Report (38) /lig- 5 77--OI cr--U&__..)
41 1 L-1LI--z-1<, 6-18-14
2'171xn
ROSEBURG
CS flend.605 S 2. 1 of 1
y
1a:BeamEngioe 4.6,1 O
MotsakDsxhese {si ;IAft,.s -.a
Member Data 3l(' -r ., r )
Description: Member Type:Joist Application:Floor
Top Lateral Bracing:Continuous [', F " i'
Bottom Lateral Bracing:Continuous
Standard Load: Moisture Condition:Dry Building Code:IB t'ii.t. •. * ,t):,;'
Live Load; 40 PSF Deflection Criteria: U480 live,U240 total t
Dead Load: 60 PSF Deck Connection:Clued&Nailed Ti t?, !Of ,r,.,''
Filename:Beam1
r
1000 1000 d
2000
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall DFL Plate(625pei) 3.500" 1.750" 522# —
2 10' 0.000" Wall DFL Plate(625pe8 3.500" 3.500" 1630# —
3 20' 0.000" Wall DFL Plate(625ps6 3.500" 1.750" 522# —
Maximum Load Case Reactions
Used for wiling pant bads(or Ina bads)to caning mashers
Live Dead
1 2285(171 pit) 2931422009
2 6521(48900 978#(734p10
. „ 3 228#(171plf) 293#(220pll)
Design spans
9' 9.375" 9' 9.375"
Product: 11 7/8" RFPI-20 16.0"O.C. 1,'1 eta f ` 1)1,;.,0. i\'4 : f n(. ,;<
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at each bearing.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 1021.'# 3640.'# 28% 4.13' Odd Spans D+L
Negative Moment 1595.'# 3640.'# 43% 10' Total Load D+L
Shear 815.# 1420.# 57% 10' Total Load D+L
End Reaction 522.# 1316.# 39% U Odd Spans 0+1_
Int.Reaction 1630.# 19351 84% 10' Total Load D+L
TL Deflection 0.0545" 0.4891" U999+ 4.67 Odd Spans D+L
LL Deflection 0.0289" 0.2445" L1999+ 4.62' Odd Spans I
Control: Max Int.React.
DOLS: Live=100% Snow=115% Roof--125%Wind=160%
simpsoNN prodoet nrnss ae trademarks ortheir respactivs owners KAMI L.HEN DERSON
. Copydll.(e)2013 by Simpson Strom-Toe copy.ny Inc ALL RIGHTS RESERVED
EWP MANAGER
¢` a PACIFIC LUMBER&TRUSS
"Passing is defined as when it.ma her,lloorjdst,bays ordrder.shown oe this damn;naeb appfcabl0 design attach for Loads,Loadnp Condemns.and Spins listed anther West The LAKE OSWEGO,OREGON
design most be reviewed by a watered designer or design.ofeoSonl as reared for apprwaL This design a.nare prodst indaidioe accessing to the manufacturer's apeo06.fon.. 503_479_3317
wWaw�saaasrer"'
•
PL)LI'—7--I4 6-18-14
iw 2:16pm
ROSEBURG 5-Amo 'ZIAAS, 1of1
CS Beaat4.605
< IanBeamEcgine 4.6.1.0
ItSstetsekL aet4_ao
Member Data
Description: Member Type:Beam Application:Floor
Top Lateral Bracing:Continuous
Bottom Lateral Bracing:Continuous
Standard Load: Moisture Condition:Dry Building Code:IBC/IRC
Live Load: 40 PLF Deflection Criteria: L/360 live,L240 total
Dead Load: 12 PLF Deck Connection:Nailed Member Weight 7.7 PLF
Filename:Beam1
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Additional Uniform(PLF) Top 0' 0.00' 6'0.00" 400 600 Live
ad
e 1
'� )
I, A`
6 o 0
O
S 0 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.500" 2947* --
2 6' 0.000" Wall DFL Plate(625pei) 3.500" 1.500" 2947*
- Maximum Load Case Reactions
Used for applying point bads(or Ina bads)to emyirg members
Live Dead
1 1224, 1724,
- 2 12241 1724,
- Design spans
5' 6.750'
Product: Douglas Fir-Larch#2 4 x 10 1 ply PASSES DESK3N1 CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allovitabie Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 4099?# 4492.'# 91% 3' Total Load D+L
Shear 2130.1 3885.1 54% 0.23' Total Load D+L
Max.Reaction 2947.1 7656., 38% 0' Total Load D+L
LL Deflection 0.0257" 0.1854" L/999+ 3' Total Load L
TL Deflection 0.0618" 0.2781" L/999+ 3' Total Load D+L
Control: Positive Moment
DOLs: Live=100% Snow=115% Roofo125% Wind=160%
This member has been designed in accordance with NDS 2005
