Specifications c(3k
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Associates, Inc.
ExPIRAILig Consulting Engineers
STRUCTURAL DESIGN CALCULATIONS
PROJECT: CYCLEBAR
INTERIOR FINISH-OUT
LOCATION: TIGARD, OR(GREEN WAY TOWN CENTER)
BUILDING CODE: 2014 OREGON STRUCTURAL SPECIALTY
CODE
DESIGN LOADS: 110 MPH WIND SPEED
20 PSF ROOF DEAD LOAD
20 PSF ROOF LIVE LOAD
15 PSF ROOF SNOW LOAD
DATE: MAY 17,2017
2948 N Stemmons Freeway Dallas,TX 75247-6103 Phone:214-637-6299-Fax 214-637-6997
snowload.atcounciLorg Page 1 of 2
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'AL1fed7ochnoyCcunt4 Beta V1,2
.... s
GROUND SNOW LOAD BY LOCATION
ASCE 7 Ground Snow Load
ASCE 7 Windspeed
About ATC
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Search Result
Query Date: April 26,2017
Address: Tigard,OR 97223
Latitude: 45.4395124
Longitude: -122.7711943
Elevation: 186.3 Feet
Elevation Limitation:ASCE 7'Ground Snow Load
Elevation<600 feet;Ground Snow Load is 10 psf
Elevation>600 and S 800:Ground Snow Load is 15 psi
Elevation>800 and 5 1,000;Ground Snow Load is 20 psf
All loading data is in pounds per square foot.
For a site-specific case study area,a case study is required to establish ground snow loads.
'Based on Figure 7-1 Ground Snow Loads printed in ASCE 7-95 through ASCE 7-10.
Users should consult with local building officials to determine if there are community-specific snow load requirements that
govern.
Red shaded area is the load specific boundaries.
Any darker red area is the overlapping load specific boundary.
Download a PDF of your results fi2 Print your results
http://snowlaad.atcouncil.org/index.php/component/vepsnowl0ad/itern 4/26/2017
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Title Block Line 6 Pnrltj;4f APR 201?.1220PAI
" ASCE Seismic Base Shear pio'=x:rEr4GR117159,iyci r r rd,OR(.&e err iwarong, e:
ENERCALC,INC.1963-2017,Buldi.171.31,Ver13.17.1,31
Li c.#;;(W-06006725 Licensee:RONALD A.ROBERTS ASSCOCIATES
--None--
Risk Category �aI.:}ilRriurrs par ASCE ,.I=_
Risk Category of Building or Other Structure; 'II':All Buildings and other structures except(hose listed as Category I,Ill,and IV ASCE 7-1Q Page 2,Table 1.5.1
Seismic Importance Factor = 1 ASCE 7.10,Page 5, Table 1-5-2
Gndded Ss&Slvalues ASCE-7-10 Standard ASCE 7-10 11.4.1
Max.Ground Motions,5%Damping; Latitude = 45,439 deg North
SS = 0.9709 g,(1.2 sec response Longitude = 122.782 deg West
S i = 0.4245 g•1.0 sec response Location: Portland,OR 97223
Site Class,Site Coeff.and Design Category
Site Classification 'D':Shear Wave Velodty 600 to 1,200 ftisec = D ASCE 7.10 Table 20.3-1
Site Coefficients Fa&Fv Fa = 1.11 ASCE 7-10 Table 11.4-1 d 11.4-2
(using Mnalght-5ne interpolation from tate values) Fv = 1.58
Maximum Considered Earthquake Acceleration SMS=Fa•Ss = 1,079 ASCE 7.10 Eq.11-4-1
S M1 =Fv'S1 = 0.669 ASCE 7.10 Eq,11.4-2
Design Spectral Acceleration S DS S X213 = 0.720 ASCE 7.10 Eq.11.4-3
_ S o1'S nn•2l3 - 0.446 ASCE 7.10 Eq.11.4-4
Seismic Design Category = D ASCE 7.10 Tattle 11.01&-2
Resisting System ASCE 7.10 Table 12.2-1
Basic Seismic Force Resisting System... Bearing Wall Systems
Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets.
