=
LL2=
DL2=
TW2=
Cd=
BSW=
Ladi=
wL=
wD adi=
-wT=
Fb=
Fv=
E=
FCJlerp=
Fb'=
Fv'=
0.04
0.05
009
550
400
950
043
11 0
2.0
4
360
360
250
15.0
1.5
25.0
15.0
2.5
1 15
10
11.0
100
73
173
900
180
1600000
625
1134
207
IN
IN = Ll2663
IN = Ll1541
LB
LB
LB
IN
FT
FT
12
PSF
PSF
FT
PSF
PSF
FT
PLF
FT
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
PSI
M= 2614 FT -LB
V= 798 LB
SreQ= 2766 IN3
S= 73.83 IN3
Area= 579 lN2
A= 39.38 IN2
IreQ= 97.02 IN4
1= 415.28 IN4
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(425) 747-1500
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SHEAR Y'lALL SCHEDULE
NAIL SPACIN6
SHEAR ~ NAIL TOPJeOTTOM Bl..OCKIN6 HEM-FIR #2
DES I cSNATI ON SIZE EDcSES SllJD5 PLATE REGUIRED -1FT
62-4 6d 4" 4" 4" NO 250
PI-6 8d 6" 12" 6" YES 210
PI-4 8d 4" 12" 4" YES ~IO
PI-~ 8d ~" 12" ~" YES 400
P2-~ 8d ~" 12" ~" YES 800
5HEAA AAU.. NOi'E5:
I eS2- eSYPSUM IiIlALLBOARD ~ 51DES.
PI- 1/16 APA, RATED PLY~Ol? OR ORIENTATED 5TRAND BOARD
(0.5.8) ON ONE 51DE OF Y'V\L1...
P2- 1/16 APA. RATED PLY~OD OR ORIENTATED STRAND BOARD
(0.5.8) ON EACH 51DE OF Y'iAU.
2, FOR PI-5 ~ P2-5 SHEAR Y'W-L5 USE 5)( 511JD5 AT ADJOININeS PANEL
EDeSE5
~ NAILS SHALL BE ed COMMON (0.151" DIAMEreR)
4, ~ PL Y~OD 15 2 51DES OF ~, JOINTS SHALL FALL ON
5EPERA TE 5TUDS EACH 51DE,
5 ALL PANEL EDeSES SLOCKED ~ITH 2-INCH NOMINAL FRAMINeS FOR
PI-6 ~ PI-4 SHEAR YiALLS, PI-5 AND P2-5 SHEAR Y'W-L5 REGLJIRE
5)( FRAMINeS MEMBERS AT PANEL EDcSE5 INSTALL PANaS EITHER
HORIZONTALLY OR VERTICALLY FOR PL YY'iOOD OR AP A, RA TEl?
SHEATHINcS, eSYPSUM SHEAR YiALL5 SHALL BE INSTALLED ~ITH THE
SHEET5 RUNNINcS HORIZONTALLY 5PACE NAIL5 0 12 INCHES ON
CENTER @ INTERMEI:>IA TE SUPPORTS.
6 5/e" DIAMETER ANCHOR BOLTS SHALL SE 10 INCHES LONeS 5PACED
A MAXIMUM OF 24 INCHE5 ON CENTER, 5/4" DIAMETER ANCHOR
BOLT5 SHALL SE 12 INCHES LONeS SPACED A MAXIMUM OF 24 INCHES ON
CENTER. PLATE ~SHER5 ON ANCHOR BOLTS SHALL BE 2x2)(5/16" U.N.O
riA5HER5 TO SE eSAL V ANIZED OR 5T AINLE55 5TEEL.
