The URL can be used to link to this page

Specifications (2) s � 3vr°zoo CC ' • 7905 st,) Go viZst STRUCTURAL CALCULATIONS • Office Building for National Safety Group SW Gonzaga Street Tigard, Oregon for DiBenedetto/Thomson /Livingstone Architects 0106 NW Gibbs Street Portland, Oregon 97239 mac James G. Pierson, Inc. Since 1945 : - � y �NGINEE�G✓ '? James G. Pierson, Inc. Consulting Structural Engineers • 320 S.W. STARK SUITE 535 PORTLAND, OR. 97204 • (503) 226 -1286 FAX 226 -3130 • ' I - May I, 2009 I l • Tigard, Oregon Design Data: 2007 OSSC Roof Loads: 15 psf Dead Load 25 psf Uniform Live Load (snow) Snow Drifting per ASCE -7. Ground Snow Load = 25 psf. Floor Loads: 50 psf (Office) Live Load 20 psf Partition Allowance 15 psf Uniform Dead Load Lateral Loads: Wind @ 95 mph Wind Zone Exposure B (3 Sec.) Seismic Class D,Sds = 0.77g per ASCE 7 -05 Foundation Design: Soil Bearing Pressure = 1,500 psf Assumed) Structural Narrative Task: New two story wood framed office building. Roof is press -plate trusses with a mechanical zone. Floor Framing is wood I-joists with glu -lam girders. Floor is concrete slab on grade. The lateral system is plywood sheathed exterior and interior wood walls. • I A 1 Design Properties Concrete: Minimum compressive strength of concrete shall be: 3000 psi for walls, footings and other concrete 3500 psi for concrete slabs on grade Reinforcing Steel: Rebar ASTM A615 Grade 60. Bars of #4 and smaller size may be Grade 40. Welded wire mesh ASTM A -185. Glulam Wood Members: Glue Laminated Beams Douglas Fir complying with AITC 117 design standard. Provide standard camber of 3500 foot radius for beams not otherwise noted. Wood: Lumber grades as follows, except as noted on drawings: Joist, rafters & 4 inch nominal beams #2 grade douglas fir Posts & 6 inch nominal beams #1 grade douglas fir 2x4 framing & studs Stud grade douglas fir 2x6 larger studs #2 grade douglas fir Bucks, blocking and bridging #3 grade douglas fir Plates & sills on concrete Pr. Tr. Douglas fir 2x6 decking Comm. Grade d.f. or hem -fir Roof, wall and floor sheathing shall be APA rated sheathing Exposure 1, CDX plywood with exterior glue, or equivalent OSB. See drawings for panel index, installation, and nailing requirements. Nailing indicated on drawings to be with common nails. Shearwall sheathing shall be installed with joints blocked unless otherwise noted. Use exterior type plywood for exposed locations such as soffits. Nail all members with minimum nailing to conform to table #23- II -B -1 of the 1997 UBC and increase where indicated. Fasteners and hangers noted on the drawings are model numbers of "Simpson Strong - • Tie Company, Inc." and may be replaced with equivalent models by other companies having equivalent properties and strengths. Install all connectors in accordance with the manufacturer's recommendations with nailing in all available holes. Cutting or notching of beams, joists, rafters and columns not allowed without prior approval. Joists and rafters may have a circular hole not exceeding 15% of depth drilled at center of member. Studs in bearing walls may be notched not exceeding 25% of depth at top and bottom 1/5 of height or may have a circular hole not exceeding 1/3 of member depth drilled at center at any height. l y Design Properties P Concrete: Minimum compressive strength of concrete shall be: 3000 psi for walls, footings and other concrete 3500 psi for concrete slabs on grade Reinforcing Steel: Rebar ASTM A615 Grade 60. Bars of #4 and smaller size may be Grade 40. Welded wire mesh ASTM A -185. Glulam Wood Members: Glue Laminated Beams Douglas Fir complying with AITC 117 design standard. Provide standard camber of 3500 foot radius for beams not otherwise noted. Wood: Lumber grades as follows, except as noted on drawings: Joist, rafters & 4 inch nominal beams #2 grade douglas fir Posts & 6 inch nominal beams #1 grade douglas fir 2x4 framing & studs Stud grade douglas fir 2x6 larger studs #2 grade douglas fir Bucks, blocking and bridging #3 grade douglas fir Plates & sills on concrete Pr. Tr. Douglas fir 2x6 decking Comm. Grade d.f. or hem -fir Roof, wall and floor sheathing shall be APA rated sheathing Exposure 1, CDX plywood with exterior glue, or equivalent OSB. See drawings for panel index, installation, and nailing requirements. Nailing indicated on drawings to be with common nails. Shearwall sheathing shall be installed with joints blocked unless otherwise noted. Use exterior type plywood for exposed locations such as soffits. Nail all members with minimum nailing to conform to table #23- II -B -1 of the 1997 UBC and increase where indicated. Fasteners and hangers noted on the drawings are model numbers of "Simpson Strong - Tie Company, Inc." and may be replaced with equivalent models by other companies having equivalent properties and strengths. Install all connectors in accordance with the manufacturer's recommendations with nailing in all available holes. Cutting or notching of beams, joists, rafters and columns not allowed without prior approval. Joists and rafters may have a circular hole not exceeding 15% of depth drilled at center of member. Studs in bearing walls may be notched not exceeding 25% of depth at top and bottom 1/5 of height or may have a circular hole not exceeding 1/3 of member depth drilled at center at any height. 1 l DESIGN VALUES FOR DOUGLAS FIR -LARCH 2005 NDS DESIGN VALUES Grade Bending Tension Shear Parallel to Compression Compression Modulus of Fb Parallel to Grain Fv Perpendicular Parallel to Grain Elasticity E Grain Ft to Grain Fc Fc #2 900 575 95 625 1,350 1,600,000 Stud 700 450 95 625 850 1,400,000 Table 4a - BASE DESIGN VALUES FOR VISUALLY GRADED DOUGLAS FIR -LARCH LUMBER Grade Bending Tension Shear Parallel to Compression Compression Modulus of Fb Parallel to Grain Fv Perpendicular Parallel to Grain Elasticity E Grain Ft to Grain Fc Fc #1 1,350 675 85 625 925 1,600,000 Beams #1 1,200 825 85 625 1,000 1,600,000 Posts Table 4d - DESIGN VALUES FOR VISUALLY GRADED TIMBERS (> 5" x 5 ") DOUGLAS FIR -LARCH DESIGN VALUE IN BENDING "Fb" psi Size (Joists) Normal Duration Snow Loading 7 -day Loading Modulus of (1.15) (1.25) Elasticity E psi 2x4 (Stud) 885 1,020 1,100 1,400,000 2x6 1,350 1,550 1,680 1,600,000 2x8 1,240 1,430 1,550 1,600,000 2x10 1,340 1,310 1,425 1,600,000 2x12 1,035 1,190 1,295 1,600,000 VALUES FOR JOIST AND RAFTERS - VISUALLY GRADED LUMBER (Size Factor and Repetitive included) Grade Bending Tension Shear Parallel to Compression Compression Modulus of Fb Parallel to Grain Fv Perpendicular Parallel to Grain Elasticity E Grain Ft to Grain Fc Fc 20F -V8 2,000 1,000 165 590 1,600 1,700,000 24F -V8 2,400 1,100 165 650 1,650 1,800,000 Table - ALLOWABLE UNIT STRESSES FOR STRUCTURAL GLUED - LAMINATED TIMBER r1 4, r 1 - a ki, -_ `-'• - I Fti�i Fes - - --0 � I ■I ■ ■ ■■■ ■ ■ ■■■ 1010■■ ®� ...1111.111101.11111......1111.111101.11111.....M1111 ®3 /4 I rM� a . _ 1•11•1111111111111•111111111111111=1 ... �. n■■■■■i■■■ •••••••101 IlMell ■1101010.10 ■■ ■■■10.11■ ■■ Ifi■ • MI= IF 11■ ■ ■ ■ ■I ■10■ ■1010 ■ ■ ■ ■ ■I ■i....l■a.■�i■.0 ■. ■. - — - � ■� 2 _ 1 ' C�1 ILASON • 1.04.1 - _ zi :1:: WM Ei i i, ■M)■ ' R . f i C _ 5/11 iNC� oar i I ! Nce--2 I PO-) I I b b b b ® Rf 1 16y1 .. R0 l te►= Ll = 25 Ps ( 15 NSF 1 011-al Attu z )L4 g�f X02 CI se&' 4 (rz_ tti AI 's (Eve1� -1mr (0013,1) 2 � de l \16)'yS qq) Di-, (G5 a LL rr z&.4 J � w = 13' Ft +y e, ek4t 1\„ ( Ve<11‹ w; 137 - use 6 k Ilea dlt q.4 At fOD.Z e L cx10 I�Pk�et Project Job no James G. Pierson, Inc. w ;1` c { 'D Consulting Structural Engineers Loca" "" Date 2/12-P1 320 S.W. Stark, Suite 535 Portland, Oregon 97204 Tel: (503) 226 -1286 Fax: (503) 226 -3130 �1e "t Sheet no. Dp l.- R-1 r James G. Pierson, Inc. Title : Job # Consulting Structural Engineers Dsgnr: a James G. Pierson, Inc. 320 SW Stark #535 Project Desc.: _ ®/ Portland, OR 97204 Project Notes : 503 226 1286 fax 503 - 226 -3130 www.jgpierson.com Pr,nlea I MAY 2000, 1002AM File: i:\Documents and Settings \Golberg1My Documents\ENERCALC Data Filesldlt willamette dental - gonzaga.ec6 Wood Beam Design ENERCALC, INC. 1983-2008, Ver: 6.0.21 Lic. # : KW- 06001615 License Owner : JAMES G. PIERSON INC. Description : Roof Exterior Header Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Fb - Tension 900 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 900 psi Ebend- xx 1 600 ksi Fc - PrIl 1350 psi Eminbend - xx 580ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.465) Lr(0 775) • i • I • i 5 . 4x12, Span = 5.50 ft Applied Loads Service loads entered Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.0250 ksf, Tnbutary Width = 31.0 ft . DESIGN. SUMMARY._ . _ . Desi•nOK ;Maximum Bending Stress Ratio = 0.775 1 Maximum Shear Stress Ratio = 0.480 : 1 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 767.52 psi fv : Actual = 86.35 psi • FB : Allowable = 990.00psi Fv : Allowable = 180.00 psi Load Combination +D+Lr +H Load Combination +D+Lr +H Location of maximum on span = 2.750ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection = 0.024 in • Max Upward L +Lr +S Deflection = 0.000 in Live Load Deflection Ratio = 2726 i Max Downward Total Deflection = 0.039 in i Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1692 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb-design Fb -allow Vactual fv -design Fv -allow Length = 5.50 ft 1 0.294 0.182 1.79 291.20 990 00 0.86 32 76 180 00 +D+L+H Length = 5 50 ft 1 0 294 0.182 1.79 291 20 990.00 0.86 32 76 180.00 +D+Lr+H Length = 5.50 ft 1 0.775 0.480 4 72 767 52 990.00 2 27 86.35 180 00 40+541 Length = 5 50 ft 1 0 294 0182 1.79 291.20 990.00 0 86 32.76 180.00 +D+O 750Lr+0 750L+H Length = 5.50 ft 1 0.655 0 405 3 99 648 44 990.00 1 91 72.95 180 00 +D+0.750L+0.750S+H Length = 5.50 ft 1 0.294 0.182 1.79 291.20 990 00 0 86 32 76 180 00 +D +W+H Length = 5.50 ft 1 0 294 0.182 1 79 291.20 990.00 0 86 32.76 180 00 (22' James G. Pierson, Inc. Title : Job # Consulting Structural Engineers Dsgnr: r 320 SW Stark #535 Project Desc.: 6 James G. Pierson, Inc. d, 97204 ▪ NorNEC 503- 226 Portlan OR fax 503-226-3130 Project Notes www.iqpierson.com Pnnted• 1 MAY 2009,1002AM Wood Beam Design File: i:IDocuments and Settings\Golberg\My Doc Data Filesldlt willamette dental - gonzagaec6 ENERCALC, INC. 1983-2008, Ver: 6 0.21 `' Lic. # : KW- 06001615 License Owner : JAMES G. PIERSON INC. Description : Roof Exterior Header Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb-design Fb -allow Vactual tv -design Fv -allow +D+0.70E+H Length = 5.50 ft 1 0.294 0.182 1.79 291 20 990.00 0.86 32.76 180 00 +D+0.750Lr+0 750L+0.750W+H Length = 5 50 ft 1 0 655 0.405 3.99 648 44 990 00 1.91 72 95 180 00 +D+0.750L+0.750S+0 750W+H Length = 5 50 ft 1 0 294 0.182 1.79 291.20 990.00 0 86 32.76 180 00 +D+0.750Lr+0.750L+0 5250E+H Length = 5.50 ft 1 0 655 0.405 3 99 648.44 990.00 1.91 72 95 180 00 +D+0 750L+0.750S -0 5250E+H Length = 5.50 ft 1 0.294 0.182 1.79 291.20 990.00 0.86 32 76 180.00 +0 60D +W+H Length = 5 50 ft 1 0.176 0.109 1 07 174 72 990.00 0.52 19 66 180 00 +0 60D+0.70E+H Length = 5.50 ft 1 0.176 0.109 1.07 174.72 990 00 0.52 19.66 180 00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. ° +" Deft Location in Span D+L+Lr 1 0.0390 2.778 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max Upward Deft Location in Span D Only 1 0.0148 2 778 0.0000 0 000 Lr Only 1 0 0242 2 778 0.0000 0 000 D+L+Lr 1 0.0390 2.778 0 0000 0.000 Maximum Vertical Reactions-- Unfactored Support notation Far left is #1 Support & Load Combination Support Reaction Support 1, (D+L+Lr) 3.434 k Maximum Vertical Reactions - Unfactored Support notation Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 3.434 3.434 D Only 1.303 1.303 Lr Only 2.131 2 131 D+L+Lr 3.434 3.434 Q3 James G. Pierson, Inc. Title : Job # ' e Consulting Structural Engineers Dsgnr: 1 James G. Pierson, Inc. 320 SW Stark #535 Project Desc.: Portland, 97204 Project Notes : F 503- 226 -12828 6 fax 503 - 226 -3130 www.igpierson.com Pnnted 16 FEB 2009, 3 25PM File. i:\Documents and SettingslGolber Documents 1ENERCALC Data Ftlesldlt willamette dental - gonzaga ec6 Steel B earn D esign ENERCALC, INC. 1983-2008, Ver: 6.0.21 Lic. # : KW- 06001615 License Owner : JAMES G. PIERSON INC. Description : Roof Girder - Grid C3 to C4 Material Properties Calculations per IBC 2006, CBC 2007, 13th AISC Analysis Method : Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral- torsion buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 D(0.585) Lr0.975) t • i • _. i • o • W16X36, Span = 22 50 ft A I . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.5850, Lr = 0.9750 k /ft, Tributary Width =1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.633:1 Maximum Shear Stress Ratio = 0.191 : 1 Section used for this span W16X36 Section used for this span W16X36 Mu : Applied 101.002 k -ft Vu : Applied 17.9559 k ; Mn / Omega : Allowable 159.681 k -ft Vn /Omega : Allowable 93.810 k Load Combination +D+Lr+H Load Combination +D+Lr +H Location of maximum on span 11.250ft Location of maximum on span 0.000 ft . Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection • Max Downward L +Lr +S Deflection 0.436 in Max Upward L +Lr +S Deflection 0.000 in Live Load Deflection Ratio 618 Max Downward Total Deflection 0.714 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 378 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Omega *Mnx Cb Rm Va Max Vnx Omega'Vnx Overall MAXimum Envelope Dsgn L = 22.50 ft 1 0.633 0.191 10100 101.00 266 67 159.68 1.00 1.00 17 96 140 72 93 81 +D Dsgn. L = 22 50 ft 1 0.246 0 074 39.30 39.30 266.67 159.68 1.00 1 00 6 99 140.72 93.81 +D+L+H Dsgn L = 22.50 ft 1 0 246 0 074 39 30 39.30 266 67 159 68 1 00 1 00 6.99 140.72 93.81 +D+Lr+H Dsgn. L = 22.50 ft 1 0.633 0.191 10100 101 00 266.67 159.68 1 00 1.00 17.96 140 72 93.81 +D +S+}I Dsgn L = 22.50 ft 1 0 246 0 074 39.30 39.30 266.67 159 68 1.00 1.00 6.99 140.72 93.81 +D+0.750Lr+0 750L+H Dsgn. L = 22 50 ft 1 0 536 0.162 85.58 85 58 266 67 159.68 1.00 1.00 15.21 140 72 93.81 . +D+0.750L+0.750S+H Dsgn. L = 22.50 ft 1 0 246 0 074 39.30 39.30 266 67 159.68 1 00 1 00 6.99 140.72 93.81 Dsgn. L = 22 50 ft 1 0.246 0.074 39.30 39.30 266.67 159.68 1.00 1.00 6.99 140.72 93 81 . +D+0.70E+11 Dsgn L = 22.50 ft 1 0 246 0.074 39 30 39.30 266 67 159 68 1.00 1 00 6.99 140 72 93.81 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 22.50 ft 1 0.536 0.162 85.58 85 58 266.67 159.68 1 00 1.00 15.21 140.72 93 81 +0+0.7501_+0.750S+0.750W+H Dsgn. L = 22 50 ft 1 0.246 0.074 39.30 39 30 266 67 159.68 1.00 1 00 6.99 140.72 93.81 +D+0.750Lr+0.750L+0 5250E+H Dsgn L = 22.50 ft 1 0.536 0.162 85 58 85 58 266.67 159 68 1.00 1.00 15.21 140.72 93.81 +D+0.750L+0.750S+0 5250E+H Qa James G. Pierson, Inc. Title : Job # al P Consulting Structural Engineers Dsgnr: � 320 SW Stark #535 Project Desc.: • James G. Pierson, Inc. p 04 Project Notes a ax 503-226-3130 ▪ '''►►+��"'►►+•••......... - www.igpierson.com Printed. 16 FEB 2009, 325PM File: i:lDocuments and Settin DocumentslENERCALC Data Files'lll willamette dental - gonzaga.ec6 Steel Bearn Design ENERCALC, INC. 1983-2008, Ver: 6.0.21 • Lic. # : KW- 06001615 License Owner : JAMES G. PIERSON INC. Description : Roof Girder - Grid C3 to C4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Omega`Mnx Cb Rm Va Max Vnx Omega'Vnx Dsgn. L = 22.50 ft 1 0.246 0.074 39.30 39 30 266.67 159.68 1.00 1.00 6.99 140 72 93.81 +0.60D +W+H Dsgn. L = 22.50 ft 1 0148 0 045 23.58 23.58 266.67 159 68 1.00 1.00 4.19 140.72 93.81 +0.60D+0.70E+H Dsgn. L = 22.50 ft 1 0148 0.045 23.58 23.58 266.67 159 68 1 00 1 00 419 140.72 93.81 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "Defl Location in Span Load Combination Max. " +' Defl Location in Span D+L+Lr 1 0.7141 11.363 0.0000 0 000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Deft Location in Span Max. Upward Defl Location In Span D Only 1 0.2779 11.363 0.0000 0.000 Lr Only 1 0.4362 11363 0 0000 0.000 D+L+Lr 1 0 7141 11.363 0 0000 0.000 Vertical Reactions - Unfactored Support notation . Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 17.956 17.956 D Only 6.987 6.987 Lr Only 10.969 10.969 D+L+Lr 17.956 17.956 Steel Section Properties : W16X36 Depth = 15.900 in I xx z 448.00 inA4 J = 0.545 in"4 Web Thick = 0.295 in S xx 56.50 inA3 Cw = 1,460.00 inA6 Flange Width = 6.990 in R xx = 6 510 in Flange Thick = 0.430 in Zx = 64.000 iO3 Area = 10.600 i02 I yy = 24.500 in"4 Weight = 36.082 plf S yy = 7.000 inA3 Wno = 27.000 inA2 Kdesign = 0 832 in R yy = 1.520 in Sw = 20.300 inA4 K1 = 0.750 in Zy = 10.800 inA3 Of = 11.100 inA3 rts = 1.830 in rT = 1 790 in Qw - 31.600 inA3 Ycg = 7.950 in (Z5 0 1 i . 1/1 RICH FLOOR SHEATHING SCHEDULE • vot •I eve Typical Floor Joist by W YO,hocuaor 14" TJ I ® /L90 @ 24" o/c JJ -Beam® 6 35 Serial Number User2 4/29/20093:1543PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version 6.350 CONTROLS FOR THE APPLICATION AND LOADS LISTED • El ; 1 El d 20.8•• /1 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20 0 Partition SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live/Dead/Uplift/Total 1 Glulam or solid 6.75" Hanger 1043 / 730 / 0 / 1773 1 14.00" N/A Top Mount None sawn lumber beam Hanger 2 Stud wall 5.50" 4.25" 1024 / 717 / 0 / 1741 N/A N/A N/A End, Rim 1 Ply 1 1/4" x 14" 0.8E TJ- Strand Rim Board® HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger BA3.56/14 0/12 0 N/A No 0 Douglas Fir - Nailing for Support 1. Face: 10 -10d , Top 6 -10d , Member 2 -N10 DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 1677 1677 2125 Passed (79 %) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1677 1677 1885 Passed (89 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 8271 8271 11430 Passed (72 %) MID Span 1 under Floor loading Live Load Defl (in) 0 368 0.400 Passed (L/643) MID Span 1 under Floor loading Total Load Defl (in) 0.626 0.986 Passed (U378) MID Span 1 under Floor loading TJPro 48 35 Passed Span 1 - Deflection Criteria: STANDARD(LL.0.400 ",TL:1J240). - iLevel® maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". - Deflection analysis is based on composite action with single layer of 7/8 ", 1" Panels (32" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 11" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. PROJECT INFORMATION: OPERATOR INFORMATION: Willamette Dental - Tigard Peder Golberg James G Pierson, Inc. 320 SW Stark #535 Portland, OR 97204 Phone : 503-226-1286 Fax : 503-226-3130 peder@jgpierson.com Copyright O 2009 by iLevel ®, Federal way, WA TJI® and TJ -Beam® are registered trademarks of iLevel ®. e -I Joist °,Pro° and TJ -Pro are trademarks of iLevel ®. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. Liz. e „ Yeve Typical Floor Joist by Wayeihaeu.nr 14" TJI ® /L90 @ 24" o/c TJ- Beam 6 35 Serial Number User 2 4/29/2009 3.15 44 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Paget Engine Version 6 35 0 CONTROLS FOR THE APPLICATION AND LOADS LISTED ''TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 7/8 ", 1" Panels (32" Span Rating) decking The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value 1 97 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an'Level® Associate -Not all products are readily available Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Willamette Dental - Tigard Peder Golberg James G. Pierson, Inc 320 SW Stark #535 Portland, OR 97204 Phone . 503-226-1286 Fax • 503 - 226 -3130 peder@tgpierson.com Copyright m 2009 by iLevel ®, Federal Way, WA. TJI® and TJ -Beam® are registered trademarks of iLevel ®. e -I Joist °,Pro° and TJ -Pro are trademarks of iLevel®. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. rL-3 • '1 • e%J Typical Floor Joist by • WoYa , hao.o. 14" TJI ® /L90 @ 24" o/c TJ- Beam 6.35 Serial Number User..2 4/29/200931545 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 3 Engine Version: 6 35 0 CONTROLS FOR THE APPLICATION AND LOADS LISTED `Load Group: Primary Load Group 19' 8.74" Max. Vertical Reaction Total (lbs) 1773 1741 Max. Vertical Reaction Live (lbs) 1043 1024 Selected Bearing Length (in) 4.25(W) Max. Unbraced Length (in) 71 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 690 -685 Max Shear at Support (lbs) 690 -690 Member Reaction (lbs) 690 690 Support Reaction (lbs) 730 717 Moment (Ft -Lbs) 3406 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1677 -1663 Max Shear at Support (lbs) 1677 -1677 Member Reaction (lbs) 1677 1677 Support Reaction (lbs) 1773 1741 Moment (Ft -Lbs) 8271 Live Deflection (in) 0.368 Total Deflection (in) 0.626 PROJECT INFORMATION: OPERATOR INFORMATION: Willamette Dental - Tigard Peder Golberg James G. Pierson, Inc. 320 SW Stark #535 Portland, OR 97204 Phone : 503-226-1286 Fax 503 - 226 -3130 peder @jgpierson.com Copyright O 2000 by iLevel ®, Federal Way, WA TJI® and TJ -Beam® are registered trademarks of iLevel ®. e -i Joist.`, Pro. and TJ -Pro are trademarks of iLevel ®. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. rit James G. Pierson, Inc. Title : Job # y` = Consulting Structural Engineers Dsgnr: ' James G. Pierson, Inc. 320 SW Stark #535 Project Desc.: • _ ®/ Portland, OR 97204 Project Notes 503-226-1286 fax 503 - 226 -3130 www.jgpierson.com Pnnted 1 MAY 2000, 1003AM Wood Beam Design File: i:lDocuments and SettingslGolberglM Documents)ENERCALC Data Filesldlt willamette dental - gonzaga.ec6 ENERCALC, INC. 1983 -2008, Ver: 6 0.21 Lic. # : KW- 06001615 License Owner : JAMES G. PIERSON INC. Description : Floor Exterior Header Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Fb - Tension 900 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling ■ D(0 165) L(0 44) i i • ■ • • • C) L\ 4x12, Span = 5.50 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 11.0 ft . DESIGN SUMMARY _ . Desi • n OK ;Maximum Bending Stress Ratio = 0.381: 1 Maximum Shear Stress Ratio = 0.236 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 377.25 psi fv : Actual = 42.44 psi • FB : Allowable = 990.00psi Fv : Allowable = 180.00 psi ' I Load Combination +D+L+H Load Combination +D+L +H Location of maximum on span = 2.750ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 ' 'Maximum Deflection Max Downward L +Lr +S Deflection = 0.014 in i Max Upward L +Lr +S Deflection = 0.000 in Live Load Deflection Ratio = 4802 Max Downward Total Deflection = 0.019 in Max Upward Total Deflection = 0.000 in ' Total Deflection Ratio = 3442 ' Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values _ Summary of Shear Values Segment Length Span # M V Mactual fb -design Fb -allow Vactual fv- design Fv -allow +D Length = 5.50 ft 1 0.108 0 067 0.66 106 82 990.00 0.32 12 02 180.00 +D+L+H Length = 5.50 ft 1 0 381 0.236 2.32 377 25 990.00 1.11 42.44 180 00 +D+Lr+H Length = 5 50 ft 1 0.108 0.067 0 66 106.82 990.00 0.32 12.02 180 00 • +D +S+H Length = 5.50 ft 1 0.108 0 067 0.66 106 82 990 00 0.32 12.02 180 00 sO+0.750Lr+0.750L+H . Length = 5.50 ft 1 0 313 0194 1.91 309 64 990 00 0.91 34 83 180 00 +D+0.750L+0.750S+H Length = 5.50 ft 1 0 313 0.194 1 91 309.64 990 00 0 91 34 83 180.00 +D+W+H Length = 5.50 ft 1 0 108 0.067 0 66 106 82 990.00 0 32 12.02 180.00 Pt--S James G. Pierson, Inc. Title : Job # ' Consulting Structural Engineers Dsgnr: 320 SW Stark #535 Project Desc.. James G. Pierson, Inc. Portland, OR 97204 . Nty, 503-226-1286 fax 503 - 226 -3130 Project Notes www.jgpierson.com Printed 1 MAY 2009 1003AM File: i:\Documents and Settings \Golberg\My Documents \ENERCALC Data Filesldlt willamette dental - gonzaga.ec6 Wood Beam Design ENERCALC, INC. 1983-2008, Ver: 6.0.21 Lic. # : KW- 06001615 License Owner : JAMES G. PIERSON INC. Description : Floor Exterior Header Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb- design Fb -allow Vactual fv- design Fv -allow +O+O.70E+H Length = 5.50 ft 1 0.108 0 067 0 66 106.82 990 00 0.32 12 02 180.00 +0+0.750Lr+0.750L+O.750W+H Length = 5.50 ft 1 0.313 0194 1.91 309.64 990.00 0.91 34 83 180 00 +0+0 750L+0 750S+0.750W+H Length = 5 50 ft 1 0 313 0.194 1 91 309.64 990 00 0 91 34.83 180.00 +D+O 750Lr+0 750L+0.5250E+H Length = 5.50 ft 1 0 313 0.194 1 91 309 64 990.00 0 91 34 83 180 00 +D+0.750L+0.750S+0.5250E+H Length = 5.50 ft 1 0.313 0.194 1 91 309.64 990.00 0.91 34.83 180 00 +0 60D +W+H Length = 5 50 ft 1 0.065 0 040 0.39 64.09 990 00 019 7.21 180.00 +0.60D+0.70E+H Length = 5.50 ft 1 0.065 0.040 0 39 64.09 990 00 019 7.21 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-° Defl Location in Span Load Combination Max. - +' Defl Location in Span D+L+Lr 1 0.0192 2.778 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max Downward Defl Location in Span Max Upward Deb Location in Span D Only 1 0 0054 2.778 0.0000 0.000 L Only 1 0 0137 2.778 0 0000 0 000 D+{ +S 1 0.0192 2.778 0 0000 0 000 D+L+Lr 1 0.0192 2 778 0.0000 0.000 Maximum Vertical Reactions - Unfactored Support notation Far left is #1 Support & Load Combination Support Reaction Support 1, ( D+L+Lr) 1.688 k _ Maximum Vertical Reactions - Unfactored Support notation . Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.688 1 688 D Only 0.478 0.478 L Only 1.210 1.210 D+L +S 1.688 1.688 D+L+Lr 1.688 1.688 (6 ' ' ' James G. Pierson, Inc. Title : Job # 320 SW Stark #535 Dsgnr: Date: 2:49PM, 16 FEB 09 Description : Portland, Oregon 97204 503- 226 -1286 Scope : Rev 580004 Page 1 User KW- 0601615,Ver 560, 1- Dec -2003 General Timber Beam dtlecwW�Ila PaPa eDen (c)1983 -2003 ENERCALC Engineenng Software Description Floor Griders glu -lam option General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6.75x24 Center Span 22.00 ft .. ..Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft . ...Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft .... Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Length Uniform Loads Center .,.. _... 1 ,900.00 # /ft LL # /ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 22.00ft, Beam Width = 6.750in x Depth = 24.in, Ends are Pin -Pin Max Stress Ratio 0982 : 1 Maximum Moment 114.9 k -ft Maximum Shear * 1.5 25.8 k Allowable 1171 k -ft Allowable 26.7 k Max. Positive Moment 114.95 k -ft at 11.000 ft Shear. @ Left 20.90 k Max. Negative Moment 0.00 k -ft at 22 000 ft @ Right 20.90 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 1.073 in Max. M allow 117 09 @ Right 0.000 in Reactions... fb 2,128.70 psi fv 159.46 psi Left DL 20.90 k Max 20.90 k Fb 2,168.34 psi Fv 165.00 psi Right DL 20.90 k Max 20.90 k I� Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.715 in -0.715 in Deflection 0.000 in 0.000 in ...Location 11.000 ft 11.000 ft . Length /Defl 0.0 0.0 ..Length /Defl 369 0 368.99 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in © Center 1.073 in ..Length /Deft 0.0 0.0 @ Left 0 000 in @ Right 0.000 in Stress Calcs • Bending Analysis Ck 22.210 Le 0.000 ft Sxx 648.000 in3 Area 162.000 in2 Cv 0.903 Rb 0.000 CI ####.### Max Moment Sxx Read Allowable fb @ Center 114.95 k -ft 636.16 in3 2,168 34 psi @ Left Support 0.00 k -ft 0.00 in3 2,168.34 psi @ Right Support 0 00 k -ft 0.00 in3 2,168.34 psi Shear Analysis @ Left Support @ Right Support Design Shear 25.83 k 25.83 k 1 52 K I 5 (2 I301j\ - Area Required 156 560 in2 156.560 in2 Fv: Allowable 165.00 psi 165.00 psi Bearing @ Supports _ Max Left Reaction 20.90 k Bearing Length Req'd 4.954 in Max Right Reaction 20.90 k Bearing Length Req'd 4.954 in rq James G. Pierson, Inc. Title : Job # 320 SW Stark #535 Dsgnr: Date: 2:49PM, 16 FEB 09 Description : Portland, Oregon 97204 503- 226 -1286 Scope: Rev 580004 Page 2 User KW-0601615, Ver580, 1- Dec-2003 General Timber Beam (c)1983 -2003 ENERCALC Engineering Software d tl ecw Willamette Dental Description Floor Griders glu -lam option Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 20.90 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in PO " James G. Pierson, Inc. Title : Job # 320 SW Stark #535 Dsgnr: Date: 2:49PM, 16 FEB 09 Description : Portland, Oregon 97204 • 503- 226 -1286 Scope : Rev 580004 Page 1 ▪ User KW- 0601615,Ver 580, 1- Dec -2003 General Timber Beam (c)1983 -2003 ENERCALC Engineering Software all ecw Willamette Dental Description Floor Griders glu -lam option at Grid B2 to B3 General Information Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6.75x18 Center Span 15 00 ft Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft Lu 0 00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur. Factor 1 000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 1,900.00 MI LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 15.00ft, Beam Width = 6.750in x Depth = 18 in, Ends are Pin -Pin Max Stress Ratio 0.853 : 1 Maximum Moment 53.4 k -ft Maximum Shear * 1.5 17.1 k Allowable 70.4 k -ft Allowable 20.0 k Max. Positive Moment 53.44 k -ft at 7.500 ft Shear: @ Left 14.25 k Max Negative Moment 0.00 k -ft at 0.000 ft @ Right 14.25 k Max @ Left Support 0 00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft © Center 0.550 in Max. M allow 70.43 @ Right 0.000 in Reactions... fb 1,759.26 psi fv 140.74 psi Left DL 14.25 k Max 14.25 k Fb 2,318.75 psi Fv 165.00 psi Right DL 14.25 k Max 14.25 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.367 in -0.367 in Deflection 0.000 in 0 000 in ...Location 7.500 ft 7 500 ft ...Length /Deft 0.0 0.0 .. Length /Defl 491.1 491.13 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.550 in ...Length /Defl 0.0 0.0 © Left 0.000 in © Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 364.500 in3 Area 121.500 in2 Cv 0.966 Rb 0 000 CI #### ### Max Moment Sxx Reg'd Allowable fb @ Center 53 44 k -ft 276.55 in3 2,318.75 psi © Left Support 0.00 k -ft 0 00 in3 2,318.75 psi @ Right Support 0.00 k -ft 0 00 in3 2,318 75 psi Shear Analysis @ Left Support @ Right Support Design Shear 17.10 k 17.10 k - Area Required 103.636 in2 103.636 in2 Fv: Allowable 165.00 psi 165.00 psi Bearing @ Supports Max. Left Reaction 14 25 k Bearing Length Req'd 3.378 in Max. Right Reaction 14.25 k Bearing Length Req'd 3.378 in ' • • Jan>'ds G. Pierson, Inc. Title : Job # 320 SW Stark #535 Dsgnr: Date: 2.49PM, 16 FEB 09 Portland, Oregon 97204 Description 503 - 226 -1286 Scope : Rev 580004 Page 2 User KW -0601615, Ver5.80, 1-Dec-2003 General Timber Beam (e)1983.2003 ENERCALC Engineering Software dll ecwWillametle Dental Description Floor Griders glu -lam option at Grid B2 to B3 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 14.25 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0 00 k -ft 0.00 k 0.0000 in cT James G. Pierson, Inc. Title : Job # ` �� Consulting Structural Engineers Dsgnr: James G. Pierson, Inc. 320 SW Stark #535 Project Desc.: ® Portland, OR 97204 Project Notes • Fap� 503 - 226 -1286 fax 503 - 226 -3130 www.jgpierson.com Punted 16 FEB 2009, 3 2714.1 File is \Documents and Settings\Golber Documents\ENERCALC Data Filesldlt willamette dental - gonzaga.ec6 Steel Column ENERCALC, INC. 1983-2008, Ver. 6.0.21 • Lic. # : KW- 06001615 License Owner : JAMES G. PIERSON INC. Description : Grid C3, C4 posts General Information Code Ref : 2006 IBC, AISC Manual 13th Edition Steel Section Name : HSS4X4X1 /4 Overall Column Height 12.0 ft Analysis Method : 2006 IBC & ASCE 7 -05 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus 19,000.0 ksi X -X (width) axis : Fully braced against buckling along X -X Axis Load Combination : Allowable Stress Y -Y (depth) axis :Fully braced against buckling along Y -Y Axis Applied Loads Service loads entered Load Factors will be applied for calculations. Column self weight included : 146.170 Ibs' Dead Load Factor AXIAL LOADS .. . Axial Load at 12.0 ft, Xecc = 1.500in, D = 16.40, LR = 11.10, L =11.60 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.70432 : 1 Maximum SERVICE Load Reactions .. Load Combination +D +0.750Lr +0.750L Top along X -X 0.40729 k Location of max.above base 11.9195 ft Bottom along X -X 0.40729 k At maximum location values are ... Top along Y -Y 0.0 k Pu : Axial 33.5712 k Bottom along Y -Y 0.0 k Pn / Omega : Allowable 92.8264 k Mu -x : Applied 0.0 k Maximum SERVICE Load Deflections ... Mn -x I Omega . Allowable 10.7655 k -ft Along Y -Y 0.0 in at 0.Oft above base Mu -y : Applied 4.1501 k -ft for load combination Mn -y / Omega . Allowable 10.7655 k -ft Along X -X 0.53101 in at 7.0067ft above base for load combination : D +L +Lr PASS Maximum Shear Stress Ratio = 0.012950 : 1 Load Combination +D +0.750Lr +0.750L Location of max.above base 0.0 ft At maximum location values are ... Vu • Applied 0.34818 k Vn I Omega : Allowable 26.8859 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.278 PASS 11.92 ft 0.006 PASS 0.00 ft +0+1. 0.590 PASS 11.92 ft 0.011 PASS 0.00 ft +D+Lr 0.580 PASS 11.92 ft 0.011 PASS 0 00 ft +D+0.750Lr+0.750L 0.704 PASS 11.92 ft 0.013 PASS 0.00 ft Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.171 -0.171 Lr Only -0.116 -0.116 L Only -0.121 -0.121 Lr+L +S -0.236 -0.236 D+L+Lr -0.407 -0 407 Maximum Deflections for Load Combinations • Unfactored Loads . Load Combination Max X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.2227 in 7.007 ft 0.000 in 0.000 ft Lr Only 0 1507 in 7 007 ft 0.000 in 0 000 ft L Only 0.1575 in 7.007 ft 0.000 in 0.000 ft Lr+L +S 0.3083 in 7.007 ft 0.000 in 0 000 ft D+L+Lr 0.5310 in 7.007 ft 0.000 in 0.000 ft Steel Section Properties : HSS4X4X114 r')1 James G. Pierson, Inc. Title : Job # l'' Consulting Structural Engineers Dsgnr: James G. Pierson, Inc. 320 SW Stark #535 Project Desc.: Portland, OR 97204 Project Notes 503 2261286 fax 503 - 226 -3130 "'+++••• www.igpierson.com Pnnted 16 FEB 2009, 3 27PM File: i:IDocuments and SettingslGolberg\My Documents IENERCALC Data Filesldlt willamette dental - gonzaga.ec6 Steel Column ENERCALC , INC. 1983- 2008,Ver.6.0.21 Lic. # : KW- 06001615 License Owner : JAMES G. PIERSON INC. Description : Grid C3, C4 posts Steel Section Properties : HSS4X4XII4 Depth = 4.000 in I xx = 7.80 104 J = 12.800 inA4 Web Thick = 0.000 in S xx = 3.90 inA3 Flange Width = 4.000 in R xx = 1.520 in Flange Thick = 0.250 in Area = 3.370 inA2 I yy = 7.800 inA4 Weight = 12.181 plf S yy = 3.900 inA3 R yy = 1.520 in Ycg = 0.000 in • I I s . .Clad r - 4.00In • Loads are total entered value Mows do not reflect absolute &molten p1- • James G. Pierson, Inc. Title : Job # r""S Consulting Structural Engineers Dsgnr: 320 SW Stark #535 Project Desc.: • James G. Pierson, Inc. , 204 \lir, • 503- 226 -,1028R6 97 fax 503 - 226 -3130 Project Notes : www.jgpierson.com Pnnted. 16 rEB 2009, 3 24PM Wood Column File: i:IDocumenls and SettingslGolberg\My DocumentsIENERCALC Data Filesldlt willamette dental - gonzaga ec6 ENERCALC, INC. 1983-2008, Ver: 6.0 21 ▪ Lic. # : KW- 06001615. License Owner : JAMES G. PIERSON INC. Description : Gnd 2.8 posts General Information Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 Analysis Method : Allowable Stress Design Wood Section Name 4x8 End Fixities Top & Bottom Pinned Wood Grading /Manuf. Graded Lumber Overall Column Height 10.50 ft Wood Member Type Sawn ( Used for non-slender calculations) Exact Width 3.50 in Allowable Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 7.250 in Cf or Cv for Bending 1.30 Wood Grade No.1 Fb Tension 1,200.0 psi Fv 170.0 psi Area 25.3750 inA2 Cf or Cv for Compression 1.10 Ix 111.148 in ^4 Cf or Cv for Tension 1 30 Fb Compr 1,200.0 psi Ft 825.0 psi ly 25.9037 inA4 Cm : Wet Use Factor 1.0 Fc - Prll 1,000.0 psi Density 32.210 pcf Ct : Temperature Factor 1 0 Fc - Perp 625.0 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 7. Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr : Repetitive ? No (non yb onry) Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : Load Combination 2006 IBC & ASCE 7 -05 X - (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Fully braced against buckling along Y -Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 59.5969 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 10.50 ft, D = 7.60, L = 9.50 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = 0.93334 : Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L+H Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Governing NDS Formla Comp + Myy, NDS Eq. 3.9 - Top along X -X 0.056548 k Bottom along X -X 0.056548 k Location of max.above base 10.50 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y -Y 0.0 in at 0.0 ft above base Applied Axial 17.1596 k for load combination : n/a Applied Mx 0.0 k -ft Applied My 1.0688 psi Along X -X 0.17660 in at 6.1309 ft above base for load combination : L Only Fc : Allowable 1,100.0 psi Y Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.023596 :1 Bending Compression Tension Load Combination +D+L+H Cf or Cv Size based factors 1 300 1 100 Location of max.above base 10.50 ft Applied Design Shear 4.0113 psi Allowable Shear 170.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.32215 PASS 10.50 ft 0.010487 PASS 10.50 ft +D+L+H 0.93334 PASS 10.50 ft 0.023596 PASS 10.50 ft +D+Lr+H 0.32215 PASS 10.50 ft 0.010487 PASS 10.50 ft +D+0.750Lr+0.750L+H 0.75882 PASS 10.50 ft 0.020318 PASS 10.50 ft Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.045 -0.045 L Only -0.057 -0.057 - Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.1413 in 6.131 ft 0 000 in 0 000 ft L Only 0.1766 in 6.131 ft 0.000 in 0 000 ft James G. Pierson, Inc. Title : Job # o ..0°^"%... \ 't Consulting Structural Engineers Dsgnr: 320 SW Stark #535 Project Desc.: • James G. Pierson, Inc. Portland, 28 97204 Project Notes : • F tioiNeeP e 503 2261286 fax 503 - 226 -3130 www.jgpierson.com Printed 16 FEB 2009, 3.24PM Wo Co' u m n File i:IDocuments and Settings \Golberg1My Documents\ENERCALC D FilesWIt Willamette dental - gonzaga.ec6 ENERCALC, INC. 1983-2008, Ver. 6.0.21 • Lic. # : KW- 06001615 License Owner : JAMES G. PIERSON INC. Description : Grid 2.8 posts Sketches } ii 11 1 i i . t 350., Loads are total entered value Arrows do not reflect absolute direction • • I'I4 James G. Pierson, Inc. Title : Job # Consulting Structural Engineers Dsgnr: 320 SW Stark #535 Project Desc.: ' James G. Pierson, Inc. Portland, OR 97204 ' +:...:..� 503-226-1286 fax 503 - 226 -3130 Project Notes www.igpierson.com Pnnted 16 FEB 2009. 3 27PM File i•1Documents and SettingsIGolberg\My Documents\ENERCALC Data Fitesldlt willamette dental - gonzaga.ec6 Steel Column ENERCALC, INC. 1983-2008, Ver 6.021 • Lic. # : KW- 06001615 License Owner : JAMES G. PIERSON INC. Description : Grid C3, C4 posts General Information Code Ref : 2006 IBC, AISC Manual 13th Edition Steel Section Name : HSS4X4X1 /4 Overall Column Height 12.0 ft Analysis Method : 2006 IBC & ASCE 7 -05 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield 46 0 ksi Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus 19,000.0 ksi X -X (width) axis : Fully braced against buckling along X -X Axis Load Combination : Allowable Stress Y -Y (depth) axis :Fully braced against buckling along Y -Y Axis Applied Loads Service loads entered Load Factors will be applied for calculations Column self weight included : 146.170 lbs • Dead Load Factor AXIAL LOADS... Axial Load at 12.0 ft, Xecc = 1.500in, D = 16.40, LR = 11.10, L =11.60 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.70432 : 1 Maximum SERVICE Load Reactions .. Load Combination +D +0 750Lr +0.750L Top along X -X 0.40729 k Location of max.above base 11.9195 ft Bottom along X -X 0 40729 k At maximum location values are .. Top along Y -Y 0.0 k Pu • Axial 33.5712 k Bottom along Y -Y 0.0 k Pn / Omega : Allowable 92.8264 k Mu -x : Applied 0.0 k Maximum SERVICE Load Deflections ... Mn -x I Omega : Allowable 10.7655 k - Along Y - 0.0 in at 0.Oft above base Mu - y • Applied 4.1501 k - ft for load combination Mn - / Omega . Allowable 10.7655 k -ft Along X -X 0.53101 in at 7.0067ft above base for load combination • D +L +Lr PASS Maximum Shear Stress Ratio = 0.012950 : 1 Load Combination +D +0.750Lr +0.750L Location of max.above base 0.0 ft At maximum location values are ... Vu Applied 0.34818 k Vn I Omega : Allowable 26.8859 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.278 PASS 11.92 ft 0.006 PASS 0.00 ft +D+L 0.590 PASS 11.92 ft 0.011 PASS 0.00 ft +D+Lr 0.580 PASS 11.92 ft 0.011 PASS 0.00 ft +D+0.750Lr+0.750L 0.704 PASS 11.92 ft 0.013 PASS 0.00 ft Maximum Reactions - Unfactored Note Only non -zero reactions are listed X -X Axis Reaction Y -Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.171 -0171 Lr Only -0.116 -0.116 L Only -0.121 -0.121 Lr+L +S -0.236 -0.236 D+L+Lr -0.407 -0.407 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Max Y -Y Deflection Distance D Only 0.2227 in 7 007 ft 0.000 in 0.000 ft Lr Only 0.1507 in 7 007 ft 0 000 in 0 000 ft L Only 0.1575 in 7.007 ft 0.000 in 0.000 ft ' Lr+L +S 0.3083 in 7.007 ft 0.000 in 0 000 ft D+L+Lr 0.5310 in 7.007 ft 0.000 in 0 000 ft Steel Section Properties : HSS4X4X114 i 15 •_ -t James G. Pierson, Inc. Title . Job # Consulting Structural Engineers Dsgnr: • James G. Pierson, Inc. 320 SW Stark #535 Project Desc.: • _ ®/ Portland, OR 97204 Project Notes 503-226-1286 n.com fax 503 - 226 -3130 www.jgpierso Printed 16 FEB 2009, 3 27P61 File: i:IDocuments and Settings1Golberg \My Documents\ENERCALC Data Filesldlt willamette dental - gonzaga ec6 Steel Column ENERCALC, INC. 1983-2008, Ver: 6.0.21 Lic. # : KW- 06001615 License Owner : JAMES G. PIERSON INC. Description : Grid C3, C4 posts Steel Section Properties : HSS4X4XII4 Depth = 4.000 in I xx = 7.80 in"4 J = 12.800 in "4 Web Thick = 0.000 in S xx = 3 90 In "3 Flange Width = 4.000 in R xx = 1.520 in Flange Thick = 0.250 in Area = 3.370 in "2 I yy = 7.800 in "4 Weight = 12.181 plf S yy = 3.900 in "3 R yy = 1.520 in Ycg = 0.000 in • • $ Load . 0 f_ .. .. OM _ % 4 O L • Loads are total entered value Mows do not reflect absolute &eca m PIC � James G. Pierson, Inc. Title : Job # $` 1 '< Consulting Structural Engineers Dsgnr: 320 SW Stark #535 Project Desc.: • James G. ` t Inc. Portland, OR 97204 503 - 226 -1286 fax 503 - 226 -3130 Project Notes www.jgpierson.com Pnnted 16 FEB 2009. 2 55PM Wood Col u m n File: i:IDocumenls and Settn Documents\ENERCALC Data Files■dlt willamette dental - gonzaga.ec6 ENERCALC, INC. 1983 -2008, Ver. 6 0.21 Lic. # : KW- 06001615 License Owner : JAMES G. PIERSON INC. Description : Grid 1 posts General Information Code Ref : 2006 IBC, ANSI / AF &PA NDS - 2005 Analysis Method : Allowable Stress Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood Grading /Manuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn ( Used for non- slender calculations) Exact Width 5.50 in Allowable Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Cf or Cv for Comp cession 1.0 Fb - Tension 1200 psi Fv 170 psi Area 30.250 2 Ix 76.22 552 inA2 P inA4 Cf or Cv for Tension 1.0 Fb - Compr 1200 psi Ft 825 psi ly 76.2552 inA4 Cm : Wet Use Factor 1.0 Fc - PrIl 1000 psi Density 32.21 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 NUS 15 3 Basic 1600 1600 1600 ksi Use Cr : Repetitive ? No (non rib only') Minimum 580 580 Brace condition for deflection (buckling) along columns : Load Combination 2006 IBC & ASCE 7 -05 X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Fully braced against buckling along Y -Y Axis Applied Loads Service loads entered Load Factors will be applied for calculations Column self weight included : 67.6634 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 10.0 ft, D = 9.30, L = 11.60 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.94836 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D +L+H Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Governing NDS Formla Comp + Myy, NDS Eq. 3.9 - Top along X -X 0.07250 k Bottom along X - 0.07250 k Location of max.above base 9.9329 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are .. Along Y -Y 0.0 in at 0.0 ft above base Applied Axial 20.9677 k for load combination : n/a Applied Mx 0.0 k - ft Along X - 0.066443 in at 5.8389 ft above base Applied My 1.2975 psi f load combination : L Only Fc : Allowable 1,000.0 psi Y Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.025401 :1 Bending Compression Tension Load Combination +D+L+H Cf or Cv : Size based factors 1.000 1.000 Location of max.above base 10.0 ft Applied Design Shear 4.3182 psi Allowable Shear 170.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +13 0.30968 PASS 0.0 ft 0.011303 PASS 10.0 ft +D+L+H 0.94836 PASS 9.9329 ft 0.025401 PASS 10.0 ft +D+Lr+H 0.30968 PASS 0.0 ft 0.011303 PASS 10.0 ft +D+0.750Lr+0.750L+H 0.75973 PASS 9.9329 ft 0 021877 PASS 10.0 ft Maximum Reactions - Unfactored Note: Only non -zero reactions are listed X -X Axis Reaction Y -Y Axis Reaction - Load Combination @ Base @ Top @ Base @ Top D Only -0.058 -0.058 L Only -0 073 -0.073 - Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0533 in 5.839 ft 0.000 in 0 000 ft L Only 0.0664 in 5.839 ft 0 000 in 0.000 ft 07 • • , - \ N ')....1 0 v_ ‘:: R5 • 3\ p_r\..)(:-;c_ L' (1 v/ (.,`; , L1/45 --4(7. , k ‘ C..1,) N.) A / Iv3i). .<.... --'(T77-------C7) • \5 ps 1 100_pz,P %)t• • --- * , :70 • — .--•,... :. • – /;!;;./C; li Vc•i:.- - Kitl.r. , )! i..) ---, oc....1 i `:i \ • g,s\k-i( 14" u----c_ hA,A)-;-< G.:. AC-0 c-(2_,.. k \, LP . . - ,-,1.1) N) c (kr-))( Fi-A. (.)1__; • t.- 0(6 t 100 f" %.. i f„, - t -‘) •„:-; A. LN e;) ... i IZ .t ; : c 7 I ■ 0 :::ri; 1 , j - i : - •,-------............s........v . Project Job no - James G. Pi.erson, Inc. Location Date Consulting Structural Engineers 320 S.W. Stark, Suite 535 Portland, Oregon 97204 Tel: (503) 226-1286 Fax: (503) 226-3130 Client Sheet no,. . LINTEL SIZES NO CONTROL JOINTS AT WINDOW allow span LINTEL SIZE controlling force 7.6 ft 4 3.5 0 250 DEFLECTION LIMITS DESIGN 8.9 ft 5 3.5 0.250 DEFLECTION LIMITS DESIGN 10.6 ft 6 3 5 0.313 DEFLECTION LIMITS DESIGN 7.7 ft 4 4 0.250 DEFLECTION LIMITS DESIGN 11.2 ft 6 4 0.375 DEFLECTION LIMITS DESIGN 12.4 ft 7 4 0.375 DEFLECTION LIMITS DESIGN 14.5 ft 8 4 0.500 DEFLECTION LIMITS DESIGN 9.8 ft 5 3.5 0.375 DEFLECTION LIMITS DESIGN CONTROL JOINTS AT WINDOW BRICK HEIGHT = [ :11f 7733) FT allow span LINTEL SIZE controlling force 6.4 ft 4 3 5 0.25 BENDING STRESS CONTROLS DESIGN 7.8 ft 5 3.5 0.25 BENDING STRESS CONTROLS DESIGN 9.9 ft 6 3.5 0.3125 BENDING STRESS CONTROLS DESIGN 6.5 ft 4 4 0.25 BENDING STRESS CONTROLS DESIGN 10.6 ft 6 4 0.375 BENDING STRESS CONTROLS DESIGN 12.2 ft 7 4 0.375 BENDING STRESS CONTROLS DESIGN 15.0 ft 8 4 0 5 BENDING STRESS CONTROLS DESIGN 8.8 ft 5 3.5 0.375 DEFLECTION LIMITS DESIGN CONTROL JOINTS ONE SIDE OF WINDOW BRICK HEIGHT = °'...r;: >7;3:31 FT allow span LINTEL SIZE controlling force 8.0 ft 4 3.5 0.250 DEFLECTION LIMITS DESIGN 9.8 ft 5 3.5 0.250 DEFLECTION LIMITS DESIGN 12.4 ft 6 3 5 0.313 DEFLECTION LIMITS DESIGN 8.1 ft 4 4 0.250 DEFLECTION LIMITS DESIGN 13.3 ft 6 4 0.375 DEFLECTION LIMITS DESIGN 15.3 ft 7 4 0.375 DEFLECTION LIMITS DESIGN 18.8 ft 8 4 0.500 DEFLECTION LIMITS DESIGN 11.1 ft 5 3.5 0.375 DEFLECTION LIMITS DESIGN Page 1 (I1 • • Company JOB TITLE WILLAMETTE DENTAL Address City, State JOB NO. SHEET NO. Phone CALCULATED BY CS DATE _ other CHECKED BY DATE • STRUCTURAL CALCULATIONS FOR • WILLAMETTE DENTAL TIGARD, OREGON 13et6K(L 1 — s c� NvL 0� N IN eo O O �►�E� • cr . 6.5 =1� I L www.StruWare.com • Company JOB TITLE WILLAMETTE DENTAL Address City, State JOB NO. _ SHEET NO. ' Phone CALCULATED BY CS DATE other CHECKED BY DATE Code Search I. Code: International Building Code 2005 II. Occupancy: Occupancy Group = B Business III. Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr IV. Live Loads: Roof angle (0) 4.00 / 12 18.4 deg Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor 50 psf Stairs & Exitways 100 psf Balcony N/A Mechanical N/A Partitions 20 psf V. Wind Loads : ASCE 7 - 02 Importance Factor 1.00 Basic Wind speed 95 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 28.0 ft Parapet ht above grd 0.0 ft Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/ -0.18 I Building length (L) 90.0 ft AZ) Least width (B) 62.0 ft Z Kh case I 0.701 i Speed-up Kh case 2 0.687 V(Z) x(upwind) x(downwind) ,ffl Topographic Factor (Kzt) c H/2 Topography Flat .�,. H Hill Height (H) 0.0 ft H< 60ft;exp B �'' H)2 Half Hill Length (Lh) 0.0 ft .'. Kzt =1.0 Actual H /Lh = 0.00 ESCARPMENT Use H /Lh = 0.00 i Modified Lh = 0.0 ft V(Z) From top of crest: x= 50.0 ft z i Bldg up /down wind? downwind r A Speed -up V(Z) x(upwind) 1 A S x(downwind) H /Lh= 0.00 K, = 0.000 .4— /,w,wz l x/Lh = 0.00 lc, = 0.000 1 f ti H zJLh = 0.00 K3 = 1.000 x ! 41 'ME _ At Mean Roof Ht: ��""� � Kzt = (I +K, K,K ^2 = 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL L. - - ) www.StruWare.com • Company JOB TITLE WILLAMETTE DENTAL Address City, State JOB NO. _ SHEET NO. Phone CALCULATED BY CS DATE other CHECKED BY DATE V. Wind Loads - cont.: Gust Effect Factor Flexible structure if natural frequency < 1 Hz. However, rule of thumb is if h/B < 4 then rigid structure. h /B= 0.45 Therefore, probably rigid structure G = 0.85 Use G = 0.85 V Rigid Structure Flexible or Dynamically Sensitive Structure /t = 0.33 Building Natural Frequency (n = 0.0 Hz I = 320 ft Damping ratio (p) = 0 Zmin = 30 ft /b = 0.45 c = 0.30 /a = 0.25 g g = 3.4 Vz = 60.9 Calculated /z = 30.0 ft N I = 0.00 Use this /z : 30.0 ft R„ = 0.000 L = 310.0 ft Rh = 28.282 1 = 0.000 Q = 0.88 • R9 = 28.282 tl = 0.000 I = 0.30 R = 28.282 1 = 0.000 G = 0.85 use G = 0.85 g = 0.000 R = 0.000 G = 0.000 Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao >_ 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao >_ 1.1Aoi YES Ag 0.0 sf Ao > 4' / 0.01 Ag NO Aoi 0.0 sf Aoi / Agi <_ 0.20 NO Building is NOT Partially Enclosed. Agi 0.0 sf Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao >= 1.1 Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi <= 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri): If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude adjustment to constant 0.00256: Altitude = 0 feet Average Air Density = 0.0765 Ibm/ft' Constant = 0.00256 • Company JOB TITLE WILLAMETTE DENTAL Address City, State JOB NO. SHEET NO. Phone CALCULATED BY CS DATE other CHECKED BY DATE V. Wind Loads - MWFRS h560' (Low -rise Buildings) Enclosed /partially enclosed only I V ZONE]:lesmaaf Torsional loads are 4 `O.SHoz7.Sh 3 �� ` j 2u 4 25% of zones 1 4. E 3E +` 6 See code for loading .A %r} . E 4 E �` � diagram 46,: , Wit- ■ S Wnm1]= mu lE Uingo DIM 2LOT PEILPEIZOIC ULM PAJC.L EL IO IO =OE LEM Transverse Direction Longitudinal Direction Kz = Kh = 0.70 (case 1) Edge Strip (a) 6.2 ft Base pressure (qh) = 13.6 psf End Zone (2a) 12.4 ft GCpi = +/ -0.18 Zone 2 length = 31.0 ft Transverse Direction Longitudinal Direction Perpendicular 0 = 18 4 deg Parallel 0 = Odeg Surface GCpf w / -GCpi w / +GCpi GCpf w / -GCpi w / +GCpi 1 0.52 0.70 0.34 0.40 0.58 0.22 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.47 -0.29 -0.65 -0.37 -0.19 -0.55 4 -0.42 -0.24 -0.60 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 1E 0.78 0.96 0.60 0.61 0.79 0.43 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.67 -0.49 -0.85 -0.53 -0.35 -0.71 4E -0.62 -0.44 -0.80 -0.43 -0.25 -0.61 Wind Surface pressures (psf) - use 10 psf minimum for zones 1 plus 4 and 5 plus 6 1 9.5 4.6 7.9 3.0 2 -6.9 -11.8 -6.9 -11.8 3 -3.9 -8.8 -2.6 -7.5 4 -3.2 -8.1 -1.5 -6.4 5 -3.7 -8.6 -3.7 -8.6 6 -3.7 -8.6 -3.7 -8.6 1E 13.1 8.2 10.8 5.9 2E -12.1 -17.0 -12.1 -17.0 3E -6.7 -11.6 -4.8 -9.7 4E -6.0 -10.9 -3.4 -8.3 WINDWARD OV ERHANO m WINDWARD ROOF MWFRS Simple Diaphragm Pressures (psf) LEEWARD ROOF Transverse direction (normal to L) ! t l t t ! t ! 1 1 VERTICAL VERTICAL Interior Zone. Wall 12.7 psf Roof -3.0 psf a �� _ End Zone: Wall 19.0 psf a -- , • .,, Roof -5.4 psf ; R Longitudinal direction (parallel to L) TRANSVERSE ELEVATION Interior Zone: Wall 10.0 psf WINDWARD RD°R End Zone: Wall 14.2 psf I III INWARD ROOF VERTICAL Windward roof overhangs: 9.3 psf (upward) add to windward roof pressure d Ln or TONE a Parapet K 0. Windward parapet: 0.0 psf (GCpn = +1.8) Leeward parapet: 0.0 psf (GCpn = -1.1) LONGITUDINAL ELEVATION 3 . y. % , Company JOB TITLE WILLAMETTE DENTAL Address City, State JOB NO. SHEET NO. . Phone CALCULATED BY CS DATE _ other CHECKED BY DATE V. Wind Loads - Components & Cladding: Buildings hs60' & Alternate design 60' <h <90' Kz = Kh (case 1) = 0.70 GCpi = +/ -0.18 NOTE: If tributary area is greater than Base pressure (qh) = 13.6 psf a = 6.2 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building perimeter = 0.0 ft Roof Angle = 18.4 deg Type of roof = Monoslope Roof GCp +/- GC,i Surface Pressure (psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 70 sf Negative Zone I -1.48 -1.34 -1.28 -20 psf -18 psf -17 psf -19 psf -18 psf Negative Zone 2 -1.78 -1.50 -1.38 -24 psf -20 psf -19 psf -23 psf -20 psf Negative Zone 3 -3.08 -2.45 -2.18 -42 psf -33 psf -30 psf -38 psf -32 psf Positive All Zones 0.58 0.51 0.48 10 psf 10 psf 10 psf 10 psf 10 psf 0.00 0.00 0.00 10 psf 10 psf 10 psf 10 psf 10 psf 0.00 0.00 0.00 10 psf 10 psf 10 psf 10 psf 10 psf Walls GCp +/- GC i Surface Pressure (psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf Negative Zone 4 -1.28 -1.10 -0.98 -17.4 psf -15.0 psf -13.3 psf -15.7 psf -14.3 psf Negative Zone 5 -1.58 -1.23 -0.98 -21.5 psf -16.7 psf -13.3 psf -18.1 psf -15.3 psf Positive Zone 4 & 5 1.18 1.00 0.88 16.1 psf 13.7 psf 12.0 psf 14.4 psf 12.9 psf Parapet qp = 0.0 psf Solid Parapet Pressure 10 sf 100 sf 500 sf CASE A : Interior zone : 0.0 psf 0.0 psf 0.0 psf CASE A = pressure towards building Corner zone : 0.0 psf 0.0 psf 0.0 psf CASE B = pressure away from building CASE B : Interior zone : 0.0 psf 0.0 psf 0.0 psf Corner zone : 0.0 psf 0.0 psf 0.0 psf a � 2a 2a a a- 0 �a I ' I Q N I 0 Q © 0 0 a 0 I Q �� } 1- , ( 1 WALL V 0 5 7 degrees and Monoslope roofs Monoslope 5 3 degrees 3°<0 5 10° 1. 2 i a a a a E a s a a a s a F 0 a 0 to ol C a MINI a 1 -I - -I- i- 41.13[ ©I I I I I I �\ Qi I I I I I I r v z i - - -I I I I I I I\ i 1 � o a' 000 �i 0r0' 4 4 f o ' Q 0.) I I I I I I I ) t I -.-I I I I I I I / N. 1 I I I I I I / ^ A as ©I I I I I I 0/ Q NQ I- - .--(, - - J e ea- mi-T 4g5y ,:-. Monoslope roofs 10° < 0 5 30° 0 > 7 degrees 0 > 7 degrees - • • 1 • • . TRA N 6 V E r2-GE 0\ QE.C NI !_1'.\ rf ( , t\l'i A (:1 3 _.............____ . B IVS5 - 1 i-- 0 t ut LO iN G S7 TZ IP . ov- cr Afr 1; ------ ■. 2 1,41NDoCA) 60 ['I (.1 ) 400 Cl- Q■O 0 4 :' ,)C,.7:" *), .cji, ) --- I QqOp if-' . ---- ' lo 5/ 4 Er Krn.t,L (.43p6- ' .7) 5'.1 0-C ,,-- Ic- 9/ ) IN tAiPttk_5 ifti.,,1 i i ( - a, - - ' ---_______ ...._ , _... .....- 1? . plc Tr) ra_ca P)Prfn PA C--. \ / 1D,c) l ' :- / - --/ .)(1 WPrit (43Pc0(gii 74. 4 . - 9 130P ehmKtis (!---.;7,( i:,(: ft.00c 4 CI G . .,CA . ii kz- 6,v 6 :7 ) _ C6 (1 u- c (A, 56 6) VERTICAL DISTRIBUTION OF SEISMIC FORCES (LRFD) Isn Cs= 0.1189 ', .,., :„.:i P 4rr , :''. ' ' ' ' ' ' . 7 - :04 Shearwall Force Shearwall Force Diaphragm Force Diaphragm Force t e,e Height, h Weight, w h'w Fx=0 0061*hewx Coefficient Sum Fx Sum vvx Fax= Coefficient It k frk k k k k 7 Root ' '1'.8FRM ,, fr''';7 4 . 1 cr 4 W971;247 9 ,1clarr.R 4704 29.88 0.178 29.88 168 29.88 0.17$ 6 easeeter. :Aro:, FL 12 232 2784 17.68 0.076 47.56 400 35.87 0.155 5 111411~111me 0 0 0 0.00 ■ .. , . 17.68 232 0.00 4 . 0 0 0 0.00 0.000 47.56 400 0.00 #OIVIO! 3 0 0.00 0.000 17.68 232 0.00 1101WOI Q 0.00 0.000 47.56 400 0.00 IIIDIV/0! 400 7488 47.56 Bow Shear - 47.6 k Check against tabulated values . 47.6 k C 0 \ C 1., 0Al25 (LRF 0 00C 0 V\ (-, iv\ ... , . Fi.(K)z,. 0 Olt. fii) 610 . Lioo el.pcu C'2 0 : 10 eA 10 ' • -) 6E(0 NO FL c -- ) 1--t-Pcc...),A) Pi-1.1S, `, - (33 el e- evc f. FIRST H.__ 60 -C PciztA)1 s, 53 v I - 01/C e. I O' (370c1.C- P\30) James G. Pierson, Inc. Proiect Job no. WI LLA - E:: GCNTP- L Location --,- Date Consulting Structural Engineers )a\ F: cab o 320 S.W. Stark, Suite 535 Portland, Oregon 97204 Tel: (503) 226-1286 Fax: (503) 226-3130 Client Mt__ 1 ii 7E( --1-5 Sheet no. L. - (-) . , • (A)1N D. LOP10.S . p.Q() :: D1Pi 1QA G r.1 /5 coNC T=L- -41CPs k_ L.S . i41)(R)(loi5'X=5,L1ps + ao --C� rz.a) (10,5')( (�a -3ps-F) 3 c 0a Y. ( 1 ?5c) + 0 10 - C- 002_,k, 10 /2.)0 ,- e ) . .. ..-.- - q Z c ) 10')(10,5 -1 ''a -- IL117 5 = KIN _ -. 141`15- —_ FLOOR_,_ PrP t Pte: 6'M.- . : - ...,. ' .(I,L1)(i,. )( r ,, , ,r.:-) . 4 ' ( 0 — (Z)(1? , \ . -1) )4 .--. A_ , c' . , ,2_) - - - - - - - IYILI -1 1, - ; , - 5 ;t f r . 4 V; , Ft e -sl F Lc OE_ S1-1 Co I\ tA) /-1-t,1 r; - - - / - .._ _ .- / ./ •• -- - .- . -- -. -- . - • - - -- ff -- --• - -- .. : T ir�. .156-7. .. I5,5 _. - .. 1,0, ° D \ • kb � t , i - - - 1 1 1 4 -- - . ' ' ' , :---1 P5 PR�GM ames G. Pierson, Inc. Project Job no. Consulting Structural Engineers .' G -' � ,U / C 9 _ �Q `o( °°T ( ,09 ` V. � ( 320 S.W. Stark, Suite 535 Portland, Oregon 97204 sheet no. Tel: (503) 226 -1286 Fax: (503) 226-3130 aim 0T - p � I - „T L -- 7 • . '01Pc 4 -1 C _ C,► -f 5 'J .2 V- ( -,L (_Q5, . . . l . == _ ( ,: n � . -..__. 3 c o c # (o� i . » A-) Lii) --' �/ '� l p - ) r to t ..- ff F� - G t0L,1NCC C: ;��:.. i\ E_: =G . - V — {'2 \- 3' ,: ,�� P ?_ 1' 0 + )( 1 0 -� C 1 )� �� r \� / \ o I. ('') i -- 1)u,..- - - . - ,).1 1 1 i• / ( 0/ : . ' . ' • , M e - (,.':: i ma� ( _ - P:,_ 'E ' Oc.i.-11..T-, '7-- '_ L15 r a0i "r 1. - -16__ 6-.)( - i t t 0 .`'--i - 4 ) j T ' - 1 ` 7 ° ( ) � � , . - ; J. j o 7.1 1 {(` / ' is t _ _ . _ - �- -�i _I (11 rA � .._ C i V r / 111 1, J \ � I5::? • James G. Pierson, Inc. Project W IL 1 11 - C - C 1\1T7l L.. Job no. Loca Consulting Structural Engineers "O° nae 02\ VE5 OZ 320 S.W. Stark, Suite 535 Portland, Oregon 97204 Tel: (503) 226 -1286 Fax: (503) 226 -3130 Client Ga. macri 1 • - r Sheet no. L -- S • w r • N J � � ' .. C I �N1 F'� �� P:) 6 .E 1 . S=' & �,� N • . . . . . . . . i I � ) C 4 , v\ 1 =. X- il - ti t .) ,� .... 1 L . 0 • G) ` 5S V\.) A 1 x. I .. k� ;; : , �� u 3 L.{ U _ . ._ 1 r y +.. y- .. . .. . _- • \ _ , ._...... ` °' lc" ' . i • . . , NV.1- ! ------, ( vt5r (p.,)(i 1) - .r;;tk.(...)et5s--I -\--...\ , `9(;:',..,c,.,,.- .), ,_ _ �.. in' t s It - �� . 7; • . . - - -- - - , .. . . . . . , , , • I . . , , • , • , . . L , , , , , . RD ,,,.,....... 1 r . T . ProIea Job no. James G. Pierson, Inc. Consulting Structural Engineers Location Date 320 S.W. Stark, Suite 535 Portland, Oregon 97204 Tel: (503) 226 -1286 Fax: (503) 226 -3130 Client Sheet no. el 1�- M • Gc_10 LI N) (A. L - ! c( 15 V = (2 33p1e L�- 3,0 +-5_:f3 -4- 5,04- 5 3. a- N. = 35.3. . • 1\ A Ur 111910(s .`7),Cio_sP. } - .. ±1, . -1-)(7, 0' ()(5)(a ,5) - C.i..o )60 u e Lt F T a c-15 9 l - • ( t 6X1 „�) � -6OR0 t -(37 H .. 14(56 t. . 02.x5)(11)-- T 709 James G. Pierson, Inc. Project Job no. Consulting Structural Engineers ° T I G I) U _ 6A FEB GY. 320 S.W. Stark, Suite 535 Portland, Oregon 97204 Tel: (503) 226 -1286 Fax: (503) 226 -3130 aim , Sheet no. 1_ ._ If - - ------ 1--- 1 --. --- - ij .- I - 1 J__-21-1 L_r_rj2,1\Litiz- 1 1_-; I , r\ : .-.: .-)f 7 ! : i 0 s .)11 , t121_ .Li_iCA. _-_,' k_lj, .T 1 j - 1-- i r , i ! -.----,-- I , 1 H__ _i ______ I III. 1 7 — F , _ 1 G.1)0 1 _-- Il .. _ (.4 1 i iJi_E 1 ,_ ,. _ 1 i 1 ih , I. c4 ,- 1 1 _ : i ll _• r __J— ".._i___ ..+.2r _i_ _I. . ; *. - • 1 I I 1 I 1 T --. -- - ----- Ill '------. ---- ,.. - k - T F. - ! , . __1._t_ ____ _EMI _ i_ .+_1__ 10_ ___ _ __ _Ell I g. • • 7 1 i 1 ___ I 1 1 I , 1 i • __I .__I _ --! 1 1 ---k 2', :t --. •-• - AN -1 — IN — I - - ---; III u 1 1 IIII Ell ki .. .t I__ ■ 1 , • , .._ __ __ Hi - I I - 1 1 - 7 - 4. i( 1 \ 4P- I ' e r--14 i 4 .- - 11 -- :_ -.- i. ___: _____±____1_J - 10 e i f _ 1 i — 1 i _ _ 1 M L L , -- LI- a . I 1 171 --; 1 , NI AI 1 I ,___I 1 • 1 1 1 1 , _l_. III 1 _ i _____ _ ... --]. , -- , 1 i 1 i i III , ____I 1 is 1 • 111._.E- • I i - IL -Et" , - -.7, • • L_________ I__ __I_V_ f _ 141Y . , :_t i .7.)_ - _2_1.4.:_i___,___F_,,_i_. r.,59,-_,_?_-,7- (11-\11, __1 _.- - . _ , , • --I --LAI- I. - , ,_ . - Pi i L__ L , L . _i___1 __ , __[ F. i _4 I , • I____ 1_712.Ati)_)1 \..d..1 7- a) 1--i-L_ L--.-1v7 -- i -- . 1 ._ , 1 I-------- . 1 -- i... - 'r - 1 -- r 1 --- 1 --- --17- ' 1 . ■ - 1 M _ i a 1 - 1 1 , ! - - 1 __i_ , 1 I _,__i_ , _1 , :_ _,._ ; ___1 ,.., 1 - i --- -, ---; 1 1 1 1 1 ,,! <" '.. ' I , 1 1 , • 1 ■ — - H F it I 1 7 1 , ... ! . 1 ,_ h _ • 1 1 t 1 i 1 . . ___. _1 711 ' --- ------- -- - - - T - VPUV , r ----- -ts. - -- ttik .116: - r i I ! .i___.___L I _LI . . --... 1 1 1 I i , LI_ 1 , =,. 4.113: ' th "/ ria e''',/_ - L.L . 7- - -' Il_ro-q(4 ---- — 1_ . 1 ! , .• , - i 1 1 i I ! ' ' H - - I __ T_ -:-_} _ Li IIIII . Li _i-_—, 1 E - - L__.: TrITTH . ..,.0041i , 1 T\44 ! - --t---1----,-LBLI. - (--,2 1 , 1 1 , 1 : i 1 y 1 h .. ' r ------ 1 1 4- . r -- 1 - T ---- 1 - 1 --- 1 ---- r -------- , I 1 1 I : ' ' ! ----h i ! I - ' ! I ■ i ' r • -: - 1 1 1 . . , i_. _ 7 I p II --rT r • 7 . ' .. . • I . ' . 1 r_ .1 _,, .4,4 __]____ .._} . L..__.1.---L---- --- -- ------:4-0-U- -11 -- H- 11 i . • 1 , , : i ' ' .__,____1__L.i. I _ I ;, H. __Lli i 1 1 L__ 1 i i L • • Project Job no. James G. Pierson, Inc. .1N I i,LR'm .01 -,-- Dc kiT i\-1 Location Date Consulting Structural Engineers 320 S.W. Stark, Suite 535 Portland, Oregon 97204 Tel: (503) 226-1286 Fax: (503) 226-3130 Client - Sheet no. I -- I 0 \- . , . • , __ __. __ ___ ___________ _____,____ 1 .----- ' --- .: ---- - - - - i L ------ 1 7 - [ _L_ ,d __LI .LH . r • I F 'I - _4_ 1 - 1 1 - 1 1 .. - r ; 0 ( rt- -- FI L 1 ._ ,'.. , ‘ ) . 1 iv ' A , .. . i _ 4 _ i _ _______ f_i_____.__ J____ 4 ,. _ .,, . •1 , ' 1 • 1.• ! . ,1 . 1 1_ 1 .i- '4 ' 1 . -1 . 1 1 • _3 (- i • 2 b i L ' 1 - 1 . l• [ ' -1 : • • , • --,------, • . 1 . F f • .1 . ... i - 1 • 1 1 1 • 1., • I 1 -4" '''ll. • I . I • • E • • I ! r - _L • • . i-± • _ 1 1_ , _ .._ 1 ...._ ,..... _ ..,._1______ __ ___i__4______I____4,__ _l______...____i_ , i0 4 :11 ' • 2_ , _ • . F .. 1. • , 1 i. • 1 _'___ _ .:, v .. ", , . 1 . . _ _ 1 : 1 f _ 1 1 1 1 1 , 1 ,: 1 1 '•• 1 • . . 1 . . i 1 1 1 . • • ; _•,._i_ • 1 1 vi I f'\ , -1- _ -- -aet---, t -- • -I .- ,, 1 , --[ [ 1 [ 1 _ i P ._1. 2., -1 ._. -•_i_...- 0 i_l . 1 L 1_ - .- 1 • -: 1 . t - . '. -V: I .11 1 7 , 1 1 I 1 I ' - _1 I I ' • 1 i L . -1-. 1_J 1 1 • I L .. 1-,.- 1. __. 1_ t.,.. 9 . , , 2 ..i._ _.1: I _1 - 1 _...I__ ___L_ .1 1 1 • I - :. d - i. - • . . .1 . i-- - K--1;c-A )i , 1 --- 4i...- • 5 cl .21. ..4_ 1 •,-7/2 -1 H -1 _ .1__,_ 1 7"..----- . - F71 i I I i - ! . F i ....1 1 . I. 1 i .. :_4.__• . 'i -- ----•.1. , •[_,,I 1 , 1 .. ._ F- 1.•,.. 1?.L.."' \ - T =._. 5711. - _.clI.____i --------- i 1 . • - . [ 1 _LI, ',_ , r __. ' 1 ._ 1 - .• t r , -- 1 • .. '- ( - , r • • ,- , - F - • 0 : .., 1 , --N, . \ ,.. • - ?_, A . _ ,.-=-- • 7 - . \--_-... • 1 . , Li . s ,_ ; .J_ i ___ . .I.. ' • • .• . -- . 1 , •• I 1 . • __I -_.1 _____]_:_i__ ...______L1 1- . 1 . 1 Iv 1 _ • cri; -- i -t -3- I) ... -.- + 1 1 • - • • 1 _2,__ • 1 ---- ', • ___i__ - 4 --1-, , • • -- [ • I I i , ...'--. ' ..1 ,1 - 1.• .' i 1' i_ 7 1. 1 ,- I . • , , • - ! 1 [ ' fd - L - 1 i . t l _,.J__• : .. . .. . i 1-. . --. 1 - 1--•-■ -! ' 1------ . - - i ------ - -- 1 - -- 7 A,. 1 . I - . . i ___ -, . ; . • , , • 1 i_ [ • - 1_1 I - 1 . i._. ' 1 • 1 1 -1 )_ii- . 4 1 4 4 1 4 1 4' '- .1----- _. .(0. 1 L I -- F1' 1 I __,_ t . _i_ _LJ_ 1 -.. 1 1 • 1.. 1 . 1-• 1 1 -- ! -- I 1 1 71 - 1- '`'' - I 1 .1 1-7--17--1- 1. 1 --i ._ . -, ,-- - I 17 ") T • 77 _. Lir2,, r ):111„ 1 ri-A h, . ) 1 1 1 1 . 1 Li _ 1 1 1 , , , 1 41,, r.. 4_ , A":.- 1 _ p j_ : 1 --, L-. , .., t- 1- • --1- 1 i -1.-- I L 1 • ../4-,... • .4_. .:_l I • i. _ .1 1 ! 1 1 .. 1 \lk •I ( :, ' 1' III ):0[:._.(; l7M1_ .0 l , - I [ _1_4 ; 1 7- ' • 1 -- I 1 . t. ---- . - .c • • : -.i.. 1 . ; . . --- , •-,---!--i. . , .,-._---,. • _,_ 4 L • ___I . 1.. i ' 1_ t l i -I_ __ i.__!__•••••••.-i__-_.•-1 i -7-- .7 - :- 1 I 1- - I 1 r • • L 1 .1 ---• - . I , [ ___ , 1 • • , 1 f • • • , , . • . ..- 1 i p r11 1 . - - 1 - • 1______...._________.•:__ •i_L____ -____ - . -L---1-- -4----• . 1 • .• ' , 1 1 '. 1 41110k 1 '1 ':LL. IL. 1 I • '1 1 1 1 1 1 - G DUN i LI L.._1 ,__ ___ _i___. - 1 ._____ _....., , , • 1 ; . • -I _ I L H I , , ,L T L_ 1. ' I 1 --, c r .,- i L, z i. , p • _i__ i _ •,_ 1 L - - • , 7. i F - . , 2 - .---. )-: -- ivi_4 ; .4 --.::, i - 4 , 7=-,1 . i ! - . 1 1- 71 1 1 . 1 I 1 1 1 . 1 , ,--:. Li I P r -, I. : - .,,. ' ' 6.. -1- . 1 1 1 i 1. • [: .1 ' - -1 --. t - I • - I • -1- 71 • 1 i , _3 __s 1 1 : __ e ,,i-, _,._:.- q is‘_ , • , , , , r 1 - r• 1 _÷, -. , 1-7 .',:.1 1 ! i, r I .1 .! • I 1 . 1 L___••• I ! ,____,_ _I , ,. . ,, 1-•_,-- H E ,-- ; -/-i • _..r.-1-., ).-,:,-,. -4-.1 1 ,_ . • I [ II 1 1 - _ - L . • •:. s _ ._.2..,_ • _ ___ -:-7-!===t---1----- :- - -- - I -- - 1 1: 1. • i • - 1- .. .-...:'.':',, . it4=-1, .1 1 ._.., 1 1 1 - 1* • 1 1 1 1 J• 1 - I 1 • --- 1 [ : • . I ,.. - ; • 'I , b ,,,,,, 1 , --- ! I 1 1 : 1 1 1 1,. 1 i• 1 • 1 .1. i -- 1, - [ . _±, , r 1 ._4.__Lz• -_- ! A 1 . . - .r..--: -i- ,---1-- --.1-_-__ - . • . 1 1 1 1 , 1- . l• , 1, -!, 1 i : LH 1 1. 1 t i F ,...I I- 1 1 i ,1__.. .. . ,,i • _, ' `1 -------- 1 -1- 1 I -i ‘U cll - 1 r s-1\- . - ... 'I. i - • 1 . 1 I ,• ; .r k_ m ; ; .1 . 17-1-111111; 1 ' 1 1 i ' 'I-1 : _i_ ; , _. . I . i i I . ,..._ J .i . . . _L_ ___ _ -- _ ___,_...._ _ .. , • . . , . . • . • . . . . . . Project Job no. • • James G. Pierson, Inc. WI 1_ L.i\--me -vv. oc.1\n . . • Location . Date • - Consulting Structural Engineers , . . - • . . : Cli - . - • 320 Stark Suite 535 .Portland, Oregon 97204 - . . . . . • . . • .. let (503).226 Fax (503) 226-3130 . en t Sheet no. • ' • • L 7 I (1)3 • , . ' - •• . , . . . , • • . \ . . , . . . . • . • ,. . . . .. . . . . . . • ., T1 [ i - . ' I 1 ' i l 1--- 1: 1 1 I 1 [ ''.-. - '1 , .,. 1 • ._! -,,--.7.....' ! 1 1 1 1 I 1 i _.. . ----,---Pr t I _--- . 1 • , k ,u + .1.1 M 4 I ___ __. ___ L.__ L_ ___ __ _ I__ __..._ . _ 1 ._ I r I ' [ I -1- - I L IL . 1 I ,,1 ' ' i - • 1 - - 1___ --- ---- I- III - 71 . 1 --7- -. ---'- -- — -1 ----; ; ! ____ 11111 1 re, I I . , I ,.._._ I__ 1 _ _I • ,._ , , - -- 1 - is -- ! -, t, -- -4.57 . , k ,., --<-- t ALI --- . ,-:-- - ,- - -------, , i • !Mill .,‘, , . (.,____ c... i I 1 , L i-- , 1 \ - (.... t; . - 1 _i i 1- pi 4 1 i. 1 • , -- ..r \ i -1- i 1 ,- ---, --T --, . , 1 , ir L.I ,_, , . ..„.. , __ r , __ ___ J_ I i [ I Ii -1 ---.-- • - - i ! 1--i_l___i L4. , I , .._ _I __ . _. _ _ _ . i. __ _ _ _ . . ___1 i _ ___I_ _i___i__ _ II ' 1 ! 1____L_ 1 i I I I I 1 1 1 • •••• •iii ---- ----I--- - --i-- --1- --- - 1 IN tit --- 4-- --.- U. 1 I - I i 1 , [ I 1 1- - - - -- • - -- -1--- - -1 --- i--- --- ---- - -- - -1- --4- - -4- - - - -- J1 I- -1 _ 1 1 •1 1 LIP. __■ __ _,_ i_l_t____ .. 1 I i -1' , _. i___ _1_ _ i _ . . _ __ I__ __ .___ _ _ 1 L i 1 1 ! ,__ -, , 1 - I ! .. i ; • i ll 1 - , --,-- , I , , 1 _I .... _ 1 • 1-- . • ; _ BM 1 1 Ei 1 1 — I 1 - . - - - - .--1- --": -- 1 ; i 1 ■ I i ________________ ____ _ _ i___ ___j_ -__ i_ 1 1 t III 1 _i_ 1 -I __ _ _ I 1 I 1 _i_ -- ---, -- , -- + I -- .1 -- . - - I , , p . I, , , , . . 1 , , , ____ _.. ..1._ _..,_ ,__ ___"___[.. _ __i .._ _. __. _.._4 ._ ___I_____.__ i__ _ 1._ . .__;__ . ___t_. _ _ _ _ _ _ .1 , 1 ■ , ; 1 -1- ; 1 1 ' I • -- • I 1 ; , I , 1 : I - --I 1 _ _ .. _ _ _ . _ _., 1 _ _I _ ____ _. . _ . ..... ._. . I _ _ .._t 11_1 _ _ .1 .1 i I I I 1 1 , i - -:- - I - I . ._ _ _L __I__i__ I I I1 --: - L 1 I ; i ! - 1 i 1 i . _ . I .1 1 ' . . _...1 - 1 - Th r __ _1 _i_ 1_• • I , 1-------------- 1 i 1 1 _ 1 ., { i _, [ L__I L i 1 . !