Response hfodifcation Coefficient 'R' = 6,50 Building height Limits:
System Crerstrength Factor'Wo' = 3.00 Category'A&B'Limit: No Limp
Detlectltun Amplification Factor'Cd" 4.00 Category'C'Limit No Limit
Category'Cr Limit: limit=65
NOTE!See ASCE 7-10 for aN applicable footnotes. Category'E'Limit Limit=65
Category'r Limit Limit=65
Lateral Force Procedure ASCE 710 Section 12,8,2
Equivalent Lateral Force Procedure
The'Equivalent Lateral Forte Pro ed ge'is being used aecordino to the orovisions of ASCE 7-10 12.8
Determine Building Period Us&ASCE 12.8-7
Structure Type for Buiding Period Calculation: All Other Structural Systems
'Ct'value = 0.020 'hn":Height from hese io highest level = 25.0 ft
•x•value - 0.75
'Ta'Approximate fundamental period using Eq.12.8.7 : Ta=Ct'(hn A x) = 0.224 sec
IC:Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec
Building Period'Ta'Calculated from Approximate Method selected - 0,224 sec
"Cs"Reponse Coefficient ASCE 7-10 Section 12.8 1.1
S 06 Short Period Design Spectral Response = 0.720 From Eq.12.8-2, Preliminary Cs = 0.111
'R':Response Modilcation Factor = 6.50 From Eq.12.83&12.8-4,Cs need not exceed _ 0.307
•I':Seismic Importance Factor = 1 From Eq.12,8.5&12.8-6, Cs not be less than = 0.032
Cs:Seismic Response Coefficient = = 0.1107
Seismic Base Shear ASCE 7-W Section 12.8.1
Cs = 0.1107 from 129.1.1 W(see Sum WI below) = 0.00 k
Seismic Base Shear V= Cs'W= 0.00 k
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Tine Block Line 6 2S APR 2t}r7?MI
ASCE Seismic Base Shear FlIe=r:iEBCR 17159,t7ycleder,Tigard,OR tcreenwaypeek;oiations'kaic.eca
ENERCALC,INC,1963.2017,Bu016.17.1.31,Ver.6.i7.1.11
Lie.# KW-06006726 47 Licensee:RONALD A.ROBERTS ASSCOCIATES
Vertical Distribution of Seismic Forces ASCE 740 SediOn 12.8.3
leThz expoesant based orifa= 1.00
Tat*of bulldurg Weights by Floor Leve...
Level# WI:Weight HI:Height RI•Kink} Cvx Fx=Cvx•V Sum Story Shear Sum Story Montero
Sum Wi= 0.00 k Sum WI*HI= 0.00 v-tt Total Base Shear 0.00 k
Base Moment= 0.0 k•ft
Diaphragm Forces:Seismic Design Category"B"to"F" ASCE 740 12.10.1.1
Level 8 Wi Fi Sum Fl Sum WI Fpx:Calod Fpx:Mln Fpx:Max Fpx Dsgn,Force
Wpx Weight at level of diaphragm and other structure elements attached to it.
FI Design Lateral Force applied at the level.
Sum Fi Sum of*Lat.Force'of current level plus all levels above
MIN Req'd Force rg Level 020*S Wil'Wpx
MAX Req'd Force Level..,....,.0.40'S I'Wp t
Fpx:Design Force le Level..., Wpx"SUM(xan)Fl / SUM(x.'n)*i, x=Current level,n=Top Level
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W/NDSPEED BYL LOCATION
ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact
Search Results
..s,
Query Date:Wed Apr 25 2017
Latitude:45 4395
Longitude:-122.7712
ASCE 7-10 Windspeeds
(3-sec peak gust In mph`):
Risk Category I:t00 ,
Risk Category II:110 I°"'"`
Risk Category llI IV:115
MRI**10-Year.72
MRI"25-Year.79 „._.,» ,,.. united Sr
MRI••50-Year:85 5+04rt.nt•;u0
MRI"100-Year:01
tai itvN M-f yil9"Mdii
ASCE 7-05 WIndepeed: .goers
85(3-sec peak gust in mph} le use Deco
ASCE 7.93 WIndspeed:
I94v4ari 4ia troa+ie,weal
77(fastest mile in mph)
•M los per Hour
-Moon Ractrrenoe intrad
Users ehoumr c4Wut one fatal MOON;Weide*
le detaining Odom*we WeemititrMpaeik s isl ammo!
Weentneortm IbN common.
rffi
Print your results
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Mile the information presented on this website is believed to be correct,ATC and its sponsors and contributors
assume no responsibility or liability for its accuracy.The material presented in the windspeed report should not
be used or relied upon for any specific application without competent examination and verification of its
accuracy,suitability and applicability by engineers or other Licensed professionals.ATC does not intend that the
use of this information replace the sound judgment of such competent professionals,having experience and
knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in
interpreting and applying the results of the windspeed report provided by this website Users of the information
from this website assume all liability arising from such use. Use of he output of this website does not imply
approval by the governing building code bodies responsible for building code approval and interpretation for the
building site described by Latitude/Longitude location in the windspeed road report.
Epode IN the ATC Endowment Furl ,,,,,; ted Dodenotae c,.n .201 Redwood Shwas PeEt mei.Suite 240•Redwood Gy,caefomn 54255•(656)595-1542
http://windspeed.atcouneil.org/index.php?option—com content&view=article&id=IO&dee... 4/26/2017
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Title Block Line 6 pmet 26AsH 20t7.1221RA
ASCE 7-10 Wind Forces Chpt 26, Pt2 & Chpt 30, Pt2 Fie-K EN 17159.Cycletisr,Tigard,
Is� `tc6
RCAIC,IC O171. 1,e�c
Lie #:KW-06006725 Licensee:RONALD A ROBERTS ASSCOCIATES
Description: -None-
Analytical Values ..::,suctnations per ASCE.7-10
V:Basic Wind Speed per Sect 26,5-1 A,B or C 110.0 mph
Roof Slope Angle 0 to 5 degrees
Occupancy per Table 1.5.1 It All Buildings and other structures except
those listed as Category I,Ill,and IV
Exposure Category per 26,7 Exposure C
fvlRH:Mean Root Heigh' 21.0 ft
Lambda:per Figure 28.6-1,Page 305 1.35
Effective Wind Area of Component&Cladding 10.0 t1.42
Roof pitch for madding pressure 0 to 7 degrees
User specified minimum design pressure 10.0 psf
Topographic Factor KA per 26.8 1.00
LI-ID:Least Horizontal Dimension ft
a=magi(0.04'LHD,3,min(0.10'LHD,0.4'MRH}l 3,00 ft max(0.04'LHD,3,min(0.10'LHD,0.4'MRH})
Demon Wind Pressures Minimum Additional Load Case per 28,4.4= 16 PSF o'entire vert:Cal plane
Horizontal Pressures.
Zone: A = 25.92 psf Zone: C = 17.15 psi
Zone: B = -13.50 psf Zone: D = -10.00 psf
Vertical Pressures..
Zone: E = -31.19 psf Zone: G = -21.60 psf
Zone: F = -17.69 psf Zone: H = -13.64 psi
Overhangs...
Zone: Eoh = -43,61 psf Zone: Goh = -34,16 psi
Component&Cladding Design Wind Pressures
Design Wend Pressure=Lambda'Kit'Ps30 per Eq 30.5-f
Roof Zone 1: Positive: 12.015 psf Minimum Additional Load Case per 28.4.4=13 PSF
Negative: -29.430 psf on entire vertical plane
Roof Zone 2: Positive; 12.015 psf
Negative: -49,275 psf
Roof Zone 3: Positive: 12.015 psf
Negative: -74.250 psf
Wag Zone 4: Positive: 29.430 psi
Negative; -31.860 psi
Wall Zone 5: Positive: 29.430 psf
Negative: -39.285 psf
Roof Overhang Zone 2: -42.390 psf
Roof Overhang Zone 3. -69.660 psf
• Date: 5/17/2017
Cycle bar Tigard,OR 17159 Sheet
ROOF TOP UNIT SLIDING AND OVERTURNING
RTU 3 (worst case) weight 1110 lb onald
oberts
Design using simplified method I
Wind design Associates, Inc.
Consulting Engineers
Wind load 31.9 psf from Enercalc
Wall zone(4 or 5) Overturning length 4 ft ft
Area of RTU1 (facing the wind) 35 ft^2 Height 5 ft(Max) Eff height 3.5
Length 7 ft
Max shear 1116.5 lb Max shear=wind load*unit area
Load to base 558.25 lb load to base=Max shear/2 Sides of Unit
Overturning 488.4688 lb Overturning=(load to base*Eff height)/overturning length)
Seismic design
ap 2.5 Table 13.5-1 or 13.6-1 (ASCE 7-10) Range 1-2.5
SDs 0.72 Enercalc or Section 11.4.4
Unit Wt. 1110
Rp 6 Response modification factor Range (1-12)table 13.5-1 or 13.6-1
Ip 1 Importance factor Range (1-1.5)Section 13.1.3
Z (ft) 13 height of structure with respect to base to the attachment
H(ft) 13 Average roof height with respect to base
lb
Fp total 399.6 lb Seismic design force (should be> 239.76 lb,and< 1278.72
Fp(E.S.) 199.8 lb Fp(each side).- Fb total/2 Sliding force
Fp=((0.4*ap*SDs*Wp)/(Rp/lp))*(1+(2*2/H))
Overturning 174.825 lb Fp=1.6*SDs*Ip*Wp>Fp> Fp=0.3*SDs*Ip*Wp
Check which one control Wind or Seismic Wind control
Sliding 558.25 LB Use 3/8" 4 x 4" Lag Screw @ 12"O.C.
Overturning 488.46875 LB Use(4) 3/8"4 x 4" Lag Screw
• Pullout
CYCLEBAR Tigard 17159 Date 5/17/2017 onald Sheet
OR
oberts
Uplift Calc -Unit weight(Ib) 1110
Wind uplift(psf) -29.43 Roof Zone 1, 2 or 3 (enercalc) Associates, Inc.
Consulting Englnoers
Unit length(ft) 7
Unit width(ft) 4
Uplift force(Ib) -824.04 Uplift force=wind uplift*length*width
Load to resist= Net Uplift(Ib) -158.04 See 16-15 Load Combination)
Net Uplift= (0.6*unit weight)+(Uplift force)
Cyciebar Tigard 17159 Date: 5/17/2017 onald
OR
oberts
Live load reduction IBC-Section 1607.11.2 Associates ConsultingInc.
E
Consulting Engineers
Live load(psf) 20
Trib. Length(ft) 21
Trib.Width(ft) 30
Tributary area (ft2) 630 if 5 200 ft2 don't reduce the live load. R1=1
Roof Slope if>_600 ft2, R1=0.6
F 4 if slope<0.3, no reduction F<_4 R2= 1
F>_ 12 R2=0.6
Rise in the slope ratio as F(in)/12
R1 0.6 MAX:MIN(1.2-0.001*Trib.Area,1),0.6)
R2 1 MAX:MIN(1.2-0.05*F,1),0.6)
Live load reduced 12 psf reduced live load= L*R1*R2
should be >or=0.5*Live load psf
>12 psf
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Title Block Line 6 rtrrptl 41.40 N17.10041
Wood Beam File■MENGR117159,Cydebar,Nate,OR(GreenwagiCalcula doistelt.ec6
ENERCALC,INC.1 2017,Bulb917.1.31.Ve.6.171,31
Lic,#:KW-06006725 Licensee:RONALD A,ROBERTS ASS0OCIATES:
Description: (E)5.125x16,5 deep GLB
CODE REFERENCES
Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E Modulus of Elesticiy
Load Combination IBC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.Oksi
Fc•Prll 1,650.0 psi Ernlnbend•xx. 950.Oksi
Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi
Ft 1,100.0 psi Density 31.20 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
0(0..18) 0)0.18)
0(0 81 Lvf9 361
V1 i V V V V
K K
I jai„_
5.1251416,5
Span=20.650 ft
Applied Loads Service loads entered,Load Factors will be applied for calculations. •
Uniform Load: D=0.020, Lr=0.0120 ksi, Tributary Width=30.0 ft.(D+Lr)
Point Load: D=0.180 k @ 2.0 ft,(RTU)
Point Load: 0=0.180 k ig 4.670 ft,(RTU)
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.919 1 Maximum Shear Stress Ratio = 0.477 : 1
Section used for this span 5.125x16.5 Section used for this span 5.125x16.5
fb:Actual = 2,674,16psi fv:Actual 158.15 psi
FB:Allowable = 2,910.72psi Fv:Allowable = 331.25 psi
Load Combination +D+Lr+H Load Combination +D+Lr+H
Location of maximum on span = 10.255ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.430 In Ratio= 576>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 1.162 in Ratio= 213)=180
Max Upward Total Deflection 0.000 In Ratio= 0<180
Maximum Forces &Stresses for Load Combinations _
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN Ci Cr Cm C 1 C L M fb Fb V IV F1r
+D+H 0.00 0.00 0.00 0.00
Length=20.660 ft 1 0.803 0.423 0.90 0.970 1.00 1.00 1,00 1.00 1.00 32.62 1,683.05 2095.72 5.69 100.85 238.50
.0441 0.970 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=20.660 ft 1 0,723 0.381 1.00 0.970 1.00 1.00 1.00 1.00 1,00 32.62 1,683,05 2328.57 5.69 100.85 265.00
+04r41 0.970 1.00 1.00 1.00 1.0D 1.00 0.00 0.00 0.00 0.00
Length=20.660 ft 1 0.919 0,477 1.25 0,970 1.00 1.00 1.00 1.00 1.00 51.82 2,674.16 2910.72 8,92 158.15 331.25
+D+S+H 0.970 1.00 1.00 1.00 1.00 1.00 0-00 0.00 0.00 0.00
Length=20.660 ft 1 0.629 0.331 1.15 0.970 1.00 1.00 1.00 1.00 1.00 32.62 1,683.05 2677.86 5.69 100.85 304.75
+D+0.750Lr+0.750L+H 0.970 1.00 1.00 1.00 1,00 1.00 0.00 0,00 0.00 0.00
Length_20.660 tt 1 0.834 0.434 1.25 0.970 1.00 1.00 1.00 1.00 1.00 47.02 2,426.38 2910.72 8.11 143.83 331.25
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Tille Block Line 6 D, (NAY 2OI7.1%x444.1
Wood Beam file=X FNCRi17I59,Cyetba-,rperd,CR(Greervisy)10.14eAraikinscedr.ec6
ENERCALC,INC.1963.2017.8uib:G 17,1.31,Ver.6.17.1.31
Lia:#:KWA6006725 Licensee:RONALD A.ROBERTS ASSCOCIATES
Description: (E)5.125x16.5'deep GLB
Load Comb eadon Max Stress Rance Moment Values Shear Values
Segment Length SpanM V Cd GEN Ci Cr Cm C t CL M lb F'b V iv F'v
*D+0.750L.0,750S*H 0.970 1.00 1,00 1.00 1.00 1.00 4.00 0.00 0.00 0.00
Length=20.660 ft 1 0.629 0.331 1.15 0.970 1.00 1.00 1.00 1.00 1.00 32.62 1,683.05 2677.86 5.69 100.85 304.75
+D+O.60W*H 0.970 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=20.660 ft 1 0.452 0.236 1.60 0.970 1.00 1.00 1.00 1.00 1.00 32.62 1,683.05 3725.72 5.69 100.85 424.00