1 REFER TO PLANS AND 5ECTIONS FOR ANCHOR 60L T 51ZE5, 5PACINeS,
PLA TE5 NAILINeS ETC
8 AT PH3 4 P2-3 SHEAR riALLS AT ADJOININ6 PANEL ED6E5 AND MUD-SILLS
NAILlNeS SHALL BE ST AeSeSERED PER. FOOTNOTE (I) OF IBe TABLE 2506 4.1
~ ViHERE PL Y~OD 15 IN5T ALLED ON 60TH 51DE5 OF YiALL PL YY'iOOD JOINT5
SHALL FALL ON 5EPERA TE 511Jl?5 EACH 51DE
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STRUC TURAL NOTES
CODE
DESI6N IS IN ACCORDANCE ~ITH THe 2009 INTERNATIONAL BUILDIN6 CODE (1.6,C)/
IN'1'ERNATIONAL RESIDENTIAL. CODE (I.RC) AS AMENDED B'T' THE 1-OCAL.. SUILDIN6 DEPARTMENT
J-IYE _LOADS
L.A "'I'EFtAI-
Y'tIND EXPOSURE Bi e5 MPH
SEISMIC. n::R DESI6N CATA6OR'T" D ( 1.B.c.)
PER DESI6N GATA6OR'f D2 (I.R.C)
FOUNDATIONS ISco )
EXTEND FOOTIN65 TO FIRM UNDIS'I'tJRBED SOIL., ASSUMED BEAAlNcS CAPAG-IT'r' OF 2SGG PSF,
AU.. EX'TERIOR FOOTIN6S SHALL EXTEND A MINIMUM OF 1'-6- BEL.O~ A1?~ENT EX'TERIOR
FINISHED 6RADE,
CAST -IN-PLACE C.ONCRETE
Ftc:. III 3txJO PSI. 2& DA'1"'5, MlNIHJM 5-1/:2 SAGKS OF CEMENT PER a.eIG ,,(ARD OF GONGRETE AND A
MAXIMUM OF 6-3/4 6AU..ONS OF r-cATER PER Cf~ SACK OF CEMENT, NO SPECIAL. Ita'EC-TlON
REQUIRED. TOTAL.. AIR ENTRAINMENT SHAU.. NOT BE U$S THAN 5 PERCENT OR MORE THAN
; PERCENT. MAXIt-1UM SIZED A66RE6ATCS IS 1-1/2 INCHES. MAXIMJM SUJMP 15 4 INCHES.
AU.. REINFORCINcS S"l'EEL. DO~, ANCHOR SOL. TS AND OTHER INSERTS SHAW.. BE sec.LJRa:)
IN POSITION PRIOR TO POURIN6 CONCRETE. ANCHOR SOL. TS FOR PRESSl.IRE 1"REAlCD 51U.
PLATES TO FOUNDATION ~ TO BE 5/e INCH DIAMEl'ER ~ITH 1 INCH MINIMUM EMBEDMENT
INTO GONGIeTE AND MAXIMJM SPACIN6 OF :2 FEET ON Gern:R UNl.ESS NOTED ~ISE ON THE PLANS,
MINIMJM 2 SOL. TS FER SIJ..L. PLATE PIECE. ONE SOL. T TO BE PlACED ~1l1-fIN 6 INCHES OF EACH
END OF THE SIU. PLATE,
STRl)C Tl.JAAJ... TIMBER
AU.. 6RADES SHAU.. GONFORM TO ......,A 6AAD1N6 RULES FOR)4'ES'T'ERN 1.lJMSER, LATEST EDITION.
PROVIDE arr ~ UNDeR AU. tvT'S ANOeoLTS BEARlN6 A6AINST~, AU. ~ IN CONTACT
~ CONCRETE SHAU.. BE ~ l1'U:AlED FER ffiESERVATIVE mEATMENT N01E. FA51ENER5 INSTAl..LED
IN ~ATIVE mEA1ED ~ SHAU. BE HOT-DIPPED 6ALVANlZED PER 1.R.c., SECTION FeICf.3.
NAIL.IN6 SHAll. CONFORM ....,TH I.R.C. TABL.E R60:2.9(I) .. ReO:2.10 OR 1.B.c. TAeL.E :2S04.Cf.l
AU.. smuclURAL. L.lJMBER SHAU.. BE AS NOTED BE1..O~,
2X S11JDS
2X FLOOR . ~ ..JOIST
4X BEAMS
6X BEAMS
COLUMNS
~ NOT NOTED
HEM-FIR -:2 Fb = eso PSI
HEM-FIR t):2 Fb :II e50 PSI
DOU6-FIR/1..ARCH 02 Fb .. e15 PSI
D0U6-FIR/1..ARCH ~ ~ Fb :II eso PSI
DOU6-FIR/1..ARCH t):2---Fb .. e15 PSI
DOU6-FlfiiVLARCH #2 -Fb II e50 PSI
MI5CEll.ANEOU5 ~ TO BE SIMPSON OR ~ EGlJAl, AU. HAN6ERS SHAL.L BE FASTENED
TO ~ ~ITH PROPER NAILS, AU.. HOLES SHALl.. BE NAI1..ED MACHINE SOL. TS TO BE A-901,
ANCHOR SOL. TS INTO CONCRETE SHALL BE 5/e INCH DIAMETER ~ITH 1 INGHES OF EMBEDMENT INTO
CONCRETE UNU:sS NOTED ~ISE ON THE PLANS. ALL NAILS SHALL BE COMMON ~IRE NAILS,
NAIL.INcS SHAW.. BE IN ACCORDANCE ~ITH l.e.c., SCHEDULE, 16d COMMON NAIL. DIAMETER-
( 0,16.2 INCH) LAMINATED 511JDS SHALL. BE NAI1..ED W (.2) ROY'lS 16d COMMON NAILS 0 6- O.C
fLOOR SHEATHING
SHEATHIN6 SHALL eE 3/4 INCH TONtSUE . 6FlOOYE, AP.A, RATED SHEATHIN6 SPAN AATINcS 4e/24
YiITH LONeS DIMENSION PERPENDICULAR TO 5lJPPORTS. UNLE55 N01"l::D OT1-lEMISE NAIL. ....ITH
IOd COMMON NAIL.S AT 6 INCHES ON CENTER AT SUPPORTED PANEL ED5E5 $ 10 INCHES
ON CENTER. AT INTEf<.MEDIATE 5l.JP?ORT5 THE FLOOR. SHEATHINeS SHALL. SE GLUED TO
THE .JOIST AND THE TON6UE AND 6ROOVE .JOINTS V'lITH AN APPROVED ADHESIYE,q
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~ SHEATHING
SHEATHIN6 SHALL. ee 1116' APA RATED SH:ATHIN6, SPAN AATlN6 24/0, PAte. BI:) JOINTS 5HAU.. 0GGtR
AT SUPPORTS, NAIL PANEL. ED6ES ~ITH ed NAILS AT 4 INCHES ON CENTER AND 10 INCHES
ON CENTER AT IN'T'ERMEDIATE SlJPPORTS UNI...E55 NOTED ~15E ON THE ~1N65,
PRE-MANUFACTURED ROOF TRUSSES
TRlJS5ES SHALL BE PLANT FAeRJCATED OF DOU6LA5-FIM..ARCH OR HEM-FIR TRU55 MANJFAC'T'l.lFU:R
SHAI..L. sueMIT SHOP ~1N65 AND CA1...GU1..ATIONS STAMPED, SI6NED AND DA1t:D BY A
~1N6TON STATE LICENSED STFWCTlJfIitAL. EN6INEER SUBMIT TFWSS SHOP ~1N6S TO
MITCHEl.L. EN6INEERIN6 FoR. REVIB1 AND APPROVAL PRIOR TO FABRICATION OF THE TRUSSES,
SPECIAl- CONDITIONS
THE GONT'RACTOR 5HAU.. VERJPT" AU.. DIMENSIONS AND CONDITIONS IN TtE FlaD. A1..L DISCREPANCIES
SHA1.J.. BE REPORTED TO THE ARCHITECT OR EN61NEER. THE GONTRAGoTOR 5HAU.. PROVIDE
ADEGUATE SHoRIN6 AS FU:GUIRED UNTIL PERMANENT CONNECTIONS AND STIFFENIN6S
HAVE BEEN INSTALL.ED. nE GONTRACTOR SHAL.L. VERIFY SIZE AND J..OGATlON OF AU. 0PEN1N65
IN THE FLOOR, ROOF AND Y'tAU...S J1ITH AU.. THE APPROPRIATl: ~IN6S, THE GON1'RACTOR
SHAU.. COORDINATE Y'4ITH nE BUU.'oIN6 DEPARnefr FOR AU.. Bl.D6, DEPT. REGUIRED INSPECTIONS.