PitiVIPSON wpoxdormeserotwdwmdsolmeirreep.aiveowrersKAMI L.HENDERSON
EWP MANAGER
'a , Copyright(0)2013 by Simpson Strangdb Company Me.ALL RIGHTS RESERVED PACIFIC LUMBER 8 TRUSS
Passing is defined ac Warr the menbn,400rjos,Win ar Peder,darn on oda daaeg meets appfcaL4s dou g.cederia for Loads.Loadrg Carotin,and Spars listed CO We emit,i n. LAKE OSWEGO,OREGON
design ms be reviewed by■gonad designer or design pofessiael as milked for approval ibis design eaamre.product Yetald0an according to do Sonfat:M r'a w 503-479-3317
City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
" Prescriptive Wall Bracing Worksheet
T 1 G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov
SEISMIC ADJUSTMENT FACTORS
STORY HEIGHT FACTOR-Select the adjustment factor based on story height All Wall Lines
< 10ft=1.0 < 11 ft= 1.1 < 12ft= 1.2
BRACED WALL LINE SPACING FACTOR- Select the adjustment factor if braced wall line spacing is greater than
25 ft. The spacing can only exceed 25 ft once in each direction. When a braced wall line has a parallel braced wall line on both sides,
the larger adjustment factor shall be used. See additional requirements in Section 602.10.1.5
<25 ft = 1.0 < 30 ft = 1.2 <35 ft = 1.4 I
@ Braced Wall Lines
@ Story
@ Braced Wall Lines
@ Story
WALL DEAD LOAD FACTOR-Apply 0.85 adjustment factor if wall dead load is less than or
equal to 8 psf. (This applies only to interior walls with gypsum board on each side.)
@ Braced Wall Lines
@ Story
ROOF/CEILING DEAD LOAD FACTOR FOR WALL SUPPORTING -Select adjustment factor based on the roof/ceiling dead
load and wall support condition. (Typical composition or metal roof covering will have a roof dead load< 15psf if no ceiling fmish is
installed. The addition of a finished ceiling will increase the dead load to> 15 psf.
Wall Supporting Roof/Ceiling Dead Load Adj. Factor
Roof Only < 15 psf 1.0
Roof Only >15 psf<25 psf 1.1
Roof plus Occupied Attic > 15 psf—<25 psf 1.2
Braced Wall Lines
@ Story
CRIPPLE WALL BRACING -Apply 1.15 adjustment factor if cripple walls occur.
Wall panel spacing shall be decreased to 18 ft.See additional requirements in Section 602.10.9.1
@ Braced Wall Lines
@ Story
WALLS WITH STONE OR MASONRY VENEER
See Section 602.12 and 703.7. Braced wall length shall not be less than required by Table 602.12(2)
Alln/4
G ,4.Tyl y`C� ryd P
0 c w Z- f U Z � �•z /r
f.
zi.� S" 3
2� y.1
?, y, 347 3� �. y g
3 ti $e*C �,�/ S:Y
O �G G�
rt.) C�`r7�' /0 g sv
City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
_ Ili
a " Prescriptive Wall Bracing Worksheet
T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov
CALCULATIONS FOR LENGTH OF BRACED WALL PANELS STORY
Multiply all adjustment factors and the required wall bracing lengths to determine the total adjusted wall bracing length for each wall line for wind
and for seismic.The bracing length provided shall be equal to or greater than the higher of the two. Provide a separate calculation for each story.
WIND CALCULATION Refer to Table R602.10.1.2(1)
Braced Bracing Braced Required General Wind Specific Wind Total Adjusted Bracing Length Bracing
Wall Line Method Wall Line Bracing Adjustment Adjustment (Required Bracing Length Length
Spacing Length Factor Factor(s)* X All Adjustment Factors) Provided
1 /.05r4231 7, O,9 / ` /02 ,
2 cosP <4 y- p, . - S.3' 2..�/ ll
3
4
5
A WS . • d- '1, =�- (/ J)i1
- B q g G 22 Z %, c ' 4 / - ,5";� �J /9� of
c OSP LZ/ / SI ) 1'^ 2-65' ./8,y1
- D
E
*A braced wall line may have more than one specific wind adjustment factor.
SEISMIC CALCULATION Refer to Table R602.10.1.2(2)
Braced Bracing Braced Required Seismic Total Adjusted Bracing Length Bracing
Wall Line Method Wall Line Bracing Adjustment (Required Bracing Length Length
Length Length Factor(s)* X All Adjustment Factors) Provided
1
2
3
4
5
A
B
C •
D
E
* A braced wall line will he likely to have more than one.seismic adjustment factor Show all adjustment factors
•
"`= Y PACIFlCtuMBERCOPYRIGHT 2014 ROSEBURG FRAMING SYSTEM"
1me•atHee eHbe wsW.+r•CcOOppy�rl1pp X1t6dw4 rwfeLeeby PfHrkLtMNr Ge•PRy 3014. 4uo*ly en9ineared NOWWp(odudhfortodas'sbugJor-
plr a m•y net to totter.QNled a laele eref4 W Neat HeltteeeermlHton Mom Pe:Hk Lwber
g 5.10.111.15.1 re...eWpVPP to*N owners/to ei tn•alae.use ef Nem alae by am ewer
i ��I�i product anPaaykLeNer Convene n•bktlyerenblCO nautnerbeeweor RIgIDLAM LVL RIGIDRIM
I� .eAr..•e... eepyneoi them Wee,HrtpesMOW Halo.WGeprOtAeL IMrbNe•hoe Maths Neta... -_—__
%¢1" ,Iyt pen..of w te•3b_Doaar eokr ast ee•D000beer eerk berespe wDl y__ eP ^ ;oe9.reo,•cD
.....o ,-r�" RFPI Jolsr
-7 -- N>Rt°ToG MDDs�,
"" '^ 1)VERIFY ALL FRAMING CONDITIONS
ALL POO(INGS PER DESIGNERS PLAN
eP mrme0.1.srmee... POST LOA,TRANSP31 DA,. (UNLESS NOTED OTHERWISE)11'. e.ra. )ALL BEAMS PER DESIGNERS PLAN
(UNLESS NOTED OTHERWISE)
)USE PAIRbN WHEN CUTTING
POR PLUMBING
PROVIDE PROPER SUPPORT AT ALL
SHEARWALLS
TICS o A PL DCMeNTPLAN ONLY
nk layout b robe Heed In*GMJwcticn wIIN
rchltactraUStrue.tlrel planeverify es
hear waN NOrk314 placement and co voctore
Ircheeer reeponelble for epprovInp the
alai+!-tor toe cOetructIOR
-,of.�N°lep,
Me ILOOR DY3TEM WA
•iESIGNED TO MEET OR
GEED THE LIVE LOAD
-vi+eo NcarceRu
R1
10'' - L9wwAD
I , 'Ups- SOUP LOAD
- .C-I .. Vp(LNG LO/NO,
°pef DEA LOAD
Opo(DEAD LOAD
X O i 4'0, I �x I. I •'r _ e ALOAP
- --" 12pol DEAD 1.0,46
OOPLOAON/p,
13egiL *LD00
�1T fDUOLOAD
I
1
I
(0 4 10. i- • R1
1GNIEI + I _I_ IPL 1 4-2 16(MAIN)
ROSS FOSSERG
LS
11111
II e I Mrs• Materiel Mite D MIradeJJRI 086361 •1/ Grade O1y CH I6 TOL 2LIN
! 441 RFP1-301 9/4 I I 'I/Di'134403;, 43 RFPl-20 1 e/4 I1 1/8 1T 30 940
JB1 BLDG 1.19 LVL 1 S/4 11 1/6 I.5C 90 5 90
M
h1 t A ' al
R 1 I R .
r4 D
II II II
`„.i_.I 6-..Ce.,+l'-..eEi.. IFIL 9 ul - ._1__- r
lArF6/C TANTI
REFERENCE INSTALLATION
GUIDE FOR ALL FRAMING ”
DETAILS AND I-JOIST INFORMATION
LEGEND:
NO--HANGER CALLOUT Pacifi .umber
G •5{APORTNGPOST & TRUSS
® •POS7 LOAD ABOVECOMPANY
R •RIMBOARD
LO -LVL BLOCKING 5930 JEAN ROAD LAKE 09WESO.ORE60N 11065(SO6)898.9003
.40 -JOIST BLACKING PLAN DESCRIPTION/RAISER:TRACY MICHEI S
J •JOIST GALLtOUf CUSTOMER%ROSS F06BER6
O •REAM MUSS w/JOIST) PLAN DATED,5/19/3014
HDR-HEADER(BEAM BeI-0wJOISn MAIN FLOOR)DIST LAYOUT DESIGNER1 ,6-466L HENDERSON DAT06/10/2014
900•BEAM BY DTHRS
SCALE.1/4.•"` PL 1 4- 2 1 6 (MAIN) 9NEET,1 Of 1