*0+0.70E*H 0.970 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=20.660 ft 1 0.452 0.238 1.60 0.970 1.00 1.00 1.00 1.00 1.00 32.62 1,683.05 3725.72 5.69 100.85 424.00
+0+0.750Lr+0,750L+0.450W4f 0.970 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=20.660 ft 1 0.651 0.339 110 0.970 1.00 1.00 1.00 1.00 1.00 47.02 2,426.38 3725.72 6.11 143.83 424,00
+0+0.750L+0.750S+0.450W41 0.970 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0,00
Lenglh=20.660 ft 1 0.452 0.238 1.60 0.970 1.00 1.00 1.00 1.00 1.00 32.62 1,683.05 3725.72 5.69 100.85 424.00
+D+0.750L+0.750S+0.5250E+4j 0.970 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=20.660 ft 1 0.452 0.238 1.60 0.970 1.00 1.00 1.00 1.00 1.00 3.2.62 1,683.05 3725.72 5.6.9 100.85 424.00
+0.600+0,60W+0.60H 0.970 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00
Length=20.660 ft 1 0,271 0.143 1.60 0.970 1.00 1.00 1.00 1.00 1.00 19.57 1.009.63 3725.72 3.41 60.51 424.00
+0.60D+0.70E+0.60H 0.970 1.00 1-00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=20,660 ft 1 0.271 0.143 1.60 0.970 1.00 1.00 1.00 1.00 1.00 19,57 1,009.83 3725,72 3.41 60.51 424.00
Overall Maximum Deflections
Load Combination Span Max,'•'Deft Location in Span Load Combination Max.'*'Dell Location In Span _.
*D*Lr*H 1 1.1616 10.330 0,0000 0.000
Vertical Reactions Support notation:Far left is 41 Values in KIPS •
Load Combination Support 1 Support2
Overall MArenum 19.211 4.975-
Overall MINimum 3.719 3.719
+D*H 6.500 6.256
+D+L+H 6.500 6.256
+D+Lr*H 10.219 9.975
+D+S+H 6.500 6.256
+0+0.750Lr+0.750L+H 9289 9.045
+0+0.7501+0.7506+41 6.500 6.256
+0+0.60W*H 6,500 6.256
+D+0.70E+H 6.500 6.256
+D+0.750Lr+0.750L*0.450W+H 9.289 9,045
+D+0.750L+0.750S+0.4501N+H 6.500 6.256
+0*0.750L+0.750S*0,5250E*H 6.500 6.256
+0.60D+0.60W+0.60H 3.900 3.754
*0.60D*0.70E+060H 3.900 3.754
D Only 6.500 6.256
LrOnly 3.719 3.719
L Only
S Only
W Only
E Only
H Only
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services for the products described in this Open-Web Truss (placement diagrams)and detailed design calculations.
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OPEN-WEB "MUSS DESCRIPTIONS
i
,.‘„flA,,f
t
Red-L Red-LT=and Red—Ss-1 Trusses Red-M- and Red-H=Trusses
Red-W— Trusses Top and Bottom Chords: Top and Bottom Chords:
Top Chords: Double 1 lh"x 2.3'Bedlam-LVL. ■ Reid-M`Trusses:
Double 11/2"x 3W MSR ttimber'
• Red-V Trusses:11 x 31'MSR lumber.* Webs:
1',i Y',and 1W diameter tubular steel members • Red-H"Trusses:
• Red-LT-Trusses:1 y'a 3W'Timberstrand•ISL. varying in gauge and diameter according to Double 11/2'x 5W'MSR lumber.'
• Red-W"Trusses:1W x 43/4"MSR lumber. requirements,Minimum yield of 45,000 psi. Webs:
Bottom Chords. Weight Up to 2'diameter tubular steel members varying
• Red-L"and Red-LT"Trusses: 4.75 to 5.75 Ibsift in gauge and diameter according in requirements
t1/2'x 31/2"MSR lumber' Depths: Minimum yoeld of 45,000 psi.
• Red-W`Trusses:1'/i"x 43/4"MSR lunmber. Minimum depth at wee 16" Weight:
Maximum depth at wall 6D' • Red-M"Trusses:8 to S lbsat
Webs: Maximum pitched ridge depth 84"
1'and 11/2'diameter tubular steel members varying • Red-H-Trusses:10 to 12 Ibsdt
in gauge and diameter according to requirements. Any d=1 ih between minimum and maximum is Depths: Red-M" Red-H-
Minimum yield of 45,000 psi. available. Minimum depth at wall 20'...,...24"
Weight; Maximum depth at wall.:..,....,, 60',....,.72"
• Red-L"and Red-LT`Trusses:3.75 to 4.25lbstft Maximum pitched ridge depth 72' 114"
• Red-W"Trusses:4,5 to 5.251b111 My depth between minimum and maximum is
Depths: Open-web trusses are Wended for available.
p
Minimum depth at wall 14" thy use,untreated appUcafions. Building Codes and Product Acceptance:
Maximum depth at wall 5tY' See ICC ES ESR-1774,L.A.City RR#22614
Maximum pitched ridge depth............. 50'
Any depth between minimum and maximum is available.
•tiedLam LVL chords may be available for Red-L,"Red-M,-and Red-H"truss series.Consult your technical representative for availability and limitations,
C:
+
l10 1
RED-S`°' TRUSS ALLOWABLE UNIFORM LOAD TABLE (PLF) / PARALLEL CHORD ,-
l')r economical truss design,see page 5.
,....9
Depth
16" 11" 20" 22" 24" 26' 28' 30" 32' 34' 36' 38' 40" 42"
RIt1l ,..!111511,..:,:I WISR IIDt TL,.1':,It 110%ILIII'..Ii:IXSK II1"i!l NM It.11'.It 1015K In.II,10].rI Inn, I11m.n Innn - Ift.r1 I' I.104%rtfit,.It
Spon 101%111?]Y11.1115U Unit Walt 1211511 IWY11173111.411/0111.1,'USTI IIOSlliii\lt 103,111.111471 1110111.1.111%11 111011A I8%it 100YLL 1!I\lt 1004LL It1s1I 1.31%LI Ilesrl IIIYLL 11nic11 I005LL Q151t
16' 398 1=',' 465 525 1 491 539 1 490 546 467 538 453 514 455 471 433 491 375 461 364 398 346 415;345 395 312 359 317 362
_
255 588 324 541 398 554 (474 567 570 564 520 503 499 454 I 454 1 430 387 393
325 '7; 379 .II, 432 189 454 481 '483 197 434 492 409 165 414 451 1359 425 ,390 42 338 415 315 378311 354 1312 358
19' 187 107 239 453 297 491 354 509 419 507 525 511 493 461 460' 429 394 1 387 413
20' 266 321 320 307 359 410 .391 423 416 448 427 449 389 455 374 446 1 377 434 319 39/ 356 378 333 384 331 362 287 360
137 323 175 396 219 418 268 469 316 463 368 457 381 479 463 1_ 472432 446 417 413 391
22 214 ,I 244 .1° 276 S 334 181 367 041 376 109 335 III =378 422 377 117.344 3919 ,330 884 328 364 347 35'1 '306 154
105 285 132 305 165 342 206 386 249 404 289 428 327 420 370 435 423 433 435 411 I 384 365
196 225 220 .'I 25911.—C3 271 `'I 309 355 338 374 356 377 361 379 341 388 346 383 '311 37C f 343 374 `299 338 1 291 335
24 83 246 105 276 139 310 150 339 193 355 221 375 262 376 298 38€ 327 399 338 391 398 407 371 363
. ._ .. �a9 332 »
163 I'I' 19C '"I 215 240 264 Ica 288 341 312 .H4I 330 '.F5 328 ,5^ 315 ,Sr 304 :,.Si.. '294 145 293 112
26' 65 207 84 Z37 104 267 127 Z97 153 330 180 350 212 349 239 363 266 358 275 370 307 361 358 363 363
28' 131 155 165 190 184 214 707 238 125 248 286;269 310 289 324 309 327 '311 326 313 335 303 377 302 333 222 329
52 168 68 207 1 84 232 103 258 123 282 145 310 1 172 325 1196 325 222 338 1 246 334 254 344 262 347 339 I 337
106 138 166 161 107 179 22% 197 :' 217 2.19 235 3791 252 250 211 :iia 281 3115 291 301 293 .110 296 394 282 310
3G' 12 135 55 179 59 203 95 223 101 248 119 271 13B 291 163 304 184 315 207 309 226 312 244 313 260 311 280 316
32' 84 :I-• 115 145 I 143 16t 159 174 c 187 '13 206 238 223 _;; 236 273 255 281 E2-71 236 232 296 214 295 279 291
35 113 46 147 1 57 178 1 70 193 84 216 99 236 116 258 132 276 1152 287 172 287: 192 210 203 293 223 294 239 292
13 .1. 96 i 3 120 145 140 16' 152 17' 161 14 130 ':1 195 ` 209 221 '`.' 240 7.'59 254 260 265 ?!1 210 211
34' 29 95 38 123 48 157 59 176 71 193 84 211 98 229 112 246 126 262 143 269 162 270 176 273 190 274 1 204 275
62 80 1 80 144 102 129 124 ' 137 15' 148 73 160 176 302 189 217 199 214 245 1226 255 237 254 I 251 257
36' 25 80 1 32 104 41 132 50 15) 60 172 , 70 1881 62 201 95 2201107 2361122 2501137 255 148 2561162 259 179 258
�
8 53 50 69 89. 87 112 106 ._ 124 14. 132 171 145 .n,-, 155 [79 168 :'II 179 _11, 192 220 200 234 i 215 243 226 245
21 67 27 89 35 112 43 139 51 154 60 L66 70 183 81 198 93 210 104 221 116 238 131 242 141 244 153 242
40' 45 591 59 75 74 96 91 117 1 110 129 1 119 191 129 139 0'1 151 111. 160 ISS 1 1T3 _011 184 194 223 204 232
18 59 73 76 30 96 37 119 I 44 140 II 52 151 60 164 70 177 80 185 90 199 101 215 Ila 228 125 231 135 230
39 11 51 if 1 63 01 79 101 95 16 110 !3' 120 " 126 1-I1 139 1' I47 Ire 157 .:, 165 I'1 176 3' 185 'I
42' IS 51 20 66 26 84 32 103 38 125 45 1.37 52 149 61 160 69 172 77 184 ':. 87 195 96 206 1668 218 117 216
45 1 45 58 . 56 73 69 83 I 83 105 98 Ila. 105 126 118 123 14-. 135 154 144 161 148 1II 160 16.4 169 F')
44' 45 I 18 56 23 73 27 89 33 109 39 125 1 46 137 I 53 147 , 60 158 I 69 168 75 179 1 85 188 I 94 199 104 298
14 39 51 49 '11 50 74 , 73 95 i 86 106' 100 11°1 108 .'•' 116 1''' 124 142' 130 '' 135 bin 147 154 155 178
46 3916 51 20 64 24 79 29 95 I 34 114 40 124 46 135 53 143 59 154 67 164 74 174 81 184 91 193
40' 35 45 43 5? 53 75 1 63 84 1 76 98 89 11;6 99 I [05 1 113 134 121 139' 128 111 1 135 tit. 140 161.
35 45 17 57 21 70.1 26 83 1 30 100 36 115 t 41 124 47 133 53 142: 59 151 1 66 160 1 72 169 79 177
59, it 1 40 39 5O 47 62 57 74 65 35 76 99' 91 II 9B : 105 '75 110 12R Il8 I r.'123 343 130 151
31 40 15 50 19 60 23 74 27 88 32 104 36 114 42 123 47 131 53 139 58 141 65 154 71 162
52' 27 35 45 42 55 ' 51 67 60 78 I 70 95 81 91 97 103 Iib 109 125 115 1.' 120 ' 11
27 35 45 17 55: 20 62 I 24 78 I 28 93 32 106 37 113 42 121 47 128 ' 52 136 58 144 63 151
54 1, 40 36 49 46 59 54 74 63 83 73 1='' 83 97 90 11 ' 95 'II 101 I 1 r 107 :2 99
2 108 12
24 32 40 15 49 18 58 22 70 25 82 29 95 33 105 37 112 42 119 47 124 52 133 57 140
22 29 35 44 , 41 53 17 64 I 58 74 65 84 75 90 83 3 89 II 94 11 99 113` 104 119
55' 22 29 36 44 16 53 19 60 1 23 74 : 26 86 30 98 34 104 38 III 42 II/ 47 123_1 51 130
26 32 40 40 44 55 51 56 59 7R 68 76 ,-i 83 95 88 ;'I 92 lOS 97 111
58' 20 26 32 46 48 18 57 2D 67 ' 24 77 27 89 31 91 34 103 38 109 12 116 46 122
60' 29 35 43 40 52 47 61 54 70 61 '3 69 r', 77 89 82 3` 86 ',1 90 105
23 29y 36 , 44 16 50 I 19 61 21 70 24 81 26 91 31 97 35 102 38 108 42 114,
77 33 40 47 41 54 49 54 56 11 63 71 8> 17 Bl 5.1 85 98
62' 16 1 21 21 33 40 47 17 55 , 19 62 22 73 25 83 26 90; 32 96 35 101, 38 106
• See pages 4 and 5 la available depths and profiles.Fd tiepins and prcliles not shown,contact your Rett.vla"Inimical representative ler assistance
. Rod n,jmte s refer to 1159;To131 Loan(114.
General Notes mewed from page 8
To she floor trusses: To she roof tresses:
Check troth total bad(100%IL)and Eve load(100%LL).When live load is not Check the appropriate snow load area(115%IL)or non-snow bad area
shown,total load'MR control.Total load values limit deflection to L/240.Live (125%IL)value to determine the maximum allowable total load,Total load
load values are based an the Commercial Floor Deflection Limit shown on (115%IL and 125%IL)values(loll truss deflection to L/180.
page 36.and assume a nailed floor system.Live load(100%LL)values may Consult local codes to verily deflection limits required for
be Increased with a glue-nailed floor system;contact your Redl3uitl'"technical specltio applications,
representative for assistance.