DO NOT SCAlE THE DRMIN6S, THE DETAIL.S SHO~ ARE TYPICAL. AND SHALL. BE USED FOR LItc::E
OR. SIMIL.AR CONDITIONS NOT SHOv+l
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FRAMING 4 FOUNDATION
DIMENSION
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SHEAR V'1ALL PER PLAN
4 SCHEDULE
FINISH PER ELEVATION OVER
15 LS 6UILDfNG PAPER
OVER SHEATHING PER PLAN
Z - FLASHING
~OD TRIM
OPTIONAL
90" MAX. SLAB TO GRADE
e" MIN. ~OD TO GRADE
2x STUDS PER PLAN
MUDSILL / A SOL TS
PER FOUNDATION PLAN
4" CONC SLAB OYER
€> MIL. SLACK V S OVER
411 GRANULAR FILL
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4" DIA. PERF
FOUNDATION DRAIN
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8" GARAGE FND. ~ALL
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CAD Details I MITCHELL I Slab on Grade I J 8 Inch garage fnd
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FRAMING 0$ FOUNDATION
DIMENSION
SHEAR ~LL PER PLAN
0$ SCHEDULE
FINISH PER ELEY A TION OVER
15 LB SIJILDING PAPER
OVER SHEATHING PER PLAN
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2X STUDS PER PLAN
BATT INSULATION PER PLAN
BATT INSULATION PER PLAN
9/4" T o$G PLY~OD SUSFLOOR
GLUED 4 NAILED
Ifld @ 4" O.C
Z - FLASHING
~OD TRIM
OPTIONAL
Ifld TOE-NAIL
@ fl" O.C
e" MIN,
(I) #4 BAR CO NT
MAX, fl" BELOy..{
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MtJDSILL / A. EOL TS
PER FOUNDATION PLAN
24~
#4 EAR VERTICAL @ -Ii-" 0;(;.
0$ HORIZONTAL @ \.6" o,c ~4~
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9"CLR.
4" DfA. PERF
FOUNDATION DRAIN
I" = 1'-0"
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CAD Details I MITCHELL I Crawl Space / B 8 inch fnd wall
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Ifld TOE-NAIL
@ fi" O.C
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'IN j( I Z ) jJ rI1h.I;J.A I tt::,
2X STUDS FER PLAN
BATT INSULATION FER PLAN
BATT INSULATION FER PLAN
9/4" T 4 G PL """~OD SUBFLOOR
GLlJE]:) 4 NAILED
FRAMING 4 FOUNDATION
DIMENSION
SHEAR Y'iALL FER PLAN
4 SCHEDULE
FINISH PER ELEVATION OVER
15 L6 BUILDING PAPER
OVER SHEATHING PER PLAN
Ifld @ 4" O.C
S"CLR.