___1 . __ _, ! _ ______IL _ __.L_L . ' __1 1 1 1 --i- i____: I 1 !___ I I ! I 1 1 ! I__ 17_ r_ i i Project job no. Inc. James G. Pierson, . Date Consulting Structural Engineers Location 320 S.W. Stark, Suite 535 Portland, Oregon 97204 a Tel: (503) 226-1286 Fax: (503) 226-3130 m Sheet no. L-10c, . . . • • Lo No1TUv1 N 1 _ 1 I iz ECT1 D N Ajutt L, SNP -'0.51 3 _ . . .butuoiN t\A 7 (- 0: r • _ • t CL s00 =_ 15SOO •xT w u _ :0- 13 p50 ( PO - ? -- (1 0 is)C 1 �1 = �.� g P ► [NT. wA-�1 ._ .0 -()_sf. ( 74= ) 3 . _ agoa •- 7 - T2).1. � • O _ . _ - i(5 �jc � - � . _ aoo plc IL C4 - .L-- . • - - - - - - :.. -- -' In poor • 1 4 0 , 7,7 D IAT ! t ? A OA • 3 ° l _ p 1 ( N e v . , ioc FLOOL Dlr\ i w l� azee_.6 ' ( -LIaZ As0 P A �- cv.f c. 5aa f o ) . �. c-, �' �� :.. r .11 4 ' 4. r L_ 'a > • mo' 1 „ , t E: • - - -J !_ � \ -4 615q 1 ._ . - - - `Tu e t 0 P • Project job no. James G. Pierson, Inc. Date Consulting Structural Engineers Location 320 S.W. Stark, Suite 535 Portland, Oregon 97204 Tel: (503) 226 -1286 Fax: (503) 226 -3130 Client Sheet no. • . J . • (301 y(-)....) -r,_ (..Lr)-3)(_6g)m l • — -- - = . Va. _ � y c)- l) ( to _ ` , •. (6 � ? J _ . Ct5gc� I- -• ' X 6a._. - I .t I • 3 -� a -► 1 Ic • . n • U _U�� -.._f . �- _ � 1 1, �� . i 1. (Yr --.:. (7-- C I? X ' :4 ) ( 0 t S _ — I. 0 t (r) A 4:- . I f _ - . .. _U(' \A ET 1 () L I.IC �c),1,)C 2,.i;- , .1-- L . . _. _ __- I -- ---- --- -' --- -(covs \. ) V 1 . C f : OVA( , r - _ , 1 � - _ 42 _ � ( :, 1,i ( -? C� �)(o ■ 'Y> 'aOQ5.a. -- - 1 • - Project Job no. James G. Pierson, Inc. Consulting Structural Engineers location Date 320 S.W. Stark, Suite 535 Portland, Oregon 97204 Tel: (503) 226 -1286 Fax: (503) 226 -3130 Client Sheet no. • . L` • y ) ,`: v livyf .1'',. .... . • M s ( )( o)( /,,,., ` � -- (I0 C 0C_H) ( -- 6-13)(: 2.,�- u)('f) ... � 1'2,7? q (f -F * ' : ..... i 1 . . L {s? L i = . . : ... .._- .. . (ous ) . • . . Gl C. -IC i _ ..._.. a . . .. .11 u — • .- — ._ .L2_. - ✓_ f + '5 ' °'' ?0 r-� _._ + -_' �. t 1. . ,... c . -m a... () _- • /fir ` i _. I- i - -, - . .- .•) -�1- - -, lJ.0:pl'T - - 9 __ _ a _ . i . i NA . i -- c - - - % - - - - - _._. _ _ - ,... . . ._ • \ � 0)( )'' .)( s (4 (t0 - - : � ' 7 - 1 C O C :1 E (P U ft_ i F- - . _ 1 G , ;. _ : ( 1 t L AI ,) V? (-:! I= . 1 . CCiAsTc.i.'0. 1 :. . Project Job no. James G. Pierson, Inc. Consulting Structural Engineers Location Hate 320 S.W. Stark, Suite 535 Portland, Oregon 97204 Tel: (503) 226 -1286 Fax: (503) 226 -3130 Client Sheet no. L-12 •1 k r - _ • M • 7, ff I M (Li � r•-• _• . . --/ r ;ice �:= -_ ... • • . I n 0.)(2 0)(:-.7 f ?' )J_. i� r E� -,I J f t� � ( • ` ` ) .'r, ` • - -�.� 1 T - _r ^.T • , i , I I 1 1 1 1 1 I ' • i : i I i I I • 1 1 I j . i I I 1 L , ! i • I t ; , • • , I , i 1 • Project Job no. •I Jam G. Pierson Inc. . Date Consulting Struct Engineers Location 320 S.W. Stark, Suite 535 Portland, Oregon 97204 . Tel: (503) 226 -1286 Fax: (503) 226 -3130 Client - Shectno • a '11 O. • AC1318 -05 APPENDIX D - ANCHORING TO CONCRETE Version 1 0 WOES, 6.IE Jo* No 03/09/2009 FOR CONCRETE ANCHOR DESIGN BASED ON AC1318-05 APPENDIX D °Basic Design Parameters: (SEC D.3 -D.4) NOTES 6 SKETCHES Loads: (Per Applicable Loads Combinations in Sect 9 2, load applications that are predominantly high cycle fatigue or impact loads are not covered ) I N = 20 • k Ultimate Factored Tensile Load (kips) V = 0 k Ultimate Factored Shear Load (lops) + Factor Conditions: I • Ductile • mo— Steel Element I Yes I. Potential Failure Surfaces crossed by supplementary reinforcement proportioned to tie pnsm into the structural member? Headed Bolt mo Anchor Type N/A - Only applicable to Post - installed anchors No �— Anchor located in a region of concrete member where analysis indicates no cracking at service load levels? (YES = No Cracking Anticipated) I Yes � - Anchors are located in region of moderate or high seismic nsk, or structures assigned to intermediate or high seismic performance or design categones. I Normalwelght I •--- Concrete Type °Steel strength of anchor in tension: (SEC D.5.1) Nsa = nAs efuta N' n = • • .'1 . • Number of Anchors in a Group d 0 A = . 0.79 in 2 Effective Cross Sectional Area of Anchor fuze = 75 ksi Specified Tensile strength of anchor steel smrr farmrr f = 55 ksi Specified Yield strength of anchor steel N = 59.25 k 41 =I 0.75 4N = 33.33 k > N =I 19.60 Ik • • OK r s v .• 0 Concrete Breakout strength of anchor in tension: (SEC 0.5.2) Ncb = An0 Ped,N 'Ycp,NNb Single Anchor e N. Ar,m f �r— Ncbg = Anc wec,N�ed,N Group of Anchors .o • c, o • • c t— o' • G,nrre& breakout Anc = 2736 in 2 Projected concrete failure area of anchor or group of anchors. See RD 6.2.1(b) het = 19 in Effective anchor embedment depth Ca,min = 24 in The smallest edge distance Ca,max = 48 in The largest edge distance fc 3000 psi e'N = 0 in Eccentricity of Normal Force on a group of anchor See Commentary Figure 2 Edges = 0 Number of Edges surrounding anchor or group of anchors See Figure 3 Commentary A nw = 9h et 2 Projected area of the failure surface of a single anchor remote from edges for c,,,,, of 1.5hef or greater 'ec,N = 1 < 1 Modification factor for eccentrically loaded anchor groups 2s ( 1 + 3het 'ed,N = 1 A C ,, > 1 5h, Modification factor for edge effects = 0.7 + 0.3 C,,,;, N C, r , < 1 5h, Modification factor for edge effects 1.5 het 4 = 1 .00 for anchor in cracked section Nb = k fc112 h 3/2 Basic concrete breakout strength k = 24 for cast -in anchor Nb = 16fcli2het5 /3 Alternative concrete breakout strength for 11In < hef < 25/n Arco = 3249.0 in 2 4 0.75 ( 1 ec,N = 1.00 Ted,N = 0.95 wc,N = 1.00 Nb = 118.68 k N = 95.20 k +N = 53.55 k > N =I 19.60 1k • • OK Lr 15 • • °Pullout strength of anchor in tension: (SEC D.5.3) t Npn = wc.pNp a Abh Bearing area of the headed stud(s) or anchor bolt(s) ` -r— -4 " ^eh = I 1.8 I i See Table 1 Commentary niw, Np = Abrg c The pullout strength in tension of a single headed stud or bolt (D - 15) N = 0.9f The pullout strength in tension of a single hooked bolt (D - 16) 4 '0 3 = 1.00 + = I 0.75 I Np = 42.24 4Np = 23.76 k > Nu = I 19.60 Ik • • OK ()Concrete Side -Face Blowout strength of Headed anchor in tension: Single Anchor: (SEC 0.5.4) N„ t N Sb = 160c b urg c 112f 112 i 0 o 1A* C = C., = 6 in Distance from center of anchor shaft to the edge of concrete Side.fat. blowout Ca2 = 6 in Distance from center of anchor shaft to the edge of concrete in direction orthogonal to C = C„ See Commentary Figure 1 Factor = 0.500 c2 < 3•C 4)=1 0.75 Nsb = 34.88 k +N = 19.62 k > N =I 19.60 Ik • • OK Multiple Anchors: • Nsbg = (1 + S /6Ca1)Nsb • S =I 12 I in Spacing of the outer anchors along the edge in the group. Nsbg = 93.01 k 4 =I 0.75 I •Nsbg = 52.32 k > N =I 19.60 k • • N/A L' I6 IIIIIIIIII IIII e +- • i � ' � D � V v 7 7 7 his design prepareD 4-ion - torllpursr input Dy 7 / A.T.B.; EVERGREEN TRUSS, CO INC , LUMBER SPECIFICATIONS 62-00-00 hIP -D SETBACK 6.00.00 FROM END WALL IRC 2006 MAX MEMBER FORCES 4WR/GDF /Cq =1.25 TCM TC. 2x6 OF SS LOAD DURATION INCREASE = 1.15 (Non - Rep) TTTT ! I. 2 =) -33) 48 2.14 =( -3147) 13554 14- 3 =( 0) 387 RECEW 2x6 OF SS R g'! C F j a �f AJ �/ D 2. 3u(- 14478) 3375 4 15 =( -3153) 13545 3 15 =( -402) 567 WEBS: 2x4 OF STAND LOADING )}( Q �• 3 4=(- 14616) 3690 5.16= (.5136) 18825 15 4 =( -495) 2817 TC UNIF LL) 50 0) +Dl( 14.0)= 64.0 PLF 0'- 0 0' TO 14' 4. 5 =( 0) 0 6.17 =( -5532) 20340 15- 6 =( -5724) 1818 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 100 0) +DL( 28.0)= 128.0 PLF 14'. 6.1' TO 47'• 5.9' V 4 6=(- 13881) 3504 7.18 =( -5532) 20340 6 16 =( 0) 1194 BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0) +DL( 14.0)= 64 0 PLF 47'- 5 9' TO 62'- 0.0' V fi f' l 6- 7v(.18906) 5133 8.19 =( -5136) 18825 16 7 =( -1842) 447 BC UNIF LL( 0.0)•DL( 40 0)= 40.0 PLF 0'• 0.•0' TO 62'• 0.0' N I % 2 6 c i••- ' 7. 8= (•18906) 5133 9.20 =( -3153) 13545 17 7=( 0) 528 J �+ 8.10 =( 13881) 3504 20.12=( -3147) 13554 7.18 =( -1842) 447 NOTE: 2x4 BRACING AT 24 UON. FOR TC CONC LL( 604.4)+OL( 169.2)= 773 6 LBS @ 14'- 6 1' 9 -10 =( 0) 0 18- 8 =( 0) 1194 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 604.4)•DL( 169.2)= 773 6 LBS @ 47'- 5.9 CITY ► F T1G 10.11.(- 14616) 3690 8 19 =( -5724) 1818 BC CONC LL( 0.0)+01( 17.0)= 17.0 LBS @ 7'• 0.0' TY 0 11.12 =(- 14478) 3375 10.19=( -495) 2817 BC CONC LL( 0.0) +DL( 17.0)u 17.0 LB 13 =( -33) 48 S @ 55'- 0.0• G pIVIS 12 - TL 19.11 =( •402) 567 OVERHANGS' 30.0' 30.0' BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 17'- 0.0' BIJILDI 11.20=( 0) 387 BC CONC LL) 0.0)001) 17.0)= 17.0 LBS @ 45'• 0.0' Connector plate prefix designators: BC CONC LL( 0.0) +01( 17.0)= 17.0 LBS @ 27'- 0.0' c BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BC CONC LL( 0.0) +01( 17.0)= 17.0 LBS @ 35'- 0.0' C, LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M20HS,MI8HS,M16 = MiTek MT series R' 0'- 122 0 0' 1225/ 5328V -130/ 122H 5 50' 8.52 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL , ' 0.0' -1225/ 5328V -47/ 47H 5 50' 8 52 DF ( 625) III ( 3) complete trusses required. REOUIREMENTS OF INC 2006 AND IBC 2006 NOT BEING MET. 1 WA$}�� . Join together 3 ply with 3'x.131 DIA GUN Q nails staggered at: 12' oc throughout 2x6 top chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP `- 4 V O MAX LL DEFL = 0.004' (1/8329) @ -2'- 6 0' L /120 0 250' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • L) . , ` M .005' (1/6585) .0 1190 0 333 �� 12' oc throughout 2o6 bottom chords, _ !. T � ;•,,. ._ r MAX LL D DEFL = - 0 EFL = 0.743' (L/ 986) @ @ 31•'- 2'- 0 .0' L /240 = = 3.OSa' ' A l V 12' oc throughout webs. LOADS AS GIVEN y .' ,= MAX TL DEFL = - 1.215' (L/ 603) @ 31'- 0.0' L /180 = 4.072' ' k. MAX LL DEFL = 0 004' (L/8329) @ 64'. 6 0' L /120 = 0.250' .r'a 6i; ?„,././ MAX TL DEFL = •0 005' (l /6565) @ 64'• 6.0' L /90 0.333' - ` + _ " _ MAX HORIZ LL DEFL = 0.161' @ 61'- 6 5' ,r 1'r 7/8 _ MAX HORIZ. TL DEFL = 0 263' @ 61'• 6.5' �� - l� T � COND. 2. Additional 250185 vertical load ) applied non - concurrently at each __ 1 I ON ,. T! sprinkler location. • 6/13/0 ` Wind. 110 mph, h =15ft, TCD1.= 4.2,BCDL =6 0, ASCE 7 - 05, Enclosed, Cat.2, Exp.B, MWFRS, [ EXPIRES 6/10/11 ----I interior zone, load duration factor =l 6 14 -06 -01 32-11-14 14-06-01 f ! f________ -- q 7 -07 -09 5 -11 -12 0 -10 -11 7 -07 -14 8 -10 -01 8-10-01 7 -07 -14 0 -10 -11 5 -11 -12 7 -07 -09 T - r T '( i T f i 'i 14 -03 -10 14 -03 -10 12 ( • 773.60# C-7x7.7(S) 773.60# C 5.5x11.9 12 4.00 4.00 17 C- 5.5x11.9 5 C -3x9.4 0.25' C -3x9.4 y 0 C- 2.5x4.3 C 2.5x4.3 r + vr I / f , f- 2 2 off` 1 �. 14 15 16 17 MM IB NM 19 20 � 38 O C- 3x11.9 C- 1.5x3.4 C- 3x14.5 C- 5x9.4(S) C- 2.5x4.3 C- 1.5x3.4 C- 2.5x4.3 C- 5x9.4(S) C- 3x14.5 C- 1.5x3.4 C- 3x11,9 0 j :17# 1 17# l 11,17# C-5. x9.4(5) I 17# 1 170 1 170 V . . /, 1 7-05-13 5 -11 -12 8-11-13 8 -06 -09 8-06-09 8-11-13 y 5-11-12 7 -05 -13 y . 16 -00 16 -00 14 -00 16 -00 2 -06 62 -00 <r 0PRO 2 -06 JOB NAME: 841 A JOHN CURTIS • Al `:��t, G)NE'n SuS'0 Scale. 0.1313 n WARNINGS GENERAL NOTES, unless omerwise noted � � l 1 Builder and erection contractor should be advised of all General Notes 1 This truss design is adequate for the design parameters shown Review T russ : Al and Warnings before construction commences and approval is the responsibility of the building designer, not the . a , 2 2.4 compression web bracing must be installed where shown • truss designer or truss engineer ch "• / 3 All lateral force resisting elements s.rcn as temporary and permanent 2 Design assumes the top and bottom ords to be laterally braced at G DES . BY: EE stability bracing 7 o c and at 10' o c respectively unless braced throughout their length by • y g must be designed by designer of complete structure continuous sheathing such as plywood sheaming(TC) and/or drywall(BC) • OREGON / ,'° DATE : 6/23/2009 CompuTrus assumes no responsibility for such bracing 3 2s Impact bridging or lateral breang required where shown • • Cr. '' ,, • q 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor " (-) .. SEQ.: 431 1054 fasteners are complete and at no time snould any loads greater than 5 Design assumes trusses are to be used in a non - corrosive environment y .td E R G - p de loads be applied to any component and are for 'dry condition' of use U f TRANS ID: 31092 5 ComouT us has no control over and assumes na responsibility for me 6 Design assumes full bearing at all supports snown Shim or wedge it N , ,CL handling, shipment and installation of components necessary / •, r` ` 7 Design assumes adequate drainage is provided !1 j V 6 This design is furnished sublect to the limitations set form dy B Plates shall be located on both faces of truss, and placed so their center j' ` / C 4 TPI/WTCA in SCSI, copies or which will be furnished upon request lines coincide with Joint center lines IIIIVIIIIIIIIIIII CompuTrus, Software TF(TL)-E Fo asic -2529 (CompuTrus) 1 EXPIRES 12/31/09 j in ines and/or ESR.1311, 85W -1988 (MiTek) • IUII IIIIIIIIII t.' This design prepared a frOm computer input by II A.T.B.; EVERGREEN TRUSS': CO INC.., LUMBER SPECIFICATIONS TRUSS SPAN 62'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /GDF /Cq =1.25 TCM TC: 2x6 DF SS LOAD DURATION INCREASE = 1.15 (Non -Rep) 1. 2 =( -33) 50 2 -15n( -1113) 7058 15- 3 =( 0) 335 12- 22 =(0) 335 BC: 2x6 DF SS SPACED 24.0' O.C. 2. 3 =1 -7567) 1212 15 -16=( -1116) 7048 3 -16 =( -500) 31 WEBS: 2x4 OF STAND 3- 4 =( 7218) 1219 16.17 =( -1464) 8680 16- 4 =( - 162) 1690 • LOADING 4. 5 =( 0) 0 17- 18= (.1464) 8600 16 - 6 =( - 2420) 397 TC LATERAL SUPPORT <= 12'0C. UON. 1 LL( 25.0) +0L( 7.0) ON TOP CHORD = 32.0 PSF 4. 6 =( -6812) 1142 18.19 =( -1599) 10064 17- 6 =( 0) 302 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =(- 10062) 1593 19.20 =( -1465) 8680 6.18 =( -145) 1627 TOTAL LOAD . 42.0 PSF 7 8 =( 10062) 1593 20.21 =( - 1465) 8660 18- 7 =) •470) 165 8- 9 =1. 10040) 1588 21.22 =(.1116) 7048 18- 8 =( -222) 203 NOTE: 2x4 BRACING AT 24'OC UON. FOR BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 7'- 0.0' 9 -11=( -6812) 1142 22.13 =( -1113) 7058 8.19 =( -592) 165 ALL FLAT TOP CHORD AREAS NOT SHEATHED BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 55'. 0.0' 10 -11 =) 0) 0 19. 9 =( -140) 1611 BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 17'- 0.0' 11.12 =( •7219) 1219 20- 9 =( 0) 298 BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 45'• 0.0' 12.13 =( -7567) 1212 9 -21 =( -2417) 397 OVERHANGS: 30.0' 30.0' BC CONC LL( O.0) +DL( 17.0)= 17.0 LBS @ 27'- 0.0' 13.14 =( -33) 50 11 -21 =( .163) 1691 BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 35'- 0.0' 21.12 =) -499) 29 Connector plate prefix designators: I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series � REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'• 0.0' -523/ 2878V -210/ 808 5.50' 4.61 DF ( 625) or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 62'• 0:0' -523/ 2878V -10/ 80H 5.50' 4.61 DF ( 625) vertical members (son). LOADS AS GIVEN I AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. Wind: 110 mph, h =15ft, TCDL= 4,2,BCDL =6.0, ASCE 7 -05, MAX LL DEFL = 0.011' (1/2776) @ -2'- 6.0' L /120 = 0.250' MAX TL DEFL = •0.014' (1/2195) @ -2'- 6.0' L /90 = 0.333' Enclosed, Cat.2, Exp.B, MFRS, MAX LL DEFL = - 1.077' (L/ 680) @ 27'- 6.3' L/240 = 3.054' interior zone, load duration factor =l.6 MAX TL DEFL = - 1.758' (L/ 416) @ 27'• 6.3' L /180 = 4.072' MAX LL DEFL = 0.011' (L/2776) @ 64'- 6.0' L /120 = 0.250' MAX TL DEFL = - 0.014' (1/2195) @ 64'• 6.0' L /90 = 0.333' MAX HORIZ. LL DEFL = 0.227' @ 61'• 6.5' - ' MAX HORIZ. TL DEFL = 0.374' @ 61'• 6.5' COND 2. Additional 250LBS vertical load sprin kler location. I non-concurrently at each -( 15 -07 -15 1' 30 -08-03 1' 15-07-15 T 15 -07 -15 15 -04 -01 16 -08 -06 14 -03 -10 7 -07 -09 5-11-12 4.10 -11 8 -00 -13 6 -09 -11 8 -02 -09 4 -10 -11 5 -11 -12 7 -07 -09 0 -�1 -07 1' 7 0- 1'1 1' 1' 14 - - 2x4 vertical at 48' oc 14 - - T T with C- 1.5x2.6 typical. f r 12 C-5x6(S) C55x11.9 C- 5.5x11.9(5) C- 5x11 C-5x6(S) 12 4.00c " C- 7x14.5 ;; C- 7x14.5 a 4.00 C- 1.5x3.4 C-2.5x4.3 4 1 ' i ta 6 - 7 B 9 r� C- 2.5x4.3 lrlr Al C- 2.5x4.3 3 ...7„..., + 2 ,....aigi 3 v «�i 1 - - � 15 16 w^ 17 18 �� 19 20 wlatt 21 22 A` 4 o G C- 5x11.9 C- 1.5x3.4 C- 5x11.9 C- 1.5x3.4 C- 3x11.9 C -3x7.7 C-1.5x3.4 C- 5x11.9 C- 1.5x3.4 C- 5x11.9 0 CN18- 5.5x17.9(5) C1B- 10x17 LOCK CN18- 5.5x17.9(5) 1 4,17# I 4,17# J 4 1 74 + 174 174 �17a 7 -05 -13 5 -11 -12 5 -11 -14 8-00-13 7 -01 -03 7 -11 -01 5-11-14 5 -11 -12 7 -05 -13 y y y W 1 16-00 16-00 14-00 16-00 'R• Cq : . 2 -06 62 -00 „,„.s.- 1 P 2 -0... pF 1 % N 1 JOB NAME. 841 A JOHN CURTIS - A2 Scale' 1/8' � -‹ O_ RO � F kkp V 4J � c I^ ' 1 C � ' .