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Specifications S� Sroude-LkK CT ENGINEERING RECEIVED Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. MAY 2 2 .2019 206.285.4512 (V) 206.285.0618 (F) CITY OF IIGARD BUILDING DIVISION Structural Calculations Picnic Structure River Terrace - Tigard, OR 4° PNRf,f4, if‘ d�` 4REGoN� "7Fs T :v/08/2019 Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 Open Building (pitched roof) L= 17.33 B= 11.33 theta(degri 26.6 degree a= 3 ft A-eff= 42.8 SF p= ghGCN Mean Roof Height h = 11 ft Building &Structure Risk Category= II Wind Speed V= 110 MPH Exp = B Gust Factor, G = 0.85 KZ= 0.7 T-30.3-1 Topography factor KZ1= 1.00 Fig 26.8-1 Directionality factor Kd= 0.85 T-26.6-1 Velocity pressure qh= .00256 KZ KZt Kd V2 18.43 p= 15.67 CN CN = net pressure coeffi cient given in: -Fig. 30.8-1 for monosloped roof -Fig. 30.8-2 for pitched roof -Fig. 30.8-3 for troughed roof A(SF) CN P(psf) F per(Ib) F hor(lb) Zone1 0 1.3 -0.9 20.4 -14.1 0 0 0.0 0.0 Zone2 60.4 1.3 -0.9 20.4 -14.1 1375.464 -952.244 615.9 -426.4 Zone3 136.0 1.3 -0.9 20.4 -14.1 3096.73 -2143.89 1386.6 -959.9 Horizontal load 3.4 (kip) load per post=3.4 kip/4=0.85 kip=850 lbs Project Title: Engineer: Project ID: Project Descr: Wood Column File=R315238 River Terrace SRArch\PICNIC SHELTERIcalc.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.10.31 . Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: --None-- Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-16 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top Free, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 8.67 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width Wood Species Douglas Fir-Larch 5.50 in Allow Stress Modification Factors Wood Grade No.1 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb+ 1200 psi Fv 170 psi Area 30.250 in"2 Cf or Cv for Compression 1.0 Ix 76.255 inA4 Cf or Cv for Tension 1.0 Fb- 1200 psi Ft 825 psi ly 76.255 in"4 Cm:Wet Use Factor 1.0 Fc-PrIl 1000 psi Density 31.21 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NOS 15 3 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling about X-X Axis Y-Y(depth)axis: Fully braced against buckling about Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:56.843 lbs*Dead Load Factor AXIAL LOADS. . . vertical:Axial Load at 8.670 ft,D=0.490, S=1.225 k BENDING LOADS. . . Lat. Point Load at 8.670 ft creating Mx-x,W=0.850 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9968:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.850 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 2.602 in at 8.670 ft above base Applied Axial 0.5468 k for load combination:W Only Applied Mx -4.422 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,600.0 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.09298:1 Bending_ Compression Tension Load Combination +D+0.60W+H Location of max.above base 8.670 ft Applied Design Shear 25.289 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.02009 PASS 0.0ft 0.0 PASS 8.670 ft +D+L+H 1.000 1.000 0.01808 PASS 0.0 ft 0.0 PASS 8.670 ft +D+Lr+H 1.250 1.000 0.01446 PASS 0.0ft 0.0 PASS 8.670 ft +D+S+H 1.150 1.000 0.05093 PASS 0.0ft 0.0 PASS 8.670 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.01446 PASS 0.0 ft 0.0 PASS 8.670 ft +D+0.750L+0.750S+H 1.150 1.000 0.04213 PASS 0.0ft 0.0 PASS 8.670 ft +D+0.60W+H 1.600 1.000 0.9968 PASS 0.0 ft 0.09298 PASS 8.670 ft +D+0.750Lr+0.450W+H 1.600 1.000 0.7476 PASS 0.0ft 0.06973 PASS 8.670 ft +D+0.7505+0.450W+H 1.600 1.000 0.7484 PASS 0.0 ft 0.06973 PASS 8.670 ft Project Title: Engineer: Project ID: Project Descr: File=R:\15238 River Terrace SFWfch\PICNIC SHELTER\calc.e Wood Column Software copyright ENERCALC,INC.1983-2018,Build:10.18.10.31 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: --None-- Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 1.000 0.9967 PASS 0.0ft 0.09298 PASS 8.670ft +D+0.70E+0.60H 1.600 1.000 0.01130 PASS 0.0 ft 0.0 PASS 8.670 ft +D+0.750L+0.750S+0.5250E+H 1.600 1.000 0.03028 PASS 0.0 ft 0.0 PASS 8.670 ft +0.60D+0.70E+H 1.600 1.000 0.006779 PASS 0.0 ft 0.0 PASS 8.670 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+i{ 0.547 +D+L+H 0.547 +D+Lr+H 0.547 +D+S+H 1.772 +D+0.750Lr+0.750L+H 0.547 +D+0.750L+0.750S+H 1.466 +D+0.60W+H 0.510 0.547 4.422 +O+0.750Lr+0.450W+H 0.383 0.547 3.316 +D+0.750S+0.450W+H 0.383 1.466 3.316 +0.60D+0.60W+0.60H 0.510 0.328 4.422 +D+0.70E+0.60H 0.547 +D+0.750L+0.7505+0.5250E+H 1.466 +0.60D+0.70E+H 0.328 D Only 0.547 Lr Only L Only S Only 1.225 W Only 0.850 7.370 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 1.561 in 8.670 ft +D+0.750Lr+0.450W+H 0.0000 in 0.000 ft 1.171 in 8.670 ft - +D+0.750S+0.450W+H 0.0000 in -0:000 ft---- 1.171 in - 8.670 ft - +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 1.561 in 8.670 ft +D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 2.602 in 8.670 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Project Title: Engineer: Project ID: Project Descr: Wood Column File=R:\15238 River Terrace SF\Arch\PICNIC SHELTER\calc.