MUDSILL / A. SOL TS
PER FOUNDATION PLAN
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#4 BAR VERTICAL @ i6" O.~
4 HORIZONTAL @.~5" O.~ 24~
fI MIL. BLACK V B
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(2) #4 BAR C.ONTINUOUS
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MAX. fI" BELOy..{
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4" DIA. PERF
FOUNDATION DRAIN
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CAD Details I MITCHELL I Crawl Space I 0 8 Inch fnd wall - parallel
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FRAMING 4 FOUNDATION
DIMENSION
2X STUDS PER PLAN
BATT INSULATION PER PLAN
SHEAR ~ALL PER PLAN
4 SCHEDULE
16d @ 4" O.C
INSTALL 5/8" TYPE 'X'
G.~.B
BATT INSULATION PER PLAN
5/4" T 4 G PL YV'iOOD
5UBFLOOR GLUED 4 NAILED 1
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=- <{ OVER 6 MIL. BLACK V.B
~ OVER 4" GRANULAR FILL
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MUD51LL / A BOLTS
PER FOUNPATION PLAN
14'~
;1:4 BAR VERTICAL @ tt>" O~
4 HORIZONTAL @ I"" e.e
24'bG
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5"CLR.
(2) #4 BAR CONTI NUOUS
SCALE I" = 1'_0"
811 FND. ~ALL @ GARAGE
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CAD Details / MITCHELL / Crawl Space / I 8 inch fnd wall @ garage
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SHEAR v-lALL PER PLAN
4 SCHEDULE
BATT INSULATION PER PLAN
9/4" T tG PLYv-lOOD SUBFLOOR
GLUED $ NAILED
LAP JOIST 6"
FLR. JSTS PER PLAN
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16el @ 4" O.C
eel @ 4" o.c
~~rJ.6~Lk9J= NAILS
BOTTOM OF SEAM
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z ~ (-:J) Dc..Ixl~" NAIt.S
L 1"0 HOOD Jill! 2.
N N
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2x4x12" CLEAT Y'I/
(2) 16el NAW-S INTO
BEAM $ (2 16el
NAILS INi COLUMN
P T POST PER PLAN
_f 6 MIL. SLACK V B
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2) #4 BAR. CONTINUOUS
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1'_4"
SCALE I" = 1'-0"
CONTINUOUS FOOTING
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CAD Details / MITCHELL / Crawl Space / Y continuous footing
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8el NAILS @
5" O.C TO
EAC.H TOP PL
SHEAR Y'{ALL
PER PLAN ~
SCHEDULE
SIMPSON STHDI4
HOLDOY'{N VOl/ (52)
Ibel NAILS
8/1 THICK
STEM lI'lALL
#4 @ 10/1 O.C
HORIZONTAL
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EXTEND BEAM TO END
OF SHEAR PANEL
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5 ROV'lS 8el @ 5" O.C
PL YY'{OOD TO BEAM
8el @ 5/1 O.C
5x STUDS
1/lb" PL YV'lOOD/ O.5.B
( ONE SOLID PANEL)
5x TREATED PLATE VOl/
-jS) 5/4"~xI2" ANCHOR BOLTS
( 2)
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SCALE
1/2" = 1'_0"
SHEAR PANEL @ GARAGE
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CAD Details I MITCHELL I Lateral Restraint 10 lateral restraint panel
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SHEAR v-IALL PER PLAN
4 SCHEDULE
FLOOR JOISTS
FER PL.AN I
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SIMPSON HOLDOv-lN
PER PLAN Vol/ ALL
NAIL HOLES FILLED
Vol/ 16d COMMON NAILS
@ ~ OF EACH STUD
DOUBLE STUD @
HOLDOv-lN (MST)
SIN6LE STUD @
HOLDOV'lN (CS)
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CAD Details I MITCHELL I Wall to Wall I M wall to floor - strap
NO SCALE
#/' 1-1
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HOLDOIo"'{N
SHEAR ~ALL PER PLAN
4 SCHEDULE ~
FLOOR JOIST, TYPE
4 DIRECTION
PER PLAN
SIMPSON HOLDO~N
PER PLAN Ii'l/ ALL
NAIL HOLES FILLED
Ii'l/ 16d COMMON NAILS
@ ~ OF EACH STUD
BEAM PER PLAN
NO SCALE
LATERAL DETAIL
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CAD Detarls / MITCHELL / Wall to Wall / N wall to beam - strap
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2x BLOCKING
Bd NAIL @ 4" O.C
PL yV'tD FLOOR
SHEATHING
(4) 16d TOE NAIL
PER EACH BLOCK
SHEAR ~LL PER PLAN
~ SCHEDULE
2x FLOOR JOISTS
NO SCALE
LATERAL DETAIL 44
CAD DetaIls / MITCHELL / Floor to Wall / A shear floor to wall - perp
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98.eAR V'{ALL
f=1ER PLAN
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16d @ 4" O.c.
ed @ A" O.c.
2x f=LR JST
PER PLAN
16d TOE-NAIL
@ 6" O.c.
~ A:;s <2 12~'::
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SHEAR Y'lALL
PER. PLAN
SCALE I" = 1'-0"
SHEAR TRANSFER
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CAD DetaIls / MITCHELL / Wall to Wall! H shear wall floor - par
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";"i- $.HE;AR ~.ALL
-or" PER. PLAN.
(NO SHEAR ~L.
@ 511"1 5EC,TION)
lbel @ 4" o.c,
2x FLR J5T
PER PLAN
/bel TOE-NAIL
@ 4" O.c,
SHEAR Y"W-L
PER PLAN
SCALE I" = 1'-0"
SHEAR TRANSFER
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CAD Details / MITCHELL! Wall to Wall! B shear wall floor - slm
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SHEAR AALL
PER PLAN
16d TOE-NAIL
@ IS" e .6 -
r:;J fbz. ~~t.1
FLR JST
PER PLAN
16d @ 4" O.C
~Ar1 S
GIM S~1T.:J
SCALE I" = 1'_0"
SHEAR TRANSFER
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CAD Details I MITCHELL / Wall to Wall / P shear wall floor - cant
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SHEAR V'lALL FER FLAN
1/16" FLY~OOD SHEATHING
NAILED I"l/ 8d NAILS @ 4" O.C
c$ SUFFORTED FANEL EDGES
ROOFING MATERIAL FER
ELEVATION OVER BUILDING
FAFER c$ SHEATHING
EXTEND 12/1 ABOVE
INSULATION ~ITH I 1/2"
CLEAR AIRSFACE
VENTED 2X BLOCKING
W (5) 2" DIA HOLES
FER 24/1 O.C (BLOCKING
TO TOUCH TOF FLA TE)
FASCIA BOARD
FER FLAN
5/1 CONTINUOUS
METAL
GUTTER
BATT INSULATION
PER FLAN
TRUSS
FER FLAN
ASS @ 24" O.C (BIRD
BLOCKING TO TOP FLA TE)
....
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SIMPSON HI CLIP
@ EACH TRUSS
8d NAILS @
4" O.C (SHTG
TO BIRDBLOCKING)
i::;ATT INSULATION FER FLAN
OVERHANG
FER FLAN
FINISH FER ELEVATION OVER
15 LB BUILDING FA FER
OVER SHEATHING FER FLAN
SCALE I" = 1'-0/1
FLAT CEILING c$ EAVE
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CAD Details / MITCHELL / Roof / A flat ceiling
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FL YJI'IOOD ROOF
SHEATHING
8d @ 411 O.C
TRUSS
;/16" FL YV'lOOD SHEATHING
ON GASLE TRUSS NAILED
Y'V 8d NAILS @ 4" O.C
Y'V ALL EDGES BLOCKED
16d TOE NAILS @ fl" O.C
SIMPSON A95
@ 24" O.C
--
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T
GASLE END V'lALL @
RAKE ~LL. FULL
HEIGHT STUDS
SHEAR \I'lALL FER PLAN
c$ SCHEDULE
IF GABLE END TRUSS IS DESIGNED
FOR LATERAL FORCE OF 5500#,
FL YViOOD DOES NOT NEED TO
EXTEND UF GABLE END
NOT TO SCALE
LATERAL DET AI L
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CAD DetaIls / MITCHELL / Roof II shear transfer - roof to ext wall
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