� ' _ WARNINGS. GENERAL NOTES, unless otherwise noted ; ` .vV 1�E 0 2 ^ `AO h � ; Z' l 1 Builher and erection contractor should be adw9ed of all General Notes 1 This truss assign is adequate for the design parameters shown Review 4 4i • `v 'r T r u S s : A2 I and Warnings before construction commences and approval is the responsibility of the building designer. not the 2 2x4 compression web bracing must be installed where drown •, truss designer or truss engineer j 3 , 2�! 3 All lateral force resisting elements such as temporary and permanent 2 . Design assumes the top and bottom chords to be laterally braced at i� / : ' ' DES . BY : EE stability bracing 2 c. and at 10 c respectively unless braced throughout their length by (/ 1 11 tl 5 Y ' ry g muss oil designed by designer of complete strucme• continuous sheathing such as plywood sheahing(TC) and/or drywall(BC) 1, I ^ r 1777$ DATE: 6/23/2009 CompuTrus assumes no responsibi iry for such bracing 3. 2x Impact bridging or lateral bracing required where shown • • •^T OREJON d % p � .,,a , :', � C C 4 No load should be applied to any component until after all bracng and 4 Installation of truss is toe responsibility of the respective contractor `' 'T SEQ.: 43 1 1 055 5 - fasteners are complete and at no time should any loads greater thin 5. Design assumes trusses are to be used in a noncorrosive environment. I /� '�s ,' design loads be applied to any component and are for 'dry condition' of use, t,Y r V • _ .� TRANS ID: 31092 5 CompuTrus has no control over and assumes no responsibility for the 8 Design assumes full bearing at all supports shown Shim or wedge it Q - A • - - f0N� fabrication, handling, shipment and installation of components necessary f ` �7 7 Design assumes adequate drainage is provided T L� r P� l L j /Oi 6 This design is furnished subject to the limitations set forth by B Plates Shall be located on both faces of truss, and placed so their center /f i + ` • li I III VIII VIII VIII III I VIII I III I I IIII TPI/WTCA in SCSI, copies of which will be furnished upon request lines coincide with )dint center lines `. 3 / D f 9 Digits size of plate in inches L EXPIRES CompuTrus, Inc. Software 7 5 1 F(1 L) -Z 10 For basic sic connector connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MITek) EXPIRES 12/31/09.,' 6110/11 IIIIIIIIIIIIIII • Inis design prepared rom computer input by .Prom EVERGREEN TRUSS,,C0 INC LUMBER SPECIFICATIONS TRUSS SPAN 62'- 0.0• INC 2006 MAX MEMBER FORCES 4WR /GDF /Cq =1.25 TCM TC: 2x6 OF SS t LOAD DURATION INCREASE = 1.15 (Non -Rep) 1. 2 =( •33) 50 2.15 =( -1113) 7058 15- 3=( 0) 335 12- 22 =(0) 335 BC: 2x6 DF SS I SPACED 24.0• O.C. 2. 3n) •7567) 1212 15.16 =(.1116) 7048 3.16 =) -500) 31 WEBS: 2x4 DF STAND 3. 4 =( .7218) 1219 16 -17= (.1464) 8680 16- 4=( .162) 1690 LOADING 4. 5 =( 0) 0 17- 18= (.1464) 8680 16- 6 =( -2420) 397 TC LATERAL SUPPORT <a 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6 =( -6812) 1142 18 -19 =( -1599) 10064 17- 6 =1 0) 302 BC LATERAL SUPPORT <= 12'0C. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7= (•10062) 1593 19.20 =(•1465) 8680 6.18 =1 -145) 1627 TOTAL LOAD = 42.0 PSF 7- 8 =(. 10062) 1593 20.21 =( -1465) 8680 18- 7 =( -470) 165 8- 9 =(. 10040) 1588 21.22 =(•1116) 7048 18. 8 =( - 222) 203 NOTE: 2x4 BRACING AT 24'0C UON. FOR BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 7'- 0.0• 9 -11 =( •6812) 1142 22.13 =( -1113) 7058 8 -19 =( -592) 165 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 55'- 0.0' 10.11 =) 0) 0 19. 9 =( -140) 1611 BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 17'- 0.0' 11.12 =( -7219) 1219 20- 9 =( 0) 298 BC CONC LL( 0.0)+DL( 17.0)= 17.0 LBS @ 45'• 0.0' 12 -13 =( -7567) 1212 9 -21 =( -2417) 397 OVERHANGS: 30.0• 30.0' BC CONC LL( 0.0) +OL( 17.0). 17.0 LBS @ 27'• 0.0' 13.14 =( •33) 50 11.21 =) •163) 1691 BC CONC LL( 0.0) +OL( 17.0)v 17.0 LBS @ 35'. 0.0' 21 -12 =( •499) 29 LOADS AS GIVEN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HO8Z BRG REOUIRED BRG AREA REOUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0' 0.0' -523/ 2878V -210/ BOH 5.50• 4.61 OF ( 625) C,CN,C18,CNI8 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 62' 0.0• -523/ 2878V -10/ 808 5.50• 4.61 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. or equal at non - structural Wind: 110 mph, h =15ft, TCDL= 4,2,BCDL =6.0, ASCE 7-05, MAX LL DEFL = 0.011' (L/2776) @ •2'- 6.0• L /120 = 0.250• vertical members (uon). Enclosed, Cat.2, Exp.B, MWFRS, MAX TL DEFL •0.014' (L/2195) @ •2'- 6.0' L /90 = 0.333• interior zone, Iced duration factor=1.6 MAX LL DEFL = - 1.077' (L/ 680) ) @ 27'- 6.3' L /240 = 3.054• MAX TL DEFL = - 1,758' (L/ 416) @ 27'• 6,3' L /180 = 4,012• COND. 2: Additional 250LBS vertical load MAX LL DEFL = 0.011' (L/2776) @ 64'- 6.0' L /120 = 0.250• applied non concurrently at each MAX TL DEFL = - 0.014' (L/2195) @ 64'• 6.0• L /90 = 0.333' STEP FLAT TOP CHORD TO BE BRACED BY OVER- FRAMING sprinkler location. MAX HORIZ. LL DEFL = 0.227• @ 61'- 6.5• JACK TOP CHORDS AT 24' OC. MAX HORIZ. TL DEFL = 0.374' @ 61'• 6.5• 15 -07 -15 30 -08 -03 15-07-15 • 1 1 1 1 15 - 07 - 15 15 - 04 - 01 16 - 08 - 06 14 - 03 - 10 1 1 1 1 1 7-07-09 5 -11 -12 4-10-11 � - 8 -00 -13 6 -09 -11 8 -02 -09 I 4 5 - 11 - 12 7 -07 -09 1 1 1 0-1 10 7 1 0-11- 07 14 -03 10 204 vertical at 48' oc 14 -03 10 1 with C - 1.5x2.6 typical. 1 12 C- 4x4.3+ C- 5.5x11,9(5) C- 4x4.3+ 12 4.00 a 4.00 � EO PROF F k C•Sx11.9 C- 1.5x3.4 C- 2.5x4.3 C- 5x11.9 .- C - 5x6(5) 5 D C- 5x6(S) r�� a - O C- 7u14.s C- 7x14.5 4 k7 4,` F OP . C- 2.5x4.3 C - 2.5x4.3 3 - 1171, �, OREGON � � • __ • To .--J 3 0 WIWI 15 16 17 18 19 20 21 22 ° o . T � � � o C- 5x11.9 C- 1.5x3.4 C- 5x11.9 C- 1.5x3.4 C- 3x11.9 C -3x7.7 C•I.Sx3.4 C•5o11.9 C- 1.5x3.4 C-5x11.9 0 . R. C P CN18- 5.5x17.9(S) C18- 10x17.9(5)8 OC CN1B- 5.5x17.9(S) 6/13/0 j17N 17q 1711 17# �17# 1 174 1 /- 1 � ' 1' y y 1• 5 1' 1 l EXPIRES 12/31/09 7 -05 -13 5 -11 -12 5-11-14 8 -00 -13 7 -01 -03 7 -11 -01 5 -11 -14 5 -11 -12 7 -05 -13 l y J• l 16 -00 16 -00 14 -00 16-00 ;I g• Coq. ` y y `C 1- y ,,, 2 -06 62 -00 2 -os =� of W A S li p ,. JOB NAME: 841 A JOHN CURTIS - A3 C A. C� Scale: 1/8' l .t. O 6 • 2 WARNINGS GENERAL NOTES, unless otherwise noted 1. Builder and erection contractor should be advised of all General Notes 1 This truss design Is adequate for me design parameters shown. Review r T r u g s : A3 and Warnings before construction commences and approval Is the responsibility of the building designer, not the - 2. 2=4 compression web bracing must be installed where shown • truss designer or truss engineer, 3 Au lateral force resisting elements such as temporary anc permanent 2. Design assumes the top and bottom chords to be laterally braced at • OL ,. 54 , 1 ,- DES . BY: EE stability bracing must be designed by designer of complete structure 2 o c and at 10' o c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC) 17778 DATE : 6/23/2009 CompuTrus assumes no responsibility for such bracing 3. 2x Impact bridging or lateral bracing required where Shawn • • 4 No load should be applied to any component until after 80 bracing and 4 Installation of truss Is the responsibility of the respective contractor �O, - ,Q �� S TRANS ID: 31092 V Ell . : 4311056 fasteners are complete and at no time should any loads greeter than 5 Design assumes trusses are to be used in a non-corrosive environment design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility for the end are for "dry condltbn' of use J ON .' .- 6 Design assumes full beanng necessary. Q all suppo ts shown Shim or wedge if G 3I _ - VVV - -. feDricolion, handling, shipment and installation of components I . . ` 7 Design assumes adequate drainage Is provided 6. This design Is fumtshed subject to the limitations set forth by 8 Plates shall be located on both faces of truss, and placed so their center IIIIIIiI IIIIIIIIIIIIIIII VIII TPIMITCA in SCSI. copies of which will be furnished upon requesL lines coincide with Dint center lines CompuTrus, Inc Software 7.5.1 F(1 L) -Z q Fo rsaSicconnectorplatedesignv 9 Diits indicate sloe of late in Ines 10 auesSee ESR- 2529(CompuTrus) L EXPIRES 6!10/11. and/or ESR •1311, ESR -1988 (MlTek) 1111111111111 a This design prepared `From co input by A.T.B.; EVERGREEN TRUSS INC . LUMBER SPECIFICATIONS TRUSS SPAN 62'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /GDF /Ccv1 25 TCM TC' 2x6 DF SS LOAD DURATION INCREASE = 1.15 (Non -Rep) 1. 2 =( -33) 50 2 - :5=( •1113) 7058 15- 3 =( 0) 335 12- 22 =10) 335 BC. 2x6 OF SS SPACED 24.0' O.C. 2- 3 =( -7567) 1212 15.16 = (.1116) 7048 3.16 =( -500) 31 WEBS: 2x4 DF STAND 3- 4 =( -7218) 1219 16 :7 =( "1464) 8680 16. 4 =1 "162) 1690 LOADING 4. 5.( 0) 0 17•18 =( •1464) 868D 16- 6.( -2420) 397 TC LATERAL SUPPORT <= 12'0C. UDN. LL( 25.0) +DL( 7.0) ON TO? CHORD = 32.0 PSF 4. 6 =1 -6912) 1142 18 19=( •1599) 10064 17- 6 =( 0) 302 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10 0 PSF 6. 7.).10062) 1593 19.20 =( -1465) 8680 6.18=( -145) 1627 TOTAL LOAD . 42.0 PSF 7 8 =( 10062) 1593 20.21=( -1465) 868D 18. 7.( -470) 165 8. 9=(- 10040) 1588 21.22o(.1116) 7048 18- 8 =( -222) 203 NOTE: 2x4 BRACING AT 24'0C UON. FOR BC CONC LL( 0 0) +DL( 17.0)= 17.0 LBS @ 7'• 0.0' 9.11 =1 6812) 1142 22.13=(.1113) 7058 8 -19 =( -592) 165 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ BC CONC LL( 0 0) +OL( 17.0)= 17.0 LBS @ 55'- 0.0' 10.11 =1 0) 0 19- 9 =( .140) 1611 BC CONC LL( 0.0) +0L( 17.0)v 17.0 LBS @ 17'- 0.0' 11.12.( -7219) 1219 20- 9 =( 0) 298 BC CONC LL( 0.0)+DL( 17.0) = 17.0 LBS @ 45'- 0.0' 12.13.) 7567) 1212 9.21= (•2417) 397 OVERHANGS: 30 0' 30.0' BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 27'- 0.0' 13.140( -33) 50 11.210( -163) 1691 BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 35'- 0.0' 21.12 =( -499) 29 LOADS AS GIVEN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators. 0'- 0 0' -523/ 2878V -210/ 80H 5.50' 4.61 OF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 62'- 0 0• -523/ 2878V -10/ BOH 5 50' 4.61 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY or equal at non-structural Wino: 110 mph, h =15ft, TCOL= 4.2,BCDL =6.0, ASCE 7 -05, MAX LL DEFL = 0.011' (L/2776) @ -2'- 6.0' L /120 = 0 250' vertical members (uon) Enclosed, Cat.2, Exp.B, MWFRS, MAX TL DEFL . - 0.014• (L/2195) @ -2'- 6.0' L /90 = 0.333' interior zone, load duration factor =l.6 MAX LL DEFL . - 1.077' (L/ 680) @ 27'- 6 3' L/240 . 3 054' MAX TL DEFL = - 1.758' (L/ 416) @ 27'- 6 3' L /180 = 4.072• COND. 2" Additional 250LBS vertical load MAX LL DEFL = 0.011• (L/2776) @ 64'" 6 0' L /120 = 0.250' applied non - concurrently at each MAX TL DEFL = - 0.014' (L/2195) @ 64'• 6.0' L /90 = 0.333' sprinkler location. MAX HORIZ. LL DEFL = 0.227' @ 61'" 6.5' MAX HORIZ TL DEFL = 0.374' @ 61'- 6 5' 15 -07 -15 30 -08 -03 15-07-15 f 1 f -1 15 -07 -15 15 -04 -01 16-08-06 14-03-10 - 1" 1 1 r 7 -07 -09 5-11-12 4-10-11 � , -- I 8 -00 -13 6-09-11 8 -02 -09 4 -10 -11 5 -11 -12 7 -07 -09 T i 0 -11f07 -( 0 - -07 14 -03 -10 14 -03 -10 T 1 2x4 vertical at 48' oc with C- 1.5x2.6 typical. 12 12 4.00 C7 - c- sx11. C- 5x11.9 a.00 ' PROFF C- 5x6(5) C- 5x6(5) - i C- 7x14.5 C- 1.5x3.4 C- 2.5x4.3 0 : "P � � GllJF 6 ' O T C- 5.8X11.9(5) %, • 6 5 7 B 9 4 y 1 C-7x14.5 C- 2.5x4.3 C -2 5x4 3 11471----• 3 - 2 ! OREGON m ' i c„ vt 2 ,� v r I a a Ir� __ -, V 3 H�6• 0 rya 15 16 1 1 17 16 19 20 21 22 -. 4 o O f� � Q' o C- 5x11.9 C- 1.5x3.4 C- 5x11.9 C -1.5x3 4 C- 3x11.9 C -3x7.7 C- 1.5x3.4 C- 5xt1.9 C -1 5x3.4 C- 5x11.9 o R. C P CN18- 5.5x17 9(S) C1B- 10xl7.9(S)BLOCK CN18- 5.5x17,9(S) (•/73'0 I17# 117# I17# I na ,1,17# ,17s EXPIRES 12/31/09 l V% T % �i 1" "� r .% ; j.' 7-05-13 5 -11 -12 5-11-14 8 -00 -13 7 -01 -03 7-11-01 5 -11 -14 5 -11 -12 7-05-13 1 ` 1 l y 'in . C 16 -00 16-00 14 -00 16 -00 / b � i 1 `► WA 2 os S fitlz: JOB NAME: 841 A JOHN CURTIS - A4 62 - 00 2 -06 ,`(' T �O F y � ti O , � O � ., _ Scale' 1/8' Cr) h ; Z r" WARNINGS GENERAL NOTES, unless otherwise noted r 1 Builder and erection contractor should be advised of all General Notes 1 Tnis truss design is adequate for the design parameters shown Review 41k.:./..;, T russ: A4 and warnings before construction commences and approval is die responsibility of the budding designer, not Inc . 5 5% . " / 2 244 compression web bracing must act installed whore shown • truss designer or truss engineer . ', ( - - 3 All lateral force resisting elements such as temporary and permanent 2 Design assumes the to, and bottom chords to be laterally braced at - ;7 �:"lL�5;1'" DES. BY: EE stability bracing must be designed by designer of complete structure 2' o c and of 10' o c respectively unless braced throughout their length by I . I m ri sheathing suer as plywood r wand/or drywall(BC) 17778 ^ _ D 6/23/2009 C ompuTrus assumes no responsibn ry for such bracing ] 2 2. Impact bridging or r lateral bracing where here s shown • • � �.�r[4� 4 No load should be applied to any component until alter all bracing and 4 Installation of truss is the responsibility of the respective contractor � �•IJ y {�•_ SEQ.: 431 105 7 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non - corrosive environment. '" A �� design loads be applied to any component S - , `1 'Oa\ . TRANS ID: 31092 5 CompuTrus has no control over and assumes no responsibility for and are for 'dry condition' of use 6 Design sumps fun bearing at all supports shown Shim or wedge it t'/13/0/ v l , N i necessary . labncation handling shipment and installation of components 7 Design assumes adequate drainage Is provided rt 6 This design is furnished subtect to the limitations set fo by 6 Plates shall be located on both faces of truss, and placed so their center r EXPIRES I V III IIIII IIIII I III III I VIII III I IIII II TP17WTCA in BCSI copies of which will be furnished upon request ties Coincide with mint Center lines 1C 611011 . r 9 Digits indicate size of plate In inches CompuTrus, Inc Software 7 5 1F(114-2 10 For basic connector plate design values see ESR •2529 (CompuTrus) and/or ESR "1311, ESR•19138 (MITek) IIIIIIIIIIIIIII This design prepared from computer input by A T B. EVERGREEN TRUSS'CO INC • LUMBER SPECIFICATIONS TRUSS SPAN 62'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /GDF /Cis =1 25 TCM TC. 2x6 OF SS LOAD DURATION INCREASE = 115 (Non Rep) 1 2 =( 33) 50 2.15 =( -1113) 7053 15- 3 =( 0) 335 12- 22 =(0) 335 BC. 2x6 OF SS SPACED 24.0' 0 C. 2. 3 =( 7567) 12(2 15.16 =( -1116) 7049 3.16 =) -500) 31 WEBS: 204 OF STAND 3. 4 =( -7218) 1219 16.17 = (1464) 8680 16. 4 =( •162) 1690 LOADING 4- 5 =( 0) 0 17.18 =(.1464) 8680 16. 6= (.2420) 397 TC LATERAL SU ?PORT <= 12'0C. UON. LL( 25.0)nlL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6 =( -6812) 1142 18.19 = (.1599) 10064 17- 6 =( 0) 302 BC LATERAL SUPPORT <= 12'OC. UON. Dl ON BOTTOM CHORD = 10.0 PSF 6- 7= (- 10062) 1593 19.20 =(•1465) 8680 6 -18 =( -145) 1627 TOTAL LOAD . 42.0 PSF 7- 8= (- 10062) 1593 20.21 =( -1465) 8680 18- 7 =( •470) 165 8 9 =(- 10040) 1588 21.22 = (.1116) 7048 18- 8 =( -222) 203 NOTE: 2x4 BRACING AT 24'0C UON. FOR BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 7'. 0 0' 9.11 =( -6812) 1142 22.13 = (.1113) 7058 8 -19 =( •592) 165 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ BC CONC LL( 0.0) +0L( 17.0)= 17.0 LBS @ 55'• 0.0' 10 -11 =( 0) 0 19- 9 =( -140) 1611 BC CONC LL( 0 0) +DL( 17.0)= 17.0 LBS @ 17'- 0.0' 11.12 =) 7219) 1219 20. 9 =( 0) 298 BC CONC LL( 0.0) +DL( 17 0). 17.0 LBS @ 45'- 0 0' 12.13 =) -7567) 1212 9- 21= (.2417) 397 OVERHANGS. 30.0' 30 0' BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 27'- 0 0' 13.14 =( 33) 50 11.21 =( 163) 1691 BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 35'. 0.0' 21.12 =( -499) 29 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: i 0' 0 0' 523/ 2878V -210/ 80H 5.50' 4 61 OF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 62' 0.0' 523/ 2878V 10/ BON 5.50' 4 61 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY or equal at non - structural MAX LL DEFL = 0.011' (L/2776) @ -2'- 6 0' L /120 = 0.250' vertical members (uon). MAX TL DEFL = - 0.014' (LI2195) @ -2'- 6.0' L /90 = 0.333' MAX LL DEFL = •1.077' (LI 680) @ 27'- 6.3' L /240 = 3.054' MAX TL DEFL = - 1.758' (L/ 416) @ 27'• 6.3' L /180 = 4.072' 15 07 - 30 - 03 15 MAX LL DEFL = 0.011' (L/2776) @ 64'. 6.0' LI120 = 0 250' MAX TL DEFL = •0.014' IL/2195) @ 64'- 6.0' L /90 = 0 333' 1 ( 1 1 15 - - 15 - - 16 - - 14 - 03 - 10 MAX HORIZ. LL DEFL = 0.227' @ 61'- 6.5' 1 1 if if MAXilORI-Z DEFL = 0.374' @ 61'- 6.5' 7 -07 -09 5 -11 -12 4.10.11 I 8 -00 -13 6 -09 -11 8-02-09 I , 4 -10 -11 5 -11 -12 7-07-09 if i 1 0-11-07 if if 0 -1'1 -07 1 i i 2x4 vertical at 48' oc 1 14-03-10 1 with C- 1.5x2.6 typical 14-03-10 1 12 C - 4x4.3+ C - S.Sx11.9(S) C - 4x4,3+ 12 Wind: 110 mph, h =15ft, TCDL= 4.2,3CDL =6.0, ASCE 7-05, 4.00[ C- 1.5x3.4 C- 2.5x4.3 o d u 4.00 Enclosed, one,2 adp, ?MFRS, fa interior zone, l oad duration factor =l.6 .....m.