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.10.31 . Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: --None-- Sketches 6: I 1.715k 1.715k I-1 tt l r .� is, Load 1 +X ori E1 6x6 I I ' 5.50 in M iTe k' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: RT PICNIC SHELTER ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K5756541 thru K5756542 My license renewal date for the state of Oregon is December 31,2019. ���Eo PROp ��5 NGINFc9 /O29 89200PE c 7 2!OREGONNtt a- 4f 14, _FRR I v -L ' :f%• February 21,2019 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 101 2-6=(-122) 417 6-3=(0) 267 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-522) 91 6-4=(-122) 417 WEBS: 2x9 KDDF STAND 3-4=(-522) 91 • • LOADING 4-5=( 0) 101 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -101/ 555V -46/ 46H 5.50" 0.89 KDDF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 7'- 9.5" -101/ 555V 0/ OH 5.50" 0.89 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ -2'- 0.0" Allowed = 0.200" • MAX TL DEFL = -0.011" @ -2'- 0.0" Allowed = 0.267" MAX TL DEFL - -0.011" @ 3'- 10.7" Allowed = 0.458" MAX LL DEFL = 0.010" @ 9'- 9.5" Allowed = 0.200" • MAX TL DEFL = -0.011" @ 9'- 9.5" Allowed = 0.267" 3-10-12 3-10-12 MAX TC PANEL LL DEFL = 0.009" @ 2'- 3.6" Allowed = 0.230" f I ' 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL = 0.006" @ 7'- 4.0" 6.00 M-5x6 Q 6.00 MAX HORIZ. TL DEFL = 0.009" @ 7'- 4.0" 35.0" Design conforms to main windforce-resisting I 1 system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 6 o M-5x6 0 0 2 4 0 1 - 3.00 3.00 12 12 k . b )' b • 2-00 3-10-12 3-10-12 2-00 J, b 7-09-08 ���Q,ED PROFFss z.,.../ .r.....,�NG�NEF9 /02k< 89200PE JOB NAME : RT PICNIC SHELTER - T2 Scale: 0.5059 i .4111111k5.5:--- -----" Scale: WARNINGS: GENERAL NOTES, unless otherwise noted: 0 CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -y 47 OREGON Ok �Lr Truss: T2 and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2v4 cornweb'rectomust be installed where shown+. Incorporation of component is the responsibility of the building designer. A pression g 2.Design assumes the lop and bottom chords to be laterally braced at /Q '� A ZO 3.Additional temporary bracing to insure stability during construction S.o.c.and at 10f o.c.respectively unless braced throughout(heir length by 't t (�P is the responsibility of the erector.Additional permanent'Aping of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .J DATE: 2/21/2019 the overall structure is the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where shown++ 'R R I_r SE K 5 7 5 6 5 41 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. 7� 4•• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"of use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes PI bearing at all supports shown.Shim or wedge if 5.CompuTrushasnocontroloverandassumesnoresponsibilityformenecescary. EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both lams of truss,and placed so their center February 21,2019 TPI rTCA in SCSI,copies of which wall be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(IL)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC • Lf.4BER SPECIFICATIONS ,. TRUSS SPAN 7'- 9.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ^ ' Tl 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-50) 243 6-3=(0) 168 BQ 2x4 KDDF #1&BTR , SPACED 24.0" O.C. 2-3=(-343) 52 6-4=(-50) 243 WE$S: 2x4 KDDF STAND �,:, 3-9=(-393) 52 i;. LOADING 4-5=) 0) 101 TC LATERAL SUPPORT <= 12"OC. DON. j LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 1 DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OV'SRHANGS: 24.0" 24.0" )': LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -118/ 555V -50/ 50H 5.50" 0.89 KDDF ( 625) , Cs=1, Ce=1, Ct=1.1, I=1 7'- 9.5" -118/ 555V 0/ OH 5.50" 0.89 KDDF ( 625) M-.1..5x4 or equal at non-structural ,i vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I- REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IYOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.011" @ -2'- 0.0" Allowed = 0.267" • MAX LL DEFL = 0.010" @ 9'- 9.5" Allowed = 0.200" MAX TL DEFL = -0.011" @ 9'- 9.5" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.009" @ 5'- 5.9" Allowed = 0.238" MAX TC PANEL TL DEFT. = 0.011" @ 1'- 11.1" Allowed = 0.358" SEASONED LUMBER IN DRY SERVICE CONDITIONS i li MAX HORIZ. LL DEFL = -0.001" @ 7'- 4.0" 310-12 