Tresses delivered to the jobslle are custom manufactured to resist only project specific application loads provided 8y the design professional.Actual trusses may not
be able to resist the maximum loads shown In life tables above,Ee'upsilons reoardlad alma!truss smelly contact roar Rvdguifl"technical rewesenlarive.
9
Cyclebar Tigard 17159 Date: 5/17/2017 onalci
OR
( (`) � oberts»
Dead load psf 20
lige loadpsf 20 Associates, Inc.
Consulting Engineers
RTU load (Ib) 1110
No.of joist for RTU 3
Joist capacity plf 136 Red -S,joist for 30' span, 16" deep
Reinf.Length ft 14
joist spacing 2,67
each joist load lb 370 RTU laod/no. of joist
joist base load plf 106.8 (DL+LL)*spacing
joist extra capacity 29.2 PLF
distrubuting the extra load for 14 ft (by reinforcing the joist) 14
load on joist 26.42857 <joist extra capacity,OK
Cyclebar Tigard OR 17159 Date: 5/17/2017 sheet { .�
Compression strut
Lay in ceiling wt. 2.5 psf Ronald
Mech.And Others 4 psf
extra wt. 2 psf I oberts
compression I
strut trib Associates, Inc.
length 4 ft Consulting Engineers
compression
strut trib
width 4 ft
ap 2.5 Table 13.5-1 or 13.6-1 (ASCE 7-10)Range 1-2.5(foot note)
SDs 0.72 Enercalc or Section 11.4.4
Unit Wt. 136 lb Wt.=total wt *(trib length*trib width)
Rp 2.5 Response modification factor Range(1-12) table 13.5-1 or 13.6-1
Ip 1 Importance factor Range(1-1.5)Section 13.1.3
Z 11 ft height of structure with respect to base to the attachment
H 16 ft Average Floor height with respect
Fp total 93.024 lb Seismic dei( should be> 799.80264 Ib, and< 4265.614
lb
Fb= ((0.4*ap*SDs*Wp)/(Rp/Ip))*(1+(2*Z/H))
Min. Unistrut P1000(column loading) w/unbraced length of 8 ft(96") 1660 lb
12GA wire(capacity=209 Ib) >Fp , OK
•
California Department of General Services• Division of the State Architect Interpretation of Regulations Document
MAXIMUM ALLOWABLE LOAD FOR IR 25-1
10 GAGE AND 12 GAGE WIRES
References. Revised 09-23-10
California Code or Regulations(CCR)Title 24 Revised 04-21-05
Part 2,California Building Code(CBC) Issued 09-01.99 as IR M-2
2001 CBC, Section 2501&5
2007 CBC, Sections 803.9.1 and 1614A.1.2
2010 CBC,Sections 803.9.1 and 1615A.1,2, 1610.1.2'
Discipline:Structural
This Interpretation of Regulations(IR)Is Intended for use by the Division of the State Architect(DSA)staff, and as a resource for
design professionals, to promote more uniform statewide criteria for plan review and construction inspection of projects within the
jurisdiction of DSA which includes State of California public elementary and secondary schools(grade K-12, community colleges
and state-owned or state-teased essential services buildings.This IR indicates en acceptable method for achieving compliance with
applicable codes and regulations,although other methods proposed by design professionals may be considered by DSA.
This IR Is reviewed on a regular basis and is subject to revision at any time. Please check the OSA web site for currently effective
IRs Only IRs listed In the document at htto://www.dgs.ca.clovidsa/ResaurcesiIRManual.asox at the time of plan submittal to DSA
are considered applicable.
'Indicates alternative 2010 CBC sections that may be used by community colleges,per 2010 CBC Section 1.9.2.2.
Purpose: The purpose of this IR is to clarify the allowable loads for mild steel wire.
1. Description. "Galvanized soft annealed mild steel wire," as defined in ASTM A641
(Class 1 Coating) is the wire referred to in this IR.
2. Basis of Design Strength. Based on tests which the Division of the State Architect
(DSA) has received to-date for this type of wire, an ultimate stress of 60,000 psi will be
used for #10 gage and #12 gage wire.
3. Design Value. Basic stress will be the ultimate stress divided by 2.5, or 24,000 psi.
Testing is not required when these values are used.
4. Diameter of Wire. #10 wire is 0.135 inches in diameter and a #12 wire Is 0.106
inches in diameter as shown by the U.S. Steel Wire Gage.
5. Allowable Load.
Wire Size Basic Load
#10 wire 343 lbs.
#12 wire 209 lbs.
6. Fabrication. When using twists on wire to develop the maximum allowable load, use a
minimum of 4 twists within 11/2", Three twists may be used to develop not more than one
half the above values.
7. Limitations.
7.1 These values are for tension only. Tearing of thin metal by wire must be considered.
If the specification requires a special wire, a higher allowable base load may be used,
subject to DSA approval.
DSA IR 25-1 Maximum Allowable Load for
(rev 09-23-10) 10 Gage and 12 Gage Wires Page 1 of 1