° COND. 2: Additional 250 : dad C- 5x11.9 C- 5x11.9 applied non-concur Dt�F9F <... sprinkler locate. F C- Sx6(S) 5 0 C- 5x6(5) d? GlN� s � 0 ( C- 7x14.5 C- 7x14.5 I.0 �. R-5 4,! , y. 6 7 $ 9 '" Ct C- 2.5x4.3 - rem - ° . .. ,/� 3 + z C 2.5 x 4.3 , Z11 , 71.--• ' 2 � T T OREGON 1 v V. 1 Ilia: �MM 3 I 0 '9PR 6 • S) ° 15 16 17 18 19 20 21 22 4-, ° 1,.... R � O C- 5x11.9 C- 1.5x3.4 C- 5x11.9 C- 1.5x3.4 C- 3x11.9 C -3x7.7 C- 1.5x3.4 C- 5x11.9 C -1.5x3 4 C- 5x11.9 o f R. C P CN18 -5 5x17.9($) C18- 1Ox17.9(S)BLOCK CN18-5.5x17.9(S) ( •�i3/ 0 , 174 1 174 174 1 117# 1 17# y �V), J �; if 174 , y ;7 y ( EXPIRES 12/311091 7-05-13 5-11-12 5 -11 -14 8 -00 -13 7 -01 -03 7-11-01 5-11-14 5 -11 -12 7 -05 -13 y I J i L - J 16-00 16-00 14 -00 ,, tl . C.4 ;,_ I 1. 2 06 62 00 . ' WAS b JOB NAME. 841 A JOHN CURTIS - A5 Scale. 1 . i 1 <<G 0 i 7'1 ' . - 2 - 06 � f - � ,/ WARNINGS GENERAL NOTES, unless otherwise noted : , F. � ' ; 7. r - 1 Builder and erection contractor should be advised of all General Notes 1 This Miss design is adequate for the design parameters shown Review Cl ... T russ : A5 and Warnings before construction commences and approval is the responsibility of the buildng designer, not the 4 2 204 compression well bracing must be installed where shown • truss designer or truss engineer % - 3 All lateral force resisting elements such as lam sign assumes the too and bottom Wards to be lateral braced at X a ' 2 De " - g temporary and permanent ty �•,i - DES. BY: EE 2• o c and at 10 o c respectively unless braced throughout the length by j • stability bracing must be designed by designer o1 Complete 9tiucture continuous sheathing such as plywood sheathmg(TC) and/or drywall(BC) II:,Sti'' DATE : 6/23/2009 CompuTrus assumes no responsibility for such bracing 3 2, Impart bndging or lateral bracing required where shown • • 17778 4 No load Should be applied to any component until after all braong and 4. Installation of truss is Ire responsibility of the respective contractor 8E0.: 431 1058 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non - corrosive environment. 11' � .`•�L 1R �/ (CjjQ j. Design loads be applied to any component and are for 'dry condition' of use , J 11+ T+' . TRANS ID: 31092 5 CompuT us has no control over and assumes no responsibility for me 6 Design assumes full beanng at all supports shown Shim or wedge d 74 10 , necessary I labncahon handling, shipment and installation of components 7 Design assumes adequate drainage is prowde0 f ^ 3 1 6 This design is furnished subleCt to the limitations set forth by 8 Plates shall be located on bolt faces of truss, and placed so trier center G / / ` e • • �• - IS ' t I IIII I I III III I II III I II II I III I II TPIIWTCA in SCSI copies of which will be lurn,sned upon request lines Coincide with )dint center lines 9 Digits indicate size of pate in inches CompuTrus. Inc Software 7 5 1F)1L) -Z 10 For basic connector plate design values see ESR -2529 (CompuTrus) 6/10/11 XPIrES ardfor ESR -1311. ESR 1988 (MiTek) l III'lllllllllll Tnis design prepared `from computer input by r A.T,B.; EVERGREEN TRUSS•CO INC LUMBER SPECIFICATIONS TRUSS SPAN 62'- 0.0' IRC 2006 MAX MEMBER FORCES 4WRIGDFICq =1.25 TCN TC. 2x6 OF SS LOAD DURATION INCREASE = 1.15 1- 2=( -33) 50 2.12 =( -790) 7251 3 -12 =( -410) 175 BC. 2x6 OF SS SPACED 24.0' O.0 2- 3 =( -7771) 870 12-13=(-697) 6491 12- 4 =( 0) 1001 WEBS: 2x4 DF STAND; 3 4 =( 7450) 739 13 -14 =( -592) 5566 4 13 =( -1021) 166 2x4 DF 1118BTR A , LOADING 4- 5 =( -6276) 648 14 -15 =( -592) 5566 13- 5 =( -1) 1132 LL( 25.0)vDL( 7.0) ON TO? CHORD = 32.0 PSF 5- 6 =( -4835) 510 15-16=(-697) 6491 5.14 =( 1578) 217 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10 0 PSF 6 7 =( 4835) 510 16.10 =( -790) 7251 14- 6 =( -160) 2607 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7 8 =( -6276) 648 14- 7 =( -1578) 217 8- 9 =( 7450) 739 7.15 =( .1) 1132 OVERHANGS: 30.0' 30.0' BC CONC LL( 0.0)vDL( 17.0)= 17.0 LBS @ 7'- 0.0' 9 -10 =( -7772) 870 15• B= (•1021) 166 BC CONC LL( 0.0)+OL( 17.0)= 17.0 LBS @ 55'- 0.0' 10 -11 =( -33) 50 6.16 =( 0) 1001 Connector plate prefix designators: BC CONC LL( 0.0)+OL( 17.0)= 17.0 LBS @ 17'- 0.0' 16- 9 =( -410) 175 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BC CONC LL( 0.0)+0L( 17 0)= 17.0 LBS @ 45'- 0.0' M,M2ONS,MI8HS,M16 = MiTek MT series BC CONC LL( 0.0)+DL( 17.0)= 17.0 LBS @ 27'- 0 0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I BC CONC LL( 0.0)+DL( 17.0)= 17.0 LBS @ 35'• 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -388/ 3105V -233/ 233H 5.50' 4.97 OF ( 625) ' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 62'- 0.0' -388/ 3105V -89/ 69H 5.50' 4.97 OF ( 625) LOADS AS GIVEN LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.011' (L12776) @ •2'• 6.0' L1120 = 0.250' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL = - 0.014' (L/2195) @ -2'- 6 0' L /90 = 0.333' MAX LL DEFL = - 0.608' (L /1205) @ 38'- 5.8' L/240 = 3.054' MAX TL DEFL = - 0.958' (L/ 765) @ 31'- 0.0' L /180 = 4.072' MAX LL DEFL = 0.011' (L/2776) @ 64'- 6.0' L /120 = 0.250' MAX TL DEFL = -0 014' (L /2195) P 64'- 6 0' L /90 = 0.333' MAX HORIZ. LL OEFL = 0.193' @ 61' 6.5' MAX HORIZ. TL OEFL = 0.302' @ 61'- 6.5' 31 -00 31 -00 T f T 13 -11 -01 17 -00 -15 17 -00 -15 13 -11 -01 4 'r i - ' r 8 -09 -04 7-04-15 7 -04 -15 7 -04 -15 7 -04 -15 7 -04 -15 7 -04 -15 8 -09 -04 'l' 'r i 1' i 1' 'r 12 12 Wind. 110 mph, h =15ft, TCOL= 4,2,BCDL =6.0, ASCE 7.05, 4.00 C - 5x9.4 -- 4 00 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 5.0" 6 COND. 2: Additional 250LBS vertical load applied non - concurrently at each PIN sprinkler location. C•4xs 7C -4x6 E0 PROF C- 5.5x9.4(5) C- 5.5x9.4(5) •� - FSS1 C -2.5x6 j/ C -2.5x6 CO \••1 F 02 C- 1.5x3.4 'fl C- 1.5x3.4 • OREGON cr 2 ! - P on v " _ �_ 1 ,. I' r rr - a■ = i Q 12 13 14 15 16 0 T � � C- 5.5x11.9 C-4x4.3 C- 5x9.4(S) C -5x6 C -7x7.7 C- 5x9.4(S) C -5x6 C- 5x9.4(S) C -4x4.3 C- 5.5x11.9 o I R. C P` I17# 117# �17# .17# Ina I 17# 0130, f- b y EXPIRES 12/31/09 11 -02 -14 9-10-09 9 -10 -09 9-10-09 9 -10 -09 11 -02 -14 l 5 1 20-00 14 -00 14 -00 i�* `•' - i 1 2 os 62-00 'i ' y o JOB NAME: 641 A JOHN CURTIS - A6 a , ' OV W ASkiN � 0 � 2 -06 - Scale. 1 N ' c � WARNINGS 1 GENERAL NOTES, unless otherwise noted A6 I 1 Builder and erection contractor should be advised of all General Notes 1 This truss design is adequate for the design parameters shown Review : +k Z l T r u s s : A6 and Warnings before construction commences and approval is the responsibility of the building designer, not the h L ` 2 2x4 compression web bracing must be installed where shown • truss designer or buss engineer. 3 All lateral force resisting elements such as temporary and permanent 2 Design assumes the lop and bottom chords to be laterally braced at , �" - DES. BY: EE statrhty bracing muss be designed by 2 o c and at td' o c respectively unless braced throughout their length %: a'; r „ goer o1 complete structure continuous sheathing such as plywood sheathing(TC) and/or drywall(BC . Y , ,zyT. DATE: 6/23/2009 CompuTrus assumes no responsibiiy for such bracing 3 2x Impact bodging or lateral bredng required where shown • • 4 No load should be applied to any component until after at bracing and 4 Installation of truss is the responsibility of the respective contractor r - .G P ^ � p 1 7 ]8 SEQ.: 431 1059 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non - corrosive environment, . r. design loads be applied to any component and are 1 "dry condition OI use ��r, y� 4� � TRANS ID: 3109 2 5 CompuTrus has no control over anc assumes no responsibility for the 6 Design assumes full Dean o at all suDDO s shown Snlm or wetlge d \` fabrication na +mm shi necessary I S!`� st ,i g pment and installation of components 7 Design assumes adequate drainage is provided _ l• AL 6 This design is furnished subject to the limitations set forth by 8 Plates shall be located on both faces of truss, and placed so their cent / / l, P,' ' <- _, d I III II VIII III III IIII IIII VIII II I IIII TPINVTCA in SCSI, co es o1 which will be furnished upon re pi quest lines coincide with loin) center lines 9 For ndicate size of plate m inches 0 For b CompuTrus, Inc Software 7 5 1 F(1 L) -E basic connector plate design values see ESR -2529 (CompuTrus) 4 and/or ESR- 1311, ESR- 1988 (MITek) EXPIRES 6/10/11 This design prepared liroln computer input by III'llllllll'll A.T.B.; EVERGREEN TRUSS-00 INC • LUMBER SPECIFICATIONS TRUSS SPAN 62'• 0.0' IRC 2006 MAX MEMBER FORCES 4WR /GDF /Cq =1.25 TCN TC: 2x6 OF SS , LOAD DURATION INCREASE = 1.15 1- 2 =( -33) 50 2.13 =( -131) 1569 13- 3 =( 0) 403 19- 7u( -101) 1664 BC: 2x6 DF SS SPACED 24.0' 0.C. 2 3 =( -1735) 148 13•14 = (•134) 1558 3 -14= (.1256) 92 19- 8 =( -1668) 220 WEBS: 2x4 OF STAND . 3- 4 =) -614) 84 14 15 =( •1) 0 14. 4 =( 0) 600 8 -20 =( -2) 1211 LOADING 4- 5 =( -100) 831 16- 17= (.708) 70 14.16 =) .61) 519 20- 9 =( -1063) 169 TC LATERAL SUPPORT <v 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -132) 632 18 19 =1 -41) 3 4.16 =( -1315) 115 9.21u) 0) 1115 BC LATERAL SUPPORT no 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -85) 452 19.20 =) -95) 944 15.16 =( -1500) 174 21.10 =) -515) 188 TOTAL LOAD = 42.0 PSF 7. 8 =1 112) 385 20.21 =( -211) 1915 16- 5 =( -736) 167 OVERHANGS' 30 0' 30.0' B. 9=(.1419) 142 2111 =( -316) 2868 5 -17 =) 0) 280 BC CONC LL( 0.0) +DL( 17 0)= 17.0 LBS @ 7' 0.0' 9.10 =( 2752) 227 6 -17 =1 -646) 201 Connector plate prefix designators: BC CONC LL( 0.0) +OL( 17.0)= 17.0 LBS @ 55'- 0.0' 10.11 =( -3117) 337 18.17 =( -2208) 192 C,CN,C18,CN1B (or no prefix) = ConpuTrus, Inc BC CONC LL( 0 0)001) 17.0)= 17.0 LBS @ 17'- 0.0' 11.12 =( -33) 50 17.19 =) -447) 166 M,M20HS,M18HS,M16 = MiTek MT series BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 45'• 0.0' 17- 7 =( -1729) 134 BC CONC LL( 0.0)+0L( 17.0)= 17.0 LBS @ 27'- 0.0' LOADS AS GIVEN BC CONC LL( 0.0) +OL( 17.0)= 17.0 LBS @ 35'- 0.0' BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0' 0 0' -218/ 935V -233/ 233H 5 50' 1.50 DF ( 625) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. 21' 4.7' -139/ 1625V 0/ OH 3.50' 2.60 DF ( 625) 29'• 10.5' -287/ 2101V 0/ OH 3.50' 3 36 OF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD TOP 62' 0.0' -268/ 1533V -89/ 89H 5.50' 2.45 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX LL DEFL = 0.011' (L/2776) @ -2'- 6 0' L/120 = 0.250' MAX TL DEFL = - 0.014' (L/2195) @ -2'• 6.0' L /90 = 0.333' MAX LL DEFL = - 0.057' (L/4377) @ 7'- 11.9' L/240 = 1.040' MAX TL DEFL = - 0.087' (L/2867) @ 7'- 11.9' L /180 = 1.386' • MAX LL DEFL = 0.000' (L/9999) @ 25'- 11.6' L /240 = 0.409' MAX TL DEFL = 0 000' (L/9999) @ 25'- I1 6' L /180 = 0.546' TRUSS NOT SYMMETRICAL MAX LL DEFL = - 0.123' (L/3075) @ 50'- 9.7' L/240 = 1 576' ORIENTATION AS SHOWN. 31.00 31.00 MAX TL DEFL = - 0.199' )I/1900) @ 50'• 9.7' L /180 = 2 701' - T MAX LL DEFL = 0.011• (L/2776) @ 64'- 5.0' L/120 = 0.250' 15.09.14 15 - - 17 13 MAX TL DEFL = - 0.014' )L/2195) @ 61-6 .0' L /90 = 0.333' T i - MAX BC PANEL LL DEFL = -0 104' (L/ 909) @ 25 11.6' L/240 = 0.396' 8 - - 6 6 - - 8 - 0.11 - 7 - 7 7- 04.08 8 - - f MAX BC PANEL TL DEFL = -0 159' (L/ 597) @ 2511.6' L /180 = 0.528' '( '( 'I 1' '( i 1 '( COND. 2: Additiol 250LBS vertical load 12 applied non - corrent) at each 4.00 t7 C - 5.5x9.4 spr_nkler locan 2 4.00 Y location. C - 1.5x3.46 wind. 110 oph, h =15ft, TCDL2,BCDL =6.0, ASCE 7.05, C - 5x6(S) Enclosed, Cat.2, Exp. 11WFRS, 1 C 5x6 interior zone, load dti.. C 2.5x4.3 j I 4.5' a C•5x6(S) yE PROF�c • C- 4x4.3 .C f � Gtr+ s, 6-6' 0 C 4x4.3 ( •1.5x3.4 e C 3x4.3 3 L `l�L. 13 14 15 1 1 a 18 1a19 20 21 z� o n • OREGON C- 5.5x7.7 1 U �n . C-1.5x3.4 C -3x9.4 C- 2.5x4.3 C 2.5x4.3 C -5x6 C -3x7.7 C -3x7.7 0 0 v C- 5x6(S) C -7x7.7 C- 8x11.9 C-5x6(S) p, b, 0 , � T R. CP CLL 1 17# 1 y 17a ) 17# na ) 17# 1 17# P1 J T; 1. V y y y T T 1 I EXPIRES 12/31/091 J, 7 -11 -14 6-07-09 09 6 -09 -05 1 8 -05 -12 1 -01 -08 9 -11 -12 , 9 -10 11 -02 -05 j 1 11 -06 -08 10-00 1 8 -02 -04 14 -00 18 -03 -04 l -1 ' ' - 2 -06, 21 -06.08 8 -02 -04 32 -03 -04 y2 -06 R' C,4 `rs, WAS - 62 - PROVIDE FULL BEARING.a -"o (j �/� O JOB NAME: 841 A JOHN CURTIS - A7 Scale: 0 0938 �) � � C � == C. }mot _ WARNINGS GENERAL NOTES, unless otherwise noted .. CA , t , 1. ` 1 Builder and erection contractor snou d be advised of alt General Notes 1 Thls truss design is adequate for the design parameters shown Review T russ : A7 and Warnings before construction commences and approval is the responsibility of the building designer not the w / t• "Qt 2 2x4 compression web bracing must be installed where shown • truss designer or truss engineer ; ' 2 Design assumes the top and 0000th chorus to oe laterally braced at r L 3 All lateral force resisting elements such as temporary and permanent -y • J7".Sp DES. BY: EE stability °racing must be designeu oy designer of complete structure 2' o c and at 10 o c respectively unless braced throughout melt length by continuous sheathing such as plywood shearningli C) and/or drywall(BC) 1 8 DATE: 6/23/2009 CompuTrus assumes no responsibility for sucA bracing 3 2, Impact Ondging or lateral bracng required where shown • • .C, p SEQ.: 4 31 10 6 0 4 No load should be applied to any component until after all bredng and 4 Installation 01 truss is the responsibility 0f the respective contractor - T •1�,I 4 � (� fasteners are complete and al no time should any loads greater mon 5 Design assumes trusses are to be used in a non - corrosive environment, T RAN S IC): 3 1 092 design loads be applied to any component and are for dry condition" of use 5 CompuTrus has no control over and assumes no responsibility for the 6 Design palumes full bearing at all supports shown Shim or wedge it IONA. ': • fabrication. handling, shipment and installation of components 7 ne Design gn a / / ` 21 O l e adequate drainage provided II / 6 This design is furnished subject to the limitations set forth by 8 Plates shall b be located m ocated on both faces of truss, and placed so their center IIIIII VIII VIII I III IIII VIII II I IIII IIII TP WJTCA in SCSI copies of which will be furnished upon request, lines comade with joint center lines 9. Digits Indicate sae of plate to inches 10 b EXPIRES esS CompuTrus, Inc. Software 7 5 1F(1L) -E For basic connectorpla tlesignvalues seeESR- 2529(CompuTnn) 6/10/1 1 J and/or ESR -1311, ESR -1988 (MITek) IIIIIIIIIIIIIII •• This design prepared 'fret comput input by A.T.B.; EVERGREEN TRUSS-CO INC LUMBER SPECIFICATIONS TRUSS SPAN 62'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /GDF /Cq =1.25 TCM TC: 2x6 OF SS LOAD DURATION INCREASE . 1.15 1. 2 =( -21) 34 14.15 =( .676) 4268 1 -14 =( -216) .69 18- 8 =( 0) 443 8C: 2x6 DF SS SPACED 24.0'0.C. 2- 3= (•4127) 361 15.16 =) -584) 3243 14- 2=( -4388) 619 18- 9 =(.1630) 221 WEBS: 2x4 DF STAND, 3. 5 =1 -275) 2066 16.17= (.2152) 250 2 -15 =( -410) 265 9.19 =( -2) 1124 204 OF H18BTR A LOADING 4. 6=( .17) 65 17.18 =( -124) 472 15- 3 =1 0) 957 19.10=( -1085) 166 LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 6. 7 =( .145) 1063 18 - 19 =) -259) 2277 3.16 =( -5426) 772 10.20 =) 0) 1065 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 7- 8 =(•1300) 132 19.20=1 -379) 3218 16- 5 =( -137) 1574 20 -11 =( -495) 193 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 8- 9=( -1326) 138 20 -12 =( -494) 4101 4- 5 =( -3) 42 9.10 =( -2740) 281 5- 6 =( •309) 2583 OVERHANGS: 0.0' 24.0' ADDL: TC CONC LL +DL= 500.0 LBS @ 6'- 0.0' 10.11 =( -4D5t) 385 5.17 =( -175) 1545 ADDL: TC CONC LL+DL= 500.0 LBS @ 12'- 0.0' 11.12 =(.4426) 530 6.17=( -2458) 362 Connector plate prefix designators: BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 7'- 0.0' 12 -13 =( •26) 40 17- 7=(.2536) 332 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 55'- 0.0' 7.18=( .74) 1296 M,M2OHS,M18HS,M16 = MiTek MT series BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 17'• 0.0' BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 45'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 27'• 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC CONC LL( 0.0) +DL( 17.0)= 17.0 LBS @ 35'- 0.0' 0'- 0.0' -153/ 1258V -89/ 230H 5.50' 2.01 OF ( 625) 20'- 2.8' -436/ 3892V Of OH 5.50' 5.83 OF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 62'- 0.0' -284/ 1947V -89/ B4H 5.50' 3.11 OF ( 625) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2. Additional 250LBS vertical load AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. applied non - concurrently at each sprinkler location. Wind. 110 mph, h =15ft, TCDL= 4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, LOADS AS GIVEN interior zone, load duration factor =l.6 co di PROF & �GINe� si O Z 18 -00 13 -00 31 -00 1 62-00 T . e ?� 1' I louuas 4,500U • 6 'OREGON .� .� J . 12 ' 4.00 C -4x7.7 12 " � V Q O aEFt 4.00 6 ' 0 ' 1 4.0' ' c 5.5x7.7 ' G/23 R C P �� 111114 C -7x7.7 0 c 4xs 1 EXPIRES 12/31/09' C- 1.5x3.4 a C -3x6 + C- 5x6(S) 0.25 12 +I C- 1.5x3.4 C- 5x14.5 C- 5x17.9 C- 8x11.9 A + ro f, I C- 4x11.9 C -2.5x6 C•5x6(S)C- 5x11.9 5.5x9.4 C- 5.5x7.7 C -5x6 C- 5x6(S)C -4x4.3 C 3x11.9 1 ,1 .171f X17# C- 5x6(S) 417N :17# 17# 62 -00 <` 2.06 Ask � JOB NAME: 841 A JOHN CURTIS • AB Scale: 0 . - ; L _ 0 � l WARNINGS GENERAL NOTES, unless otherwise noted ry 1 AZ, C� 0 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown Ree ; f � i. Z ; T r u S s : A8 and Warnings before construction commences and approval is the responsibility of the building designer, not the 1 h I . 2 2x4 compression web bracing must be installed where shown • truss designer or truss engineer .f e- 3 All lateral force resisting elements such as temporary 2. Design assumes the top and bottom chords to be laterally braced at 4-441=i'• g porary and permanent y , DES. BY : E E stab bracing 2' o c. and at 10' o.c. respectively unless braced throughout their langt ,. y g must be designed by designer of complete structure continuous Wreathing ouch as plywood ahead mp(TC) and/or drywan(B r D • ATE: 6/23/2009 GampuTrus assumes no responsloi iy for such bracing 3 2x Impact bridging or lateral bracing required where shown • • - s Sp 4 No load should be applied to any component until after all bracing end 4 Installation of truss Is the responsibility of the respective contractor , installation of components SEQ.: 431 1061 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non - corrosive environment, ry p 17778 d loads be applied to any component end ere for - dry condition of use "i 't �� TRANS ID : 31092 6 Design assumes full bearing at all supports shown. Shim or wed a if $ - 1 " 5 CompuTrus has no control ov anC assumes no responsibility for the 9 VA _ .x nd necessary a Fabrication, handling. shipment a •: y 4 t 7. Design assumes adequate drainage is provided Oi',ly+ 6 This design is furnished subject to the limitations set forth by a Plates shall be located on both faces of truss, and placed so Plea center/1 3 f Q - VIII VIII VIII VIII VIII III I 1011111 9 TPIANTCA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines { v . Digits indicate size of plate in inches. C ompuTrus, Inc. Software 7.5 1 F(1 L) -E to For basic connector plate design values see ESR -2529 (CompuTrus) andlor ESR- 1311, ESR- 1988 (MTek) EXPIRES 6/10/11 1111111111311 This design prepared Trom computer input by r A.T.B. EVERGREEN TRUSS INC • LUMBER SPECIFICATIONS 13.01.08 CORNER GIRDER SETBACK 9 -03.06 FROM END WALL IRC 2006 MAX MEMBER FORCES 4WR /GDF /Cq =1.25 TC/4 TC: 2x6 DF SS LOAD DURATION INCREASE = 1.15 (NOn•Rep) 1• 2 =( -67) 102 2- 9 =(.139) 1335 2- 8 =( -1693) 588 BC: 2x6 DF SS 2- B =( .457) 703 9.10 =( 0) 0 3- 9 =) -435) 334 WEBS: 204 OF STAND; LOADING 8. 3=( -1464) 171 9- 4 =( -145) 1660 230 DF SS A TC UNIF LL( 164.1)+DL( 45.9)= 210.0 PLF 0'- 0.0' TO 13'- 1.5' I 3- 4=( -1469) 1B6 BC UNIF LL( 0.0)+DL( 65.6)= 65.6 PLF 0'• 0.0' TO 13'• 1.5' I 4. 5 =( -55) 113 TC LATERAL SUPPORT <= 12'0C. UON. 5. 6 =( -47) 79 BC LATERAL SUPPORT <= 12'OC. UON. BC CONC LL( 0.0)+DL( 17.0)= 17.0 LBS @ 8'• 0.0' 6- 7 =( -22) 103 . LETINS: 3.08.05 0 -00 -00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 67.1' 2.4' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'• 0.0' -516/ 1103V •226/ 82H 5.50' 1.76 OF ( 625) Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 12'- 7.4' •551/ 1433V 0/ OH 5.50' 2.15 OF ( 625) considered for this design. . 19'- 4.4' .169/ OV 0/ OH 0.75' 0.00 OF ( 625) 25'- 4.4' .228/ 29V 0/ OH 0.75' 0.03 OF ( 625) Connector plate prefix designators: 31'- 4.7' -88/ 5V 0/ B2H 0.75' 0.01 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.270' (L/ 248) @ .5'• 7.1' L/120 = 0.559' MAX TL DEFL = •0.341' (L/ 196) @ •5'• 7.1' L /90 = 0.745' MAX LL DEFL = 0.055' (L/2772) @ 3'. 4.4' L/240 = 0.635' MAX TL DEFL = 0.076' (L /2006) @ 3'• 4.4' L /180 = 0.847' MAX LL DEFL = 0.000' (L/9999) @ 0'- 0.0' L/120 = 0.020' • MAX TL DEFL = 0.000' (1/9999) @ 0'. 0.0' L /90 = 0.027' COND. 2: Additional 250LBS vertical load 1 applied non - concurrently at each 1 sprinkler location. 8 - - q 13 - 9 - Wind: 110 mph, h=15ft, TCDL =4.2,BCDL =6.0, ASCE 7 -05, • 6 - 00 - 10 6 - 12 - - T Enclosed, Cat.2, adp d u, ionR fa interior zone, load duration factor =l.6 12 7 , 3. 58 c"-= . 6 C- 5x6(S) • 0 - # s e .. - c0 PROFE C- 3x11.9 ° c..," ��,IPJF� X 0 2 4 p 1 4../ <!/ 77 C- 5.5x7.7(5) �'�` # o f C -1 .5x3.4 �p e ..a.%71--. 3 C -2.5x6 B !; • OREGON 0j 1 J v i A t RQ' Q- X3/0 1 2--- 9 10 - - C- 3x11.9 C -5x6 1 17# PROVIDE SUPPORT 1 61 EXPIRES . C.P 12/31/091 J• 1 1 ) 3 -06 -04 3 -02 -04 6-05 • : 5 -07 -01 PROVIDE FULL BEARING.# 31 -04-12 0-02-07 �• �4 ° ` f • O ANN S1./ � • JOB NAME: 841 A JOHN CURTIS • CG1 Scale: 0.1905 4" C to WARNINGS: GENERAL NOTES. unless otherwise noted• h 1. l • �+�y?? 1 Builder and erection contractor should be advised of all General Notes 1 This Miss design Is adequate for the design parameters shown Review - � _, Truss: CG 1 and Warnings before construction commences and approval Is the responsibility of the building designer, not the 2 254 compression web bracing must be Installed where shown •. truss designer or truss engineer f a` ar .. _ 3 All lateral force resisting elements such as temporary and permanent 2 Design assumes the top and bottom chores to be laterally braced at d� T ,. - DES . BY : EE stability bracing . 2' c c and at 10' o C. respectively unless braced throughout their length by !ti•.5 bracing must be designed by designer of complete structure. "' - . DATE: 6/23/2009 CompuT us assumes no responsibil.ry for such bracing. continuous sheathing each as plywood sheathing(TC) BC here ) and/or drywall (BC) 2a impact bridging or lateral Dredng required where shown .. ( ) D 7! / 8 4 No load should be applied to any component until after all bracing and 4 Installation of truss Is the responsibility of the respective contractor 'T �. •� j q • SEQ. : 4311062 fasteners are complete and at no time should any bads greater than 5 Design assumes trusses ere to be used In a non - corrosive environment. - � - J 1 F'L ' ' design loads be applied to any component, and are for 'dry condition' of use. TRANS ID: 31092 5 CompuT us has no control over and assumes no responsibility forte 6 Design assumes full bearing at all supports shown Shim or wedge if - .' + IONAl necessary !/13/0 fabrication, handling, shipment and installation of components. 7 Design assumes adequate drainage is proviced l•' 6 This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss, and placed so their center v � - I III VIII I III I III I I I II I II I I II IIII TPIIWTCA in SCSI, copies of which will be furnished upon request lines Ind coincide with pmt center noes B lines Indicate size of plate to inches EX 1 in CompuTrus. Inc Software 7.5.1 F(1 L) -E h0. For basic connector plate design values see ESR•2529 (CompuTrus) 6/10/11 1 and/or ESR -1311, ESR•1988 (Mask) • . • This design prepared 'from ccomputer input by IIIIIIIIIIIIIII • r A.T.B.; EVERGREEN TRUSS CO INC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /GOF /Cq =1.25 TCM TC: 24 OF SS LOAD DURATION INCREASE = 1.15 1.2=( -41) 113 5- 6 =( -16) 135 5 -2 =(.436) 160 BC: 2x4 DF #18BTR SPACED 24.0' O.C. 2 -3=( -129) 119 6.7=( 0) 0 2.6 =(•138) 16 WEBS: 204 OF STAND 3.4=(.172) 35 LOADING TC LATERAL SUPPORT v= 12'OC. UON. LL( 25.0)•0L( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. I DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 30.0' 0.0' 0'• 0.0' -125/ 496V •154/ OH 5.50' 0.79 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 62V 0/ OH 5.50' 0.10 DF ( 625) Connector plate prefix designators: REOUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. 5'- 11.7' .75/ 250V Of OH 0.50' 0.23 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 8'. 0.0' -82/ 65V .154/ OH 0.50' 0.10 OF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 8 AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. MAX LL DEFL = - 0.009' (L /3462) @ -2'- 6.0' L1120 = 0.250' T r 1r MAX TL DEFL = - 0.011' (L /2704) @ -2'- 6.0' L /90 = 0.333' t 4 , MAX LL DEFL = 0.000' (L/9999) @ 3'- 0.9' L/240 = 0.254' MAX TL DEFL = - 0.027' (L/2259)' @ 4'. 9.0' L /160 = 0.339' b MAX TC PANEL LL DEFL = - 0.038' (L /2081) @ 3'- 0.9' L /1B0 = 0.439' # MAX HORIZ. LL DEFL = 0.004' @ 5'- 11,7' ( MAX HORIZ. TL DEFL = 0.008' @ 5'- 11.7' 12 Wind: 110 mph, h=15ft, TCDL =4.2,BCDL =6.0, ASCE 7 -05, - 8.00 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =l.6 • # v • r- c:. m C -5x6 nr ° M' t�� <G �G1IV F� O y I ewe 1 • e � � C- 1.5x3.4 C- 2.5x4.3# • ORE ^� l J J-), 013/0, • R . C P `� `? - 0-01-12 5 -04 -12 0 -05 -08 1 J' J. J I EX PIRES 1 2/31 /09 2-06 6 -00 . PROVIDE FULL BEARING.# 2 -00 _ ;` g C :�: ... _ F w. s t,,f `�i' o ti� 0 JOB NAME: 841 A JOHN CURTIS • J1 Scale. 0.4414 , ) ��; ' WARNINGS GENERAL NOTES, unless stherwise noted CID t -�,,+>! l z' 1 Builder and erection contractor should be advised of all General Notes 1 This buss design is adequate for the design parameters shown Review a Truss: J1 and Warnings before construction commences and approval is the responsibility of the building designer. not the % ; 2 2x4 compression web bracing must be installed where shown • truss designer or truss engineer ' , R' 1f 3 All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at , DES. BY: EE stabile bracing 2' o c. and at 10' o c respectively umees braced throughout their length by ILt$J stability g must be designed by designer p/ complete structure continuous sheathing such as plywood sheathing(TC) and/or drywall(BC) . � 1 7 / 8 DATE: 6/23/2009 CompuTrus assumes no responsibility for such bracing 3 2x Impact bridging or lateral bracing required where shown • • 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor , 7471Y074,1 `� S EQ .: 4311063 fasteners are complete and at no nine should any loads greater than 5 Design assumes trusses are to be used Ina non - Corrosive environment. TRANS ID: 31092 e7 ►' design loads be applied la any component are for 'dry condition' of use .� 1. � , - 5 CompuTrus has no control over and assumes no responsibillry for the 6 Design assumes lull bearing at all supports shown Shim or wedge it f01 I� f fabrication, handling. shipment and installation of components. necessary / / I O r l ., • , 1 • 7 Design assumes adequate drainage Is provided b' /�' 6 This design is !urmshe0 subject to the limitations eel IOM by 8 Plates shell be located on both faces o1 run. and placed so their center IIIIII IIIII VIII I III VIII VIII I III I II IIII TPI/WTCA in 13C51. copies of which will be furnished upon request tines i • coincide with Jont center tines - , 9 lines Indicate size o plate to inches EXPIRES C J CompuTrus. Inc Software 7.5 1 F(1 �) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) 6/10/11 1 • and/or ESR•1311, ESA-19E18 (MiTek) �J II • Inis aesign preparea from computer input oy A.T.B.; EVERGREEN TRUSS CO INC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IRC 2006 MAX MEMBER FORCES 4WR /GDF /Cq =1.25 TCM TC: 2x6 OF SS I LOAD DURATION INCREASE = 1.15 (Non -Rep) • 1 -2 =( -32) 88 5 -6 =(0) 0 2 -5 =( -390) 143 BC: 2x4 OF 418BTR . SPACED 24.0' O.C. 2.3 =( -129) 133 WEBS: 2x4 DF STAND 3.4=( -177) 45 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. 7 DL ON BOTTOM CHORD = 10 0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 30.0' 0.0' 0'- 0 0' -110/ 453V •159/ 31H 5.50' 0.73 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 61V 0/ OH 5.50' 0.10 OF ( 625) Connector plate prefix designators: REOUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. 5'- 11 7• -78/ 251V 0/ OH 0.50' 0.23 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 8'• 0 0• -84/ 65V -158/ 31H 0.50' 0.10 OF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = - 0.009' )L!3488) @ -2'- 6.0' L /120 = 0.250' 8 -00 MAX TL DEFL = - 0.011' (L/2725) @ -2'- 6.0' L /90 = 0.333' MAX LL DEFL = 0.000' (L/9999) @ 3'. 0.0' L/240 = 0.254' 4 MAX TL DEFL = 0.000' (L/9999) @ 3'• 0.0' L/180 = 0.339' MAX TC PANEL LL DEFL = •0.045' (L/1828) @ 3'- 0.0' L /180 = 0.454' MAX IC PANEL TL DEFL = - 0.048' (L/1713) @ 3'- 0.0' L /120 = 0.681' MAX HORIZ. LL DEFL = 0.049' @ 5'- 11.7' MAX. HORIZ. TL DEFL = 0.049' @ 5'- 11.7' 1P Wind: 110 mph, h =15ft, TCDL =4.2,BCDL =6.0, ASCE 7.05 Enclosed, Cat.2 Exp.B, MWFRS, 8.00 7. interior zone, load duration factor =1.6 PROVIDE SUPPORT. v •- CONTINIOUS SHEATHING. o . co C- 2.5X7.7 `� -OCI PROFES . � � c � r G F ^P /O ° • T t . , • ��^ 5 �� 6 �� C- 1.5x3.4 (n OREGON J 0 E 1't u • p yy y / I 1 ,I D TT R. CPp' 0 -01 -12 5-10-04 -- y 1- 1• y i EXPIRES 12/31/09 2-06 • 6 -00 2-00 • g. C "'4,,,, 4 WASy o k 0 JOB NAME: 841 A JOHN CURTIS - J1 Scale 0 4289 � $ 4.,6- C EO • ;� da '� Z r ., WARNINGS GENERAL NOTES, unless otherwise noted 1 Builder and erection contractor should be advised of all General Notes 1 This truss design is adequate for the design parameters shown Review O C end at 10' T r u S s : J1 and Warnings before construction commences and approval is the responsibility of the building designer not the j__. 2 2o4 compression web bracing must be installed where shown • truss designer or truss engineer Oy 2 Design assumes the lop and bottom Chords to be laterally braced at /.; - • 3 All lateral force resisting elements such as temporary and permanent a c respectively l - / liaST • DES. BY : BC stability bracing must be designed by designer of complete structure Cture p y unless braced throughout their length by responsibility continuous sheathing such as plywood sheathing(TC) and /or drywall(BC) DATE: 6/23/2009 C ompuTrus assumes no res port y f such bracing 3 2a Impact bridging or lateral bracing required where shown • • 17778 ' 4, No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor �. 4 "VON' SEQ .: 4311064 fasteners are complete and at no time should any loads greater than 5 Design assumes busses are to be used in a non - corrosive environment, ' design loads be applied to any component and are for 'dry condition' of use .x TRANS ID: 31094 5 CompuT us has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shown Shim or wedge if 1 , - !ONAl. 113/' ncessary. ( fabrication, handling, shipment and installation of component 7 Design assumes adequate drainage is pldatl ` - 6 This design Is furnished subject to the limitations set forth by B Plates shall be located on both faces of truss, and placed so their center r , IIIIII VIII VIII VIII VIII II I I III IIII IIII TPIANTCA In BC 51, copies of which will be furnished upon request lines coincide with Joint center lines 9. Digit indicate sizeo1plate ate integi inches EXPIRES C 0 /� CompuTrus, Inc Software? 5 1F(1L) -E 10 For basic connector plate design values see ESR- 2529(Compu7rus) 611 V111 and/or ESR -1311, ESR -1966 (MiTek) • • . 1. I 1' -3 7/8" RSD HEELS I , - - "IR ill _ . _ ________........_ _l__ IIIIIIIIippipfilIPPIP ________„. .... ,..Ik ■• 1•u1 ■ v) .1111111111M1111111111111W1111111111111111111111P ---11111111.1111/111111111111,111111111111"1" --1 n c.) — -- -- - - - - - - - - r - z � z D Z 20 '-0' - - -- - -- -I r Z IIIIIIIIMMEIMIll (.11 r > �- ____•I —- - - — -I XJ i s m R) — H O 1111` -- -- 18' ^e' FA111 1.1 - - -- (/) m r— - - - - r N rU 1) -- ° z3 M -- -.- -- - r n o 1 -1 z -- _ - -.. -- r�-I r D m - - I r G 1 r- - -. W frl ! — -I W I r. ol r- • is I le tr 21 ' -3' V) --i D) Col - - - 8' -9 1/4' Ln M A6 — A5 • .�IkillI, 11.1.1.1111 l .■I■■ i - _. E ■11111111111111l\,..._ ■I�Ni EI NI ■ ■aR ■'�,_ kb� u a I fl _ ■ MEM. I■1i ∎ice ∎1 MOM r111■i■11111 ■I ∎ ∎ MNI■ :. M=1i ••••11•MIIIMI I■1 iINI■ IIMIIM .Ill■ //•• IN■el i 1•1111.- • 1' -3 7/8" RSD HEELS 62' -e' l w rvI - DC V) II II II D I--1 7f i— zx (/) (/) C Cl 43Wry Pl mm- �o t9 Copyright CompuTrus Inc. 2006 WILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS NATIONAL SAFETY CO. INC. 07/08/09 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND • 'AOfECTTITLE REVISION•I: O�RAWINGSFOORALL ER Quality Counts 841 A JOHN CURTIS 25 -7 -10 DESGNEERIENOIINEEROFREECORD RESPONSIBLE FOR ALL NON TRUSS ///'�� ///�� 'LAN: DRAWN BY: ATB REVISION-2: TO TRUSS CONNECTIONS.IRIRDNG CJ / / _ jam / CHECKED BY: 2'-6" OH p DESI RE r ER O EncrA LL D TD t� 6JC! VIEW AND APPROVE OF A 1 Yria )ELI VERY LOCATION.' SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. TIGARD,OR. 1/8" = 1' 4/12 & 8/12 6302 N.E. 1271h Avenue, Vancouver. WA 98682 - 5819 All designs are property of Evergreen Truss Company. All designs are null and void if not fabricated by Evergreen Truss Company.