3-10-12 MAX HORIZ. TL DEFL = 0.002" @ 7'- 4.0" 12 1 12 6.00 M-5x6 -S:16.00 Design conforms to main windforce-resisting :'i system and components and cladding criteria. ..I 3 5 O.r '.i '� '( Wind: 140 mph, h=20.2ft, TC0L=4.2,BCDL=6.0, ASCE 7-10, I I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, i,J Truss designed for wind loads in the plane of the truss only. 1.1 0 I ® o t o w 1 f o O 2 6 1 O 1 M-3x9 M-1.5x3 M-3x4 y • b l 3-10-12 3-10-12 * * 2-00 y 7-09-08 y 2-00 '(<-`‘ ' < c,D PROFFss , ``0``NG'NE .'S' /02 ` ' ;9200P ter' JOB NAME : RT PICNIC SHELTER - Ti Scale: 0.5184 / "APP - WARNI1.Builder GENERAL NOTES, unless otherwise noted,meter T1 OREGON to 1.BWltler antl erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and Is for an individual 7 Truss: Ti and Warnings before construction commences. building component.Applicability of design parameters and t from tis the re yoproper9 igner. 2.294 compression web bracing must be installed where shown e. 4.- incorporation ion o component sponsibil t me building des A 1' 3.AtldBional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be throughoutty braced at /O +T 14 t �O� �+ is me responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced their length by DATE: 2/21/2019 this the rrallstruct is the responsibility of building tle continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). VP pont ly a g signer. 3.29 Impact bridging or lateral bracing required where shown v a -R R I I-\- SEQ.: K5 7 5 6 5 4 2 4.No load should be coapplied to any component until after all bracing and 4.Installation of truss is the responsibilky of the respective contractor. (� fasteners are complete antl at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"of use. T 2ANS I D: LINK design loads be applied to any component. s.cam Tma has no control over and assumes no re 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 pu aponsibilhy for the ssary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 21,2019 6.This design os furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPI/WICA in BCSI,copies of which will be furnished upon request. lines nide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8)1L)-E 10.For basicconnector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4- Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury rim Dimensions are in ft-in-sixteenths. I? Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'1/16 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 3WIUM_ bracing should be considered. I ,.a_ iL\ O 3. Never exceed the design loading shown and never 1pjsieq,o,:) cc stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building C7-8 c6-7 C5-6F- designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0- 118'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. P 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSITTPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that .4, Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 401=0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI m.-=_-.4 _ ,k, 18.Use of green or treated lumber may pose unacceptable �8 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. re kg. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 13'-10" r O. 2X6 TOP CHORDS 6 : 12 3 : 12 ..,--- 1-- 3 : 12 - - = i_ a) ti 6 : 12 . . . 0 P 0 0 0 ....1 Co N , I— / / BEVELED BLOCKING I � INSIDE AND OUTSIDE 1 OF 5.5" BEAMS ►� CONFORMS TO DESIGN CONCEPT Q CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH 11 CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED REVISIONS AS SHOWN 0 NON-CONFORMING-REVISE&RESUBMIT 0 NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE TIIS THE DDRIWN CONCEPT ONLY AND DOES NOT NERILVE THE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE -'" <: WITHITHEDDESIGNOD OF RESPONSIBILITY FOR CONFORMANCE THEFABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE WITHDRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE PRIORITY --- - PRIORITY OVER THIS SHOP DRAWING. OVER THIS SHOP DRAWING. By Calaa O'Donnell By: Truc That Date. _ _ Date 2/25/19 CT ENGINEERING INC MILBRANDT ARCHITECTS ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 02/25/19 NLY.REFER TO TRUSS CALCLACEMENT ULATIONS AND ENGINEERED STRUCTURAL PROJECTCNTITLE: REVISION-1: DRAWINGS FOR ALL FURTHER RT PICNIC SHELTERINFORMATION.ULATI FUST umber DESIONSIBLE FOR AL OF RECORD paciff PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY.' REVISION-2: TO TRUSS CONNECTIONS.BUILDING _ PICNIC SHELTER / CHECKED BY: DESIGNEWENGINEEROFRECORDTO ......_______:4______.______ & TRUSS COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. s RIVER TERRACE 1/4"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss.