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Home My WebLink AboutMiscellaneous Plans 2005-2-9 '1 " .l__~ CITY OF SPRINGFIELD Development Services Department Building Safety Division Residential Plan Review JOB ADDRESS 1054 Diamond Street CITY JOB#: COM2004-01382 OWNER: Scott & Kathleen Smith PHONE: 726-5438 CONTRACTOR: Kelly King PHONE: . 741-0460 Items listed below (if any) and those marked in red directly on the approved permit documents are incorporated into this project in addition to any requirements appearing on the construction plans and the City standard document entitled "Single Family and Duplex Construction Most Commonly Missed Items". A corresponding number is marked on your plans for any items listed below where applicable. All references are to the 2000 Oregon State One and Two Family Dwelling Specialty Code, (1998 International One and Two Family Dwelling Code as amended by the State of Oregon unless noted otherwise. A copy of this code may be obtained from the Building Tech Bookstore, Inc.,.8020 S,W. Cirrus Dr. Beaverton, Oregon 974008-5986 Your signature on the Building Permit is an agreement that all items will be installed or corrected, and that all work on this project will comply with applicable codes. ISSUANCE OR GRANTING OF A PERMIT OR APPROVAL OF PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT BE CONSTRUED TO 'BE A PERMIT FOR, OR APPROVAL OF, ANY VIOLATION OF ANY OF THE BUILDING SAFETY CODES OR OF ANY OTHER ORDINANCE OF THE CITY OF SPRINGFIELD. PLANS REVIEWED BY: ~ , J/!!1JfrU - . Review completed on PHONE: 7.2t. -3~Z3 ~/~~<; 1. Ground under building shall be sloped to a low point. and an under floor drain installed to provide positive drainage from the area under the building. (R-311.4), 2. Where joists trusses or rafters are spaced more than J 6 inches o.c.. such members shall bear within 5 inches of the studs beneath. A single top plate may be installed in stud walls. provided the plate is adequately tied at joints, corners and intersecting walls by a minimum 3-inch by 6-inch by " ,- t_ ., ".'. , ., Branch Engineering, Inc. 310 North Fifth Street Springfield, OR 97477 Telephone (541) 746-0637 . T elelax (541 ) 746-0389 STRUCTURAL PROJECT: ;~rt KMK BUlIlDERS . DIAMOND COURT. SPRINGFIELD, OREGON PROJECT NO. I ELEMENT ROOF SNOW LOAD ROOF DEAD LOAD FLOOR LIVE LOAD FLOOR DEAD LOAD EXTERIOR WALL DEAD LOAD CONCRETE COMPRESSIVE STRENGTH (F,) REINFORCEMENT YIELD STRENGTH (I,) ALLOWABLE SOIl. BEARING (WITH 113 INCREASE FOR SHORT TERM LOADS) 04-276 BY: Rene Fabricant, P.E., S.E, DATE: 15 December 2004 UNIT VALUE 25 PSF 17 PSF 40 PSF 10PSF 8PSF 2500 PSI 60KSI 1500 'PSF PROJECT DESCRIPTION: ENGINEERING EVALUATION IN ACCORDANCE WITH THE 2004 OREGON STRUCTURAL SPECIALTY CODE. NO SITE VISIT HAS BEEN PERFORMED BY BRANCH ENGINEERING. INC. SHOULD CONDITIONS DIFFER FROM THOSE DEPICTED IN THIS REPORT OR SHOULD EXPANSIVE SOILS BE FOUND TO EXIST AT THE SITE, CONTACT BRANCH ENGINEERING. INC. FOR FURTHER DIRECTION SCOPE OF SERVICES: RESPONSE TO ITEMS 3 AND 4 OF THE LETTER OF 11-29-04 FROM DON MOORE OF THE CITY OF SPRINGFIELD. TO MR. & MRS. SCOTT SMITH. ' I THIS RESPONSE CONSISTS OF GRAVITY LOAD ANALYSIS. MEMBER SIZING 'OTHERS TO PROVIDE RESPONSE TO ITEMS 1 AND 2 OF THIS SAME LETTER. I SPECIAL INSPECTIONS: NONE , EXPIRATION DATE: II.....!;> t ..... . . .... ..... . . .. . . . . . . ...... . .. . . ...... .. . ...... . . . . ...... .. . . . .... .. . . . .... . . .. . . . .. .. .... ...... .... . . . .. . .... . ...... . . .... . . .... .. .. ...... . ... . . . . . .... .. . .', Trib. width o 9 o unit TL unit LL 42 25 50 40 8 0 UDL TL UDL LL o 0 roof 450 360 floor o 0 wall 450 360 UDL DL 90 -:~~ ~l!I!L,,:ciO~ . T J.Beami!) 6.16 Serial Number: 7003006908 . User: l' 12/13/043:09:18 PM Page 1 Engine Version: 1.16.5 B101 51/8" X 16 1/2" Classic Glulam™ (24F. V4 DF) THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I I []~ Class Floor(1.00) Snow(1.15) Floor(1.00) Live 115.0 350.0 64.0 Dead 115.0 140.0 64.0 Location OTo 13' OTo 13' OTo 13' Application Adds To Adds To Adds To '20' ] ~[] , (:.. 2/1/ Ploduct Oi.ljJl.UU is Conc.eptu,.1. Comment SUPPORTS: Input Bearing Vertical Reactions (Ibs) . Detail other Width Length Live/DeadlU plifllT otal 1 Stud wall 3.50" 3.53" 4662/3017 / 0 /7679 By Others None 2 Stud wall 3.50" 1.72" 2215/1541/0/3756 By Others None LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: l' Primary Load Group - Residential- Living Areas (psf): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Type Uniform(plf) Uniform(plf) Uniform(plf) -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): By Others DESIGN CONTROLS: Shear (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) Maximum 7534 32676 Design 6231 32676 0.379 0.628 Control 15560 52150 0.492 0.983 Control Passed (40%) Passed (63%) Passed (U623) Passed (L/376) Location Lt. end Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading -Deflection Criteria: STANDARD(LL:U480,TL:L1240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 20' ole unless detailed otherwise. bracing is required to achieve member stability. Proper attachment and positioning of lateral 0.... . . . ADDITIONAL NOTES: . ........ ... ...... -IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing oMts products b~ tl1iij ~~are f.inl~~.: accomplished in accordance with T J product design criteria and code accepted design values. The specific product ~I+ce+km, input design loads, and .. stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate. . . ... . . . .. .. -Not all products are readily available. Check with your supplier or T J technical representative for product availability. :...... .. -THIS ANALYSIS F.oR TRUS JOIST PRODUCTS ONLY! PR.oDUCT SUBSTITUTl.oN V.oIDS THIS ANALYSIS.' . ...... . .. .... .. -Allowable Stress Design methodology was used for Building Code IBC analyzing the T J Distribution product listed abo'tlGil. . .. .. . .... -The analysis presented is appropriate for Classic Glulam 1M beams by Weyerhaeuser. .. :. . : . ... . .. . .... . . . .... .... PROJECT INFORMATION: KMK Builders ':.;.;:,::;-i~!-,t .1- ~(,,:,~ t:: Tn;.! .c.:.:.!'.:, << l';-o:'-o:!-..o.","';'!-o; ~'~!i:',,,,!"z T,~ -S."arn' :z '" :-.".~:z'.:-: r,," j '.:: a.j"':lla:-l:::- : :'~" ~: :,,'.. :'la!~.:..: Gl'~:o,rr."" i! :t r.:.~.:I"'::I~:;: :.:- ""':""': ,'''","'~''-e:-. ...... . . .. .. OPERATOR INFORMATION: Rene Fabricant Branch Engineering 310 5th Street Springfield, .oR 97477 Phone: (541) 746-0637 Fax: (541) 746-0389 rene@branchengineering.com . ... . .. .. . ...... . . .... -.l:) ~l1~f!"",,:,,~ TJ.E;eam1>6.16 Serial Number. 7003006908 User: 1 12/131043:09:18 PM Page 3 Engine Version: 1.16.5 B101 51/8" X 16 1/2" Classic Glulam™ (24F - V4 OF) THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Gr0'JI=': Prirr,3':::y L':)2;-::: Gro'Jp l~' e. (1)" Max. Vertical R~action T0t31 (lbs) 7S~0 1'13;-:. 'J-sr::i.:al F,s3cti0~, L '.'~ (lbs:. ..; ~ -:.::: R~qdr-:::d =-~arin'? L-:;1';::::-, i,; ;:..::::(1';) Ha.:. Unb:3.:-:.,j !..-::n.;::::-, ;:i,,:, ::41) LC'3,jin'J on all spans, I.~I? D-::sign Shsar (IDs) Max Shear (lbsi M-=~bsr h-=3cticn (lbsi SUpp0rt ~-=acticn (Ibs) Moment (?t-Lbs) ,). ~(I 1. (I I'-=30 ::451 ::960 :::~'60 :'["7 12904 Loading on all spans, Design Shsar (lbs) Maz Shear (lbs) Member RS3ction (lbs) SUppOl:t Esaction ,:It.s) Mom'9nt (F:-Lbs) Livs Dsfls.:tion (in) Total Deflection (in) 1.00 ~.O I'-=ad T 1.0 E"loor ,J7,JO -~~5"5 4508 -~~87 4::,08 4::~4 195~q 0.126' O. ::,/7 Loading ,:.n all spans, D~si.?n Shsar (lbs) 1'1a:.; Shea.: (lbs) Hemb-=r Eea'=tion (lbs) Support K-::3ction ':J_bs) !>1oment (E"::-Lbs) Li v-:: Defl-:.stion (in) Total D~flscti0n (in) ~7 :.6 1. 72 (T'ij -15('7 -l:.,JO ".38 E.41 2:::':;7 :::'1::-1 1.15 , 1. 0 II~ad T 1. (I Floo.:- + 1. 0 Snow 15231 -37::'.::' 7534 7=~4 7';.79 31676 0.370 0.6:::::: PROJECT INFORMATION: KM K Builders ~~:I:~;~~t :~. ~')~:,;~'~t~~~~ ~~~~~~,a:f:\\;r~~'~;'~~~~5~~~:n~~~ ':la~~:c -::aul~n'" i~ a '::aj,,:na:d: c,: W-:-y,,".:-ba.,.u~,,"~. -3753 3753 3756 .... . . . . ...... . . . . .. .. . ...... . . .. ...... . . .. .. OPERATOR INFORMATION: Rene Fabricant Branch Engineering 310 5th Street Springfield. OR 97477 Phone: (541) 746-0637 Fax: (541) 746-0389 rene@branchengineering.com I ~_ ~ '3/1\ .. . .. . . .. . . ...... . .... . . .... .... . . .... . ... . .. .. . ..... . . ..... ...... . . .. ...... . . .. ..... . . . .. .. .... . . . .. .. .. .... . . .... Trib. width unit TL unit LL UDL TL UDL LL UDL DL 16.5 42 25 693 412.5 roof 9 50 40 450 360 floor 8 8 0 64 o wall 1207 772.5 434.5 BRANCH ENGINEERING. INC. ( . 310 5th Street Springfield. Oregon 97477 Telephone: (541) 746 0637 Fax: (541) 746 0389 PROJECT: 04-276 KMK builders DATE: 12-13-04 SHEET: 5/ II MEMBER NUMBER I LOCATION: 8104 Dim. Lumber VALUES FOR: glb Fb 2600 psi using 1998 OSSC PROPOSED WIDTH: 3.125 in Fv 285 psi SPAN: 3.5 ft FcJ.. 650 psi OVERHANG: ft E 1900 ksi MAIN SPAN TRIBUTARY WIDTH: 12.5 ft LIVE LOAD (psf OVER TRIB WIDTH): 25 psf DEAD LOAD (psf OVER TRIB WIDTH): 17 psf BEAM SELF WEIGHT: 6 plf TOTAL POINT LOAD: 7679 Ib LIVE POINT LOAD: 4799 Ib DISTANCE FROM R, TO POINT LOAD: 1 ft DURATION FACTOR Cd: 1.15 SIZE I VOLUME FACTOR CF: 1 REPETITIVE MEMBER FACTOR Cr: 1 SHEAR STRESS FACTOR CH: 1 FLAT USE FACTOR Cfu: 1 SERVICE CONDITION: dry MAIN SPAN CALCULATIONS: TL LL moment: M: 6149 Ib ft 3818 reaction: R,: 6414 Ib 3975 adjusted shear: V,/Cd: 5313 Ib reaction: R2: 3123 Ib 1918 ..... . . adjusted shear: V2/Cd: 2451 Ib .... ..... . . .. . . . . . . ...... . .. . . ...... .. eq. UDL 4016 plf 2494 . ...... . . . . ...... .. Req'd section modulus: 24.68 in3 3.125 6.88 in min . x . . ...... . . . .... . . Req'd area: 27.96 in2 3.125 x 8.95 in min .. . . . .. .. .... Req'd moment of inertia 40.78 in4 3.125 x 5.39 in min .. : ~:40 TL) .... . Req'd moment of inertia' 37.98 in4 3.125 5.26 in min 1"1360 LL) .... . x . Req'd bearing area: in2 3.16 in min ...... . . .. .. 9.87 .3.125 x . . .... .. .. ... ... . ... . . . . . .... BEAM SELECTION: 3.125 X 9 glb .. . BRANCH ENGINEERING, INC. 310 51h Street Springfield, Oregon 97477 Telephone: (541) 746 0637 Fax: (541) 746 0389 PROJECT: 04,276 KMK builders DATE: 12-13-04 MEMBER NUMBER I LOCATION: H101 garage Dim. ~umber VALUES FOR: glb Fb 2400 psi using 19980SSC PROPOSED WIDTH: 3.125 Fv 190 psi SPAN: 16.5 Fe.!. 650 psi OVERHANG: E 1800 ksi MAIN SPAN TRIBUTARY WIDTH: 3 LIVE LOAD (psf OVER TRIB WIDTH): 25 DEAD LOAD (psf OVER TRIB WIDTH): 17 BEAM SELF WEIGHT: 6 TOTAL POINT LOAD: LIVE POINT LOAD: DISTANCE FROM Rl TO POINT LOAD: DURATION FACTOR Cd: 1.15 SIZE I VOLUME FACTOR CF: 1 REPETITIVE MEMBER FACTOR Cr: 1 SHEAR STRESS FACTOR CH: 1 FLAT USE FACTOR Cf,: 1 SERVICE CONDITION: dry CALCULATIONS: moment: M: MAIN SPAN TL LL 4492 Ib ft 2552 reaction: R,: 1089 Ib adjusted shear: V,/Cd: 868 Ib reaction: R2: , 1089 Ib adjusted shear: V2/Cd: 868 Ib eq. UDL 132 plf Req'd section modulus: 19.53 in3 Req'd area: 6.85 in2 Req'd moment of inertia 148.24 in4 Req'd moment of inertia 126.34 in4 Req'd bearing area: 1.68 in2 BEAM SELECTION: 619 ,. SHEET: fr,jl)' in ft ft ft psf psf plf Ib Ib ft 619 ..... . . ... . ..... . . .. . . . . . . ...... . .. . . ...... .. 75 . ...... . . . . ...... .. 6.12 in min. . . 3.125 x . ...... . . .... . . 3.125 x 2.19 in min .. . . . .. .. .... 3.125 x 8.29 in min ..:. ('-%240 TL) .... . 3.125 7.86 in min . ~136o LL).... . x . .... . . .. .. 3.125 x 0.54 in min .. . . .... .. ...... . ... . . . . . .... 3.125 X 9 glb .. . .:t.J ~li~'B""~ T J-BeafTl<<l6.16 Serial Number. 7003006908 User: 1 12114/04 2:50:36 PM Page 1 =~gine Version: 1.16.? second floor joists J201 7//1 117/8" TJI@560@19.2" olc THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ............._..... I m~ :[] . PI oduct Di.1QI.ll1l is Conceptu-.ll. I I ID,i I 21' LOADS: Analysis is for a Joist Member. Primary Load Group - Residential- Living Areas (psD: 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: 1 2 Input Width Stud wall 3.50" Stud wall 3.50" Bearing Length 2.25' 2.25" Vertical Reactions (Ibs) L1ve/DeadIU pllft/T otal 672/202/0/874 672/202/0/874 Detail Other 1<3: Rim Board A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E T J.Strand Rim Boardill> 1 Ply 1 1/4" x 11 7/8" 0.8E T J-Strand Rim Boardill> -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): 1<3: Rim Board DESIGN CONTROLS: Maximum Design Control Control. _ . Location Shear (Ibs) 856 -849 2050 Passed (41%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 856 856 1396 Passed (61 %) Bearing 2 under Floor loading Moment (Ft-Lbs) 4406 4406 9500 Passed (46%) MID Span 1 under Floor loading Live Load Den (in) 0.405 0.686 Passed (U610) MID Span 1 under Floor loading Total Load Defl (in) 0.527 1.029 Passed (U469) MID Span 1 under Floor loading TJPro 32 30 Passed Span 1 -Deflection Criteria: Specified(LL:L1360,TL:L1240). -Defleclion analysis is based on composite aclion with single layer of 19132" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 4" ole unless detailed othelWise. Proper attachment and positioning of lateral bracing is required to achieve member stability. T J-Pro RATING SYSTEM -The T J.Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19132" Panels (20" Span I>al~i). decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A .tlw<iural analysis of the dec~ illi. . not been performed by the program. Comparison Value: 1.91 . . . . :... . ...... ... .. .. ADDITIONAL NOTES: .IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing ~ its products bf this 80ftware Win L~. : accomplished in accordance with T J product design criteria and code accepted design values. The specific product application, inputcTe\19?i 'oads, and .. stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate. .. ... . . . . . . :. . : .Not all products are readily available. Check with your supplier or T J technical representative for product availability. ... . ..... .... -THIS ANAL VSIS FOR TRUS JOIST PRODUCTS ONL V! PRODUCT SUBSTITUTION VOIDS THIS ANAL VSIS.":": . .... .Allowable Stress Design methodology was used for Building Code IBC analyzing the T J Distribution product listed above. .. .... . . ...... . . .... .. .... .. .. ...... PROJECT INFORMATION: 04-276 OPERATOR INFORMATION: Rene Fabricant Branch Engineering 310 5th Street Springfield, OR 97477 Phone: (541) 746-0637 Fax: (541) 746-03B9 rene@branchengineering.com . ... . .. .. . ...... . . .... C.:.;:,yr-ig!"lt t;. ;01}'; t1 ::1.:.0:: J,:,ier., CI \.;-y."I"I-'~7'lS.,,: Bu~~~,,,,.!! 7JI<b and TJ.Bo;.amf,l .af" f.;-g:..o::,:".:".';\ ".:a,:l"IM.d:.! ,:,f Tru~ '):.i.o::,:. .,.-1 ,1,:.i:t"",I':.:,"" and 71-1'::'" "':.;- '.r-a-:l"m/l.:I:! .:,f '!:U! J-:'l:':. ..:~~l!~..~..."." T J'Beami!l6.16 Serial Number: 7003005908 User: 1 12/14/042:50:36 PM Page2 Engine Version: 1.16,5 second floor joists J201 11 7/8"TJI@560 @ 19.2" ole THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load GrolJt=': ?:im:i!"v' L':.a.j Gr.:.up ::(,1 7.00" Max. Ve:~isal ~ea~tion To:al (lb~) '~74 Max. Ver~i~al Reaction L1,-= (lbzj 6i2 S-s:lect-::d 3earin.;, Len,;:::-, (inj :::.:::-{;-I) H3:~. i)nbra.:.,.c Len.;;:f: 0:1:1) 2;;: Loadin? on all .spanz, U)E" "" 0.s.0 ['6zi.:l'n 3!"lear (lbz) Ha;..: Sf:-=a: (lbs) Member ~eaction (Ies) Support Re3c:i~n {lb,:} Hom€:nt (=\:-Los) 1.0 [lead 1;'6 1:-8 102 Loading on all span,:-, U>= DE:si~n Shear (lbs) Max Shear (los) M~mbcr Reaction (lhs) Support ~E:action (lhs) Mom-::nt (E"t-Lbs) LiVE: Deflection (in) Total I'E:fl..ction (in) 1.00 , 1. 0 ('ead + 849 856 SS6 8,~ PROJECT INFORMATION: 04-276 O:'='t=y:righ~ ~- 200~ by 7:r'~: ,1:_:'::, !I W"':i.;,:r!"'!I~'~!~:r &I;.!in...!.! TJ:'to and ,,:;-:,...4I:l'to ar.,. :.".;i.!':.;,r...,j ~ra~';'J:'.a:rI:! :.i in:! J.;,:..!~. .,.-: J-:.i!:"',l"r.:"'anj:.:-f..:"'ar."::a.j.,,t:<arl:: ::::rc.!J.:,in.. :::74 oS,':: 2.25{W) -1~6 -1S<7 DS 202 1017 1. 0 Floo: -849 -8S.s 856 874 4406 0.405 0.527 .... o 0 o 0 ...... o o 0 . .. .. . ...... . . .. ...... . . .. .. OPERATOR INFORMATION: Rene Fabricant Branch Engineering 310 5th Street Springfield, OR 974n Phone: (541) 746-0637 Fax: (541) 746-0389 rene@branchengineering.com 3/11 ..... . 0 ..... .. . . . . ...... . .. . . .. ...... . . . . ...... .. . ...... .... . . . . .. .. .... .... . . .... . . . .. .. .... ...... . ... . 0 . . . .... .. . .~~l~Jtd~.;O~ 1J.Bea~ 6.16 Serial Number. 7003006908 U$er: 1 12114/().4 5:01:44 PM Page 1 EnljineVersion: 1.16.5 fioor joists J101 91/2" T JI@ 110 @ 24" olc THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED "JIll I I I:D,~ , I mm~ H' , Ploduct Di.1QI.lm is. Concel>tu,ll. LOADS:. Analysis is for a Joist Member. Primary Load Group - Residential- Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: 1 2 Input Width Stud wall 3.50" Stud wall 3.50" Bearing Length 2.25" 2.25" Vertical Reactions (Ibs) L1velDeadlU pllltfT otal 520/156/0/676 520/156/0/676 Detail Other A3: Rim Board A3: Rim Board 1 Ply 1 1/4" x 9 112" 0.8E T J-Strand Rim Board@ 1 Ply 11/4" x 9112" 0.8E T J-Strand Rim Board@ -see T J SPECIFIER'S / BUILDERS GUiDE for detail(s): A3: Rim Board DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (ibs) Moment (Ft-Lbs) Live Load Defi (in) Total Load Defi (in) TJPro Maximum 654 654 2058 Design -646 654 2058 0.269 0.349 34 Control 1220 1018 2380 0.419 0.629 30 Control Passed (53%) Passed (64%) Passed (86%) Passed (L/582) Passed (U432) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Defiection Criteria: Specified(LL:L1360,TL:l.I240). -Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 10" ole unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. T J,Pro RATING SYSTEM -The T J-Pro Ratin9 System value provides additional fioor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span Oleli"9'l decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A.stfi,li:tural analysis of the deQk.t:as. . not been performed by the program. Comparison Value: 1.08 . . . . :... . .. .. .. ... .. .. ...... ADDITIONAL NOTES: . ...... -IMPORTANT' The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of"s products ~.th~'lS~ftware wil~be . accomplished in accordance with T J product design criteria and code accepted design values. The specific product ap,rlication, inplii d:sign loads, and. . stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate.. . . . ... . .. :..: -Not aU products are readily available. Check with your supplier or T J technical representative for product availability. ... . .... . ... . -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANAL YSIS~':" : . .... -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above... .... . . ...... . . .... .. .... .. .. PROJECT INFORMATION: 04-276 OPERATOR INFORMATION: Rene Fabricant Branch Engineering 310 5th Street Springfield, OR 97477 Phone: (541) 746-0637 Fax :(541)746"0389 rene@branchengineering.com . ... . .. .. . ...... . . .... Ccp:...:-.:.g~.t (;. .::oo~ by 7:'~~ ,~:.:::. ii ;;"':-'.,.:r.!l.;'J:.,.~ ~u.!!.~."':: 7JH.. !if.:! :,'-~",aI:l't, a.:-.,. .:-",~::-:",:.,.j ::!l.:i.,.::!,;,.:-f:.! .::' 7.:-u: ,l;:~:. -?-! J,:,i~'::".f"r:'" ",r,j 7J-"E'" !l.r-.. '::~!l.-:i"':n:Hj.:: ::' 7r-u: J,:,i~,::. ::;;\200nf);-l,6 1Y.J.: ~L:il':i...r-.!I\J10l.:::!.!I ..~l::l ~le?t'B<~ TJ.geamf>6.16 Serial Number. 7003006908 User. 1 12114104 5:01:45 PM Page 2 Engine Version: 1.16.5 floor joists J101 91/2" TJI@110 @24" ole THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group -;?' 7.00" Ha:.:. Ver:i':.=l ;;~a.:ticn T0t3l {lb5) .:s705 f-1a:-:. V~rtic31 ;'~3.:ti':.n Li",'-::: (lb5j 520 Sel~ct~d B-:::arin~ L-:::n~th (in) 2.2S(~) 113:':. lJnbr3.::-:::d L-:rv;:th (in) ,j~ ~, ;:s :.:~:o .2. ':::. n~) Loading on all .q:.a:1s, Elf Design 3ft.:::?:!: nos) Max Sh€:ar (1bs) Hemb€:: R:action (IDs) Support RS3ctlon (1bs) Moment (Ft-Lbs) (i. S'O 1.0 Ilead 14 9 -14S< 151 -; ".i ; l:..' 151 156 13~ 475 Loading on all spans, Design Sh~ar (1bs) May. Sh€:ar (Ibs) Mamber Reaction (lbs) Support R€:action (1bs) Mom.;nt (Ft-Lbsj Live Defl€:ction (i~) Total Deflection (in) LDF 1. 00 , 1. 0 D.;ad + 1.0 Floor -646 -6'::.4 646 654 654 ':':,4 ':J,'j vl'O 20 8 O. 69 Q. 49 .... . . . . ...... . . . . .. .. . ...... . . .. ...... . . .. .. PROJECT INFORMATION: 04-276 OPERATOR INFORMATION: Rene Fabricant Branch Engineering 310 5th Street Springfield, OR 97477 Phone: (541) 746-0637 . Fax: (541) 746-0389 rene@branchengineering.com t;';'p}'~i9h:. '" ~,)O~ r,"j T~'~.t J:.i!:., ~ ...;,~'.;,~h<o.,;,'.:!'H c\.l!in+:: 'rJ!'1> a:1? T,~-E:",a::rl.' a:", ~",,;:i.!:,,,r,,,d :.ra;!.;,l:!!i.:%: -;.:. :rt.:.! J:.i.:::.. ...-1 J-;.itt....,h;;... ~nd T.1-?:o;.... a:" t.r'!ld.;,:r..l1:%.! :: !'ru.! J,.i:t.. ::\100;\0;-:76 IJ1t: Build",r.!\J10!.:m: lID /" ..... . . ..... .. . . . . ...... . .. . . .. ...... . . . . ...... .. . ...... .... . . . . .. .. .... .... . . .... . . . .... .... ...... . ... . . . . . .... .. . FEB-03-2005 THU 09:49 AM BRANCH 'ENGINEERING 5417 460389 ,- BRANCH ENGINEERING INC. 310 5th Street Springfield, Oregon 97477 Telephone: (541) 7460637 Fax: (541) 746 0389 . SHEET: PROJECT: 04,276 MEMBER NUMBER I LOCATION: C101 DIM. LUMBER VALUES FOR: OF #2 Fb: 875 psi using 1998 OSSC Fv: 95 psi F'II: 1300 psi E: 1600 Ks! DATE: 12-16-04 LOAD COMBINATIONS: 1 D + L .2 D + S 3'O+L+W 4 0 + S + W/2 5D+S/2+W 6D+L+S 7 D + L + S + W/2 8 D+L+S/2+W PROPOSED COLUMN: MULTIPLE MEMBERS ?: COLUMN HEIGHT: WEAK AXIS I.: STRONG AXIS I.: DEAD LOAD: SNOW LOAD: LIVE lOAD: ECC. OF AXIAL LOADS: WIND LOAD: OTHER LAT. LIVE LOAD: TRIB. WIDTH OF LAT. lOADS: SERVICE CONDITION: . CONCURRENT SNOW AND LIVE LOADS ?: SIZE I VOLUME FACTOR CF, REPETITIVE MEMBER FACTOR C,: Max "Id: Kce: Foe: c: 'P: 02' 11/1/ ." 2 X 6 2 8 f1 2 It 8 It 2405 Ib 4009 Ib o Ib 1 in o psf 5 psf 2 f1 dry yes 1.3 1 17.5 0.3 1576 psi. 0.8 LOAD COMBINATION' ...... 1 2 3 4 5 6 7 ...~ . . ..... . . .. . . . . . . ...... P: 2405 6414 2405 6414 4410 6414 6414 ..UJO Itf .. . . .. fo: 146 389 146 389 267 389 389 . 267 psi ...... 1.6 1.6 . . . . Cd: 1 1.15 1.6 1.6 1.6 1.15 ...... .. . F" 1690 1943 2704 2704 2704 1943 2704 . . 21fJ~ pSL .. . ...... o . . . Cp: 0.666 0.615 0.489 0.489 0.489 0.615 0.489 'e.489 . . .. .. .... F" 1126 1195 1322 1322 1322 1195 1322 .. ~~~:! psi "... o. . M: 212 535 212 535 367 535 535 :!S7 Ib it... . . .. :~\1~ '. . .... fb: 166 424 168 424 292 424 424 ps,.... ...... .. . F'b: 1138 1308 1820 1820 1820 1308 1820 1820 p~i- :.: . . .... .. . Unity Check: 0.179 0.536 0.114 0.396 0.234 0.536 0.396 0.234 Use (2) DF #2 2 X 6 ,. .";,, , . .' .' BRANCH ENGINEERING INC. 310 5th Street Springfield, Oregon 97477 Telephone: (541) 746 0637 Fax: (541) 746 0389 SHEET: PROJECT: 04,276 MEMBER NUMBER I LOCATION: C102 DIM. LUMBER VALUES FOR: OF #2 Fb: 875 psi using 1998 OSSC Fv: 95 psi FOil: 1300 psi E: 1600 ksi DATE: 12-15~4 LOAD COMBINATIONS: 1 D + L 2 D + S 3 D+L+W 4 D + S + W/2 5 D+S/2+W 6 D+L+S 7 D + L + S + W/2 8 D+L+S/2+W PROPOSED COLUMN: MULTIPLE MEMBERS ?: COLUMN HEIGHT: WEAK AXIS I.: STRONG AXIS I.: DEAD LOAD: SNOW LOAD: LIVE LOAD: ECC. OF AXIAL LOADS: WIND LOAD: OTHER LAT. LIVE LOAD: TRIB. WIDTH OF LAT. LOADS: SERVICE CONDITION: CONCURRENT SNOW AND LIVE LOADS ?: SIZE I VOLUME FACTOR CF, REPETITIVE MEMBER FACTOR Cr: Max /,/d: Kce: Fee: c: 4 X 6 1 8 ft 2 ft 8 ft 1477 Ib 2462 Ib o Ib 1 in o pst 5 pst 2 ft dry yes 1.3 1 17.5 0.3 1576 psi 0.8 LOAD COMBINATION: 1 2 3 4 5 6 7 8 ..... . . ... . ..... . . .. . P: 1477 3939 1477 3939 2708 3939 3939 . . 2708: "IQ.' ...... . . to: 77 205 205 ......141 psi .. 205 77 205 141 . ...... Cd: 1 1.15 1.6 1.6 1.6 1.15 1.6 1.6 :...:. . . .. F" 1690 1943 2704 2704 2704 1943 2704 . 2704 . psi o . . ....." Cp: 0.666 0.615 0.489 0.489 0.489 0.615 0,489.... Cl.489. ..... . . .. .. f" 1126 1195 1322 1322 1322 1195 1322 ....."1322 ..... o. pSI .... . . . M: 153 328 153 328 226 328 328 .. 233 . JpJl . . tb: 104 223 104 223 153 223 223 ..:..:158 ..~. .... F'b: 1138 1308 1308 1820" .. 1820. '. ...... 1820 1820 1820 . . . ~. .... .. . Unity Check: 0.101 0.225 0.064 0.165 0.106 0.225 0.165 0.107 Use (1) DF #2 4 X 6 ~ ., . .. 1\ 1\ !'.= S: <'" ("- \( .' 1- w -'0- 1<1" I I " il II Ii Ii Ii I 1- I~ I <: - A!X (3'~ I !! I ,. :! II il ,I " Ii II II II I, II Ii II II Ii " I' I , !I \1 <7 II ,i 1\ 1,- 111.'--" -- - --I-''--7~ - GGR_ [I _ II ~ ~ c C 0- ("- I _~ <Id./tI R-I ~ ,- . -----~/9'r ~ . o ~~~" -;'~/1'1,,?111 D-1E-~ i.~rTli \ l!t~,:' ii:::: :i~ 1- :: 'H~r)ii ~ ~~~ !'.= C ':r ("- r~-:":::::":ITdE\ 1- ---:=i: F---'-,~~-~ , .. r---'-=~---~ \1 I ]lI.ffT/!I--il-flf-l- -j------ --~ f - 1\1" -~~~I-'-i---=---~~ I '\ _-L-J r--_______ I 1'_~17 I ~------ li'I~1 I--------[.,,~ [~,~ .._._----,----~ 11/ ~ J____ _____..1___ =~ _ ~ J-- I I (4) II I I _~..c ',' 1R'O"O I All ~i I II I ~\I I \ j..L; II ~~I.u ~ II I I ! ! . II " i! " ii II n Hif<. ()I') 'ii ii I I "- I I I t I, . I " 8 dk. . ..1- ~-" ,J<(/Mf?-",,: I' /,1:: I" i~/ ii )y II '/1 Ii , Ii Ii ii i! I " 1 JU II -I II I, 4i I ;, I II I : ' ., I , I, 0:1:0: _1- Oo-dJ IIV _CO I' RrO:'O J I I I --~"'----~ -}--- t:g~ ~ I I 21rO"O "'I J Approval of Shop Drawings means the Configuration, bearing locations and desIgn criteria have been reviewed and approved. As Contractor you must verity and approve all dimensions and truss counts on the Layout. Trusses will be manufactured as approved. 7 1,\ ..- 1\ c \c " \/ .-_..--.....~,..o.':~.. ""7 D LaYOllIAppro\'ed o LayouCApprovcdasNoled D TflISSEnaineeringApproved D TrussErorineerinsApproved As Noted' D Not Approl'ed: Resubmit NOTE, Composition Roof Pitch, TC, 6112 (Over Mian Span) TC, 8112 (Over Garage) Overhang, 1'4" (Main Span) "'-.... .... ~.... ) /1 ... .. , / / / / / ,( -.. ". . ~ . ~, . / ,,~.~.o: / .. / / ...... / .. ~/ .... / / / / / / ., . ..l . . .. . . .0.... . .... . . .... ~... . . ..0. . ... o .. .. . I BU'LDER, KMK BUILDERS JOB ADDRESS: ~1129336 Ahport R,,,,,d _f? _ _ I Eugene, OR 974:.12 /' Vii (541}688-8671 .( -- -.'---= MODEL" theTRUSSco. inc. . WWW.THETRUSSCDCDM I :=:TS Address SMITH RES RFVISION# I '^~ 00100100 DATE j"U'"Bob ---........ ..... . , 0.... ...... . . .. ."... . '.,. . '.. ...... . . .. .. v.. . . . , .... . ~ II C> <": t) . . .... I~~ 00000 - ., . . Job Truss Truss Type Oly Ply KMK Builders (11979) 11979 A1 ROOF TRUSS 9 Job Reference.loptional\ 6.1 10 s Aug 'S 2004 Mirek Industries. Inc. Thu Jan 13 14:55:04 2005 Page 1 .. The Truss Co., Eugene, OR 97402 :-1-4.{)1 1-4.{) 7-6-4 7-6-4 14-8-0 6-11.12 21-5-12 6-11.12 ,b4Mt12O= 6.0011'2 E .. .' 29.{).{) 7-6-4 Scale = 1:50,~ K 31l4M1l20= J 3ll5MlI2O= , 3I14MI120= 411SMlI2O= 9-10-3 9-10-3 Plate Offsets (X,V}: f8:0-1-A 0-0_1.1, lH:o-l.-8 0-0.21 19-1-13 9-3-11 LOADING (psD TCLL 25.0 TCOL 8.0 BCLL 0.0 BCOL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.86 Be 0.98 WB 0.33 (Simplified) DEft Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.52 0.07 (Ioe) '-K '-K H Ildefl >999 >657 nla Ud 360 240 nla LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF Slud/STD BRACING TOP CHORD BOT CHORD Sheathed Or 2-8-10 oc purlins. Rigid ceiling directly applied or 10-0-0 DC bracing. REACTIONS (Ib/size) B=1245/0-5-8, H=11421Mechanical Max Harz B=68(toad case 4) Max UpliftB=-155(toad case 5), H=-126(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0119, B-C=-18091191, C-D=-1557/237. D-E=-1557/237, E-F=-15571237, F-G=-1557/237, G-H=-18091191 BOT CHORD B-K=-13111604, J-K=-4311 097, I-J=-43/1 097, H-'=-13111604 WEBS C-K=-399/57, E-K=-110/556, E-I=-110/556, G-I=-399/57 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top COOD . dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I eJfcLoseq. . building, of dimensions 45 ft by 24 ft with exposure B ASCE 7.93 per UBC97/ANSI95 If end verticals or cantilevers exist. they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase'll ,.~! . 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1551b uplift at joint Band 1261b uplift atjoint H. .. ... .. . LOAD CASE(S) Standard ...... . . .. ...... . . .. .. H .~ I) 46'-41120= 29.{).{) 9-10-3 PLATES GRIP MII20 185/148 Weight: 103 Ib ..... . . ..... .. . . . . ...... . .. . . .. ...... . . . . ...... .. . ...... .... . . . . .. .. .... .... . . .... . . . .... .... ...... . ... . . . . . .... .. . '. ." ..' Job Truss Truss Type Diy Ply KMK Builders (11979) 11979. A1GE FINK .. The Truss Co" Eugene, OR 97402 Job Reference {olJtional\ 6.1 10 s Aug ~5 2004 MiTek Industries, Inc. Thu Jan 13 14:55:042005 Page 1 :-1-4-01 1-4-0 6-3-4 6-3-4 12-0-0 5..8-12 14-6-0 2-6-0 17-8-12 3-2-12 29-0-0 11-3-4 Seale = ISO,! 41<4Mlt2O= G 6.00[12 4:dlMll2O~ ,." :b5Mll2O":;' 3JC5Mlt2O~ B 1~ 4:6 Ml120= '" --..:::0 T~:~'f _ 5 ~,...t.....==~ 11 w v U T 4l14MlI2O= 3x6 MlI20 !I 3:6MlI2O= Z 3MMlI2O= y X 36MlI2O= 3114"'"20= 8-2-3 8-2-3 Plate Offsets (Xc Yl: rT:O-3-QcO-l-01. rw:0-2-7,0-1-81 15-9-13 7-7-11 29-0-0 13-2-3 LOADING (psn TCLL 25.0 TCDl 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-<1-0 Plates Increase 1.15 lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.48 Be 0.49 WB 0.94 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in 0.13 -0.21 0.05 (Ioe) B-Z B-Z S I/defl >999 >999 nla Ud 360 240 nla PLATES GRIP MII20 185/148 Wei9ht: 140 Ib LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF Stud/STD BRACING TOP CHORD BOT CHORD JOINTS Sheathed or 4-0-15 oc purlins. Rigid ceiling directly"applied or 10-0-0 oc bracing. 1 BroGe at Jl(s): AA, AD, AG REACTIONS (Ib/size) B=1061/0-5-8, W=1223/5-5-8, V=-249/5-5-8, U=17815-5-8, T=9215-5-8, S=99/5-5-8 Max Harz B=68(load case 4) Max UpliftB=-124(load case 5), W=-204(load case 5), V=-287(load case 2), U=-7(load case 5) Max GravB=1 061 (load case 1), W=1223(load case 1), V=73(load case 5), U=178(load case 1), T=95(load case 7), S=99(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/38, B-C=-1670/166, C-D=-1454/166. D-E=-1361/203, E-F=-223/22. F-G=-188/34, G-H=-176/32, H-I=-208l21, I-J=-18714, J-K=-168/0, K-L=-196/0, L-M=-176/0, M-N=-198/0. N-O=-279/0. O-P=-101/0, P-Q=-16210, Q.R=-143J0, R-S=-144/0 BOT CHORD B-Z=-113J1406, Y-Z=-34/954. X-Y=-34/954, W-X=-74/1301, V-W=0/123, U-V=0/123. T-U=0/123. S-T=0/123 WEBS E-AC=-1116/189, AA-AC=-11171191, AA-AB=-11121187. AB-AE=-1121 /188, AD-AE=-1181/196, AD-AF=-1208/1 99, AF-AG=.1266/206, AG-AH=-1274/207. AH-AI=-1311/212. W-A'=-1273/207, G-AA=-1 0/24, H-AB=-24/4, F-AC=-:i,?J!i,. C-Z=-353J52, X-AD=-278133. E-Z=-97/499, E-X=-771404, I-AE=-141 /18, J-AF=-135/17. K-AG=-18/3, L-AH=-8Y11, . N-AI=-11/85, o-W=-478/66. P-V=-16J126. Q-U=-130/18. R-T=-79/13 . . ..... . ..... . . ..... .. . .. . . .. ...... . . .. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I endtJSed. building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSl95 If end verticals or cantilevers exist. the~ ~~. : exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 3) All plates are 2x4 MII20 unless otherwise indicated. . . :.. : 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 Ib uplift at joint B, 204 Ib uplAat... joint W, 287 Ib uplift at joint V and 7 Ib uplift at joint U. .. . .. . . . ...... . ...... . . .. . .... . . .... ...... . . .. .. .... . . .... .... . . . .... LOAD CASEIS) Standard . ... . .. .. . ...... . . .... '. . . Job KMK Builders (11979) Truss Truss Type Qty Ply 11979 AGE ROOFTRUSS Job Reference faotional) 6.1 10 s Aug 25 2004 MITek Industries, Inc. Thu Jan 13 14:55:05 2005 Page 1 ." The Truss Co., Eugene, OR 97402 :-1-4-01 1-4-0 14-6-0 14-6-0 29-0-0 14-6-0 46 M1120 II " N 6.oof"12 ",-,0 >.:::::::: p 'J "'-' _ 0 '~R _.............--.........5 ~t.CI2lR:- ~r l ie:r ~r 3 H. n) U . . K c '.:/"- , :/'" 36MIl20o;::. H_? G?-",' ~ ;'3 :11 frl " c ~ r . :1; :f. o " .' 130-4-0: 1-4-0 Scale:l:5CH w S'7 l~y' :. '6".:' b .i bE,..'; E E E6:'- 0 "a _~~Ylj ~ " ~11~lllliilllli81111Iilllliilll~~III~II!~!II!li!!II~~1ii!II!~I!Ii{li'!I~IIII~IIIII~I~~I~~..~ 36Mll2O_ AR AC I>P AO M AM AI. AI< ~ AI AH AG AF At: AD AC AS M L 36M112'O= 36 M1l20= 29-0-0 29-0-0 . Plate Offsets (~Yl; IM:o-2-15.E~ PLATES GRIP MII20 185/148 LOADING (psfj TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.14 BC 0.08 WB 0.09 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (roc) -0.00 Y 0.00 Y 0.00 x Ildefl nlr nlr nla Ud 180 80 nla LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF NO.2 OTHERS 2 X 4 HFSPF Stud/sm BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 DC bracing. Weight 16l1b REACllONS (Ib/size) B=209/29-0-0, AR=168/29-O-0, AQ=85/29-0-0, AP=111/29-0-0, AO=106/29-0-0, AN=107/29-0-0, AM=107/29-0-0, AL=107/29-0-0, AK=107/29-0-0, AJ=105/29-0-O, AH=99/29-0-0, AG=107f29-O-0, AF=107f29-0-0, AE=107/29-0-0, AD=107/29-0-0, AC=104/29-0-0, AB=122129-0-0, M=31/29-0-0, Z=269/29-0-0, X=233/29-0-0 Max Harz B=-50(load case 3) Max UpliftB=-11(1oad case 5), AQ=-6(load case 4), AA=.11(load case 3), X=.6(load case 5) Max GravB=209(load case 1), AR=168(load case 6), AQ=85(load case 6), AP=111 (load case 1), AO=106(load case 1), AN=107(load case 6), AM=1 07(load case 1), AL=107(load case 1), AK=108(toad case 6), AJ=106(load case 6), AH=99(load case 1), AG=109(load case 7), AF=107(load case 7), AE=107(load case 1), AD=107(load case 7), AC=104(load case 7), AB=122(load case 1), AA=31(load case 7), Z=269(load case 7), X=233(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/38, B-C=-67/30, G-D=-42126, D-E=-28/38, E-F=-29/42, F-G=-9/48, G-H=-29/58, H-I=-29/69, I-J=-29179,.... J-K=-29/89, K-L=-29/102. L-M=.29/106, M-N=-26/80, N-O=-29/1l0, Q-P=-29/97, P-Q=-29/82. Q-R=-29/67, .. . . R-S=-29/52 S-T=-30/37 T-U=-4/24 U-V=.21/17 V-W=-49/12 W,X=-65/49 X-Y=0/38 BOT CHORD B-AR=0I71 :AQ-AR=0f71, AP-AQ=0171, AO.AP=0f71, AN-AO~0I71. AM-AN=0f71, AL-AM=0f71, AK-Al=OI7T,-.. . . AJ-AK=Ol7l, AI-AJ=0171, AH-AI=0171. AG-AH=0171, AF-AG=OI71, AE-AF=Ol7l, AD-AE=Ol7l, AC-AD=0171 ,. AB-AC=OI71. M-AB=OI71. Z-M=0171, X-Z=Ol7l WEBS G-AR=-139/10, D-AQ=-70/14. E-AP=-91/l2, G.AO=-681l2, H.AN=.88/12. '.AM=-68/12, J-AL=-68/12, K-AK=-69/17, L-AJ=-67/0, N-AH=-61/0, Q-AG=-9017, P-AF=-69/15, Q-AE=-68/12, R-AD=-68/12, S-AC=-67/12, T-AB=-97/14!~ ... V-AA=-34/11. W-Z=-209/18 .. . ...... NOTES . . 1) Unbalanced roof live loads have been considered for this design. . . 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "~~,., Gable End Detail" .. . .. . 3) All plates are 2x4 MII20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ib uplift at joint B, 6 Ib uplift at joint AO, 11 Ib uplift at joint AA and 6 Ib uplift at joint X. LOAD CASE(S) Standard ..... . . ..... .. . .. . . .. ...... . . .. . . ...... . ...... . . .. .... . . .... ...... . . .. .. .... . . .... .... . . . .... . ... . .. .. . ...... . . .... " . . .' . " Job 1197Q 1:55 1 Truss Type ROOF TRUSS I~~ Ply KMK Builders (11979) .. The Truss Co., Eugene, OR 97402 Job ReferenceJoplionall 6.100 s Aug 25 2004 MiTek Indusbies, Inc. Thu Jan 13 14:55:06 2005 Page 1 ;-1-4-01 1-4-0 7-6-4 7-6-4 14-lHl 6-11-12 21-5-12 6-11-12 29-0-0 7-6-4 ,30-4-0, 1-4-0 scale = 1:50.~ 4x4MlI20= 6.00[12 E 361.11120.:::- 36"11120'::::' " 3ll4MII2O= 3:61.11120= K 3x4MI120= :: \..> ~ J 2>>11.11120\\ H ~~Jj 3Jl5Ml120= 9-10-3 9-10-3 LOADING (pst) TClL 25.0 TCDL 8.0 BelL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Gode UBC97/ANSI95 CSI TC 0.83 BC 0.92 we 0.52 (Simplified) 19-1-13 23-2-12 9-3-11 4"()"15 DEFl in <'oc) IIdefl Ud Vert(LL) -0.26 K-M >999 360 Vert(TL) -0.45 K-M >612 240 Horz(TL) 0.03 J nla n/a 29-0-0 5-9-4 PLATES MII20 GRIP 1851148 Weight: 110 lb LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF StudlSTD BRACING TOP CHORD BOT CHORD Sheathed or 3-9-3 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 DC bracing: H-J. 1 Row at midpt E-K WEBS REACTIONS (Ib/size) B=990/0-5-8, H=211/0-5-8, J=1289/0-5-8 Max Harz B=50(load case 4) Max UplittB=-128(load case 5), H=-53(load case 3), J=-139(load case 5) Max Grav B=990(load case 1). H=285(load case 7), J=1289(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=0119, B-C=-12581132, C-D=-10051178, D-E=-10051178, E-F=-4711120, F-G=-4711120, G-H=-30/367, H-I=0119 BOT CHORD B-M=-72J1116 L-M=0/598 K-L=01598 J-K=01196 H-J=-328187 WEBS C-M=-405/58, E-M=-l1 01562. E-K=-32BIO, G-K=-371439, G-J=-13241126 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 pst bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I ep~I~!!etl. building. of dimensions 45 ft by 24 tt with exposure B ASeE 7-93 per UBC97fANSI95 If end verticals or cantilevers exist. th~ aret exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increasi il>.1.~. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 Ib uplift at joint B, 53 Ib uPlift at joint Hand 1391b uplift at joint J. ..... . . ..... .. . .. . . .. ...... . . .. . . ...... . ...... . . .. LOAD CASE(S) Standard . . . .. .. . .... . . .... ...... . . .. .. ...... . . .. ...... . . .. .. .... . . .... .... . . . .... . ... . .. .. . ...... . . .... Job Reference (ootionall 6.100 s Aug 25 2004 MITek Industries, Inc. Thu Jan 1314:55:06 2005 Page 1 . . Job Ply KMK Buik:lers (1197'9) Truss 11979 B I Truss Type ROOF TRUSS Qly " The Truss Co., Eugene, OR 97402 ;-1-4-01 1-4-0 6-3-4 6-3-4 12-0-0 5-8.12 17-8-12 5-8-12 4ll'lMlI2O= o .' 24-0-0 6-3-4 3:6Mll2O= 3l<4 Mn2O= 2x4M1l2OtI 1~9-13 1W-O 23-0-<; 24-0-0 ,. 7-7-11 2-2-3 .2:9-6 0-2-10 DEFL in (IDe) I/detl Ud PLATES GRIP Vert(LL) -0.12 I-K >999 360 MII20 185/148 Vert[TL) -0.21 I.K >999 240 Horz(TL) 0.02 H nla nla t.~!oo= K 3l<4M112O= 8-2-3 8-2-3 LOADING (psi) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.54 BC 0.62 WB 0.49 (Simplified) LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF Stud/Sm BRACING TOP CHORD BOT CHORD Sheathed or 5-3-0 oc pur1ins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) B=784/0.5-8, F=264/0-5-8, H=10421D-s-a Max Horz B=-42(road case 3) Max UpliftB=.106(load case 5). F=-56(load case 3), H=-111(load case 5) Max GravB=784(load case 1), F=313(load case 7), H=1042(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOPCHORD A-B=0/19 B-C=-920/97 C-D=-713/135 D-E=-171177 E-F=-14/171 F-G=0/19 BOT CHORD B-K=-49/814, J-K=0/392, '-J=0/392, H-i=-152164, F-H~.152164 ' WEBS C-K=-332148, D-K=-91/461, 0-1=-448/11, E-I=-38/535, E-H=-986/92 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top ~;J. . dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed . building, of dimensions 45 ft by 24 ft with exposure B ASeE 7-93 per UBC97/ANSI95 tf end verticals or cantilevers exist, the? are. exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increaseti'..All . 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. . 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint e, 56 lb uplift at joint F and 111 Ib uplift at joint H. LOAD CASE(S) Standard . . . .. .. . ...... . . .. ...... . . .. .. Weight: 91 Ib .. . .. . . .. . . ...... . .... . . .... .... . . .... . ... . .. .. . " . 25-4-0 I 1-4-0 ScalII=U2.1 F ~'~G 3l6MlI2O= ..... . . ..... ...... . . .. ...... . . .. ..... . . . .. .. .... . . . .... ...... . . .... . ' .' .' Job Truss Truss Type Oty P~ KMK Builders (11979) 11979 BGE ROOF TRUSS .' The Truss Co., Eugene, OR 97402 Job Reference Jop!iOnall 6.100 sAug 25 2004 MiTek Industries, Inc. Thu Jan 1314:55:07 2005 Page 1 : -1....{l1 ,....{l 12'()'{) '2'()'{) 24.{).{) '2'()'{) , 25-4.0 , ,....{l ScaIe=1:42.! 4114Ml12O= ~~~Y/,"i~ " ~ T ,T .:J 0 E T -" ,Ti ............. ~f'; , ' ';l'~ " 1 ~ r. 0 u [ J- : J J J ~ .\.U. " ~ ~ &0- [j 0 "~I ::::.....,s 8 V'.~~~~~~~~q'8'~~~~.~ 3Jl5MlI2O= 36MlI2O= o.oo[lf LOADING (psn TCLL 25.0 TCOL 8.0 BeLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSl95 CSI TC 0.'4 BC 0.04 we 0.06 (Matrix) 3JC5M1120= 24.{).{) 24.{).{) DEFL in (lac) Vdefl Ud PLATES GRIP Vert(LL) .(l.O' S nJr 180 MII20 185/148 Vert(TL) .(l.01 S nJr 80 Horz(TL) 0.00 R nJa nJa Weight: 1211b LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF NO.2 OTHERS 2 X 4 HFSPF Slud/STD BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=209/24-0-0, AI=168/24-Q-O. AH=85/24-Q-Q, AG=111f24-D-O. AF=106l24-0-Q, AE=107124-0-0, AD=107/24-0-0. AC=106l24-0-0. AB=99/24-0-0, M=106124-0-0, Y=107/24.{l-0, X=107/24-0-0, W=106/24-0-0, V=111124-0-0, U=85/24-0-0, T=168124-D-0, R=209/24-0-0 Max Horz B=-42{load case 3) Max UpllftB=-15{load case 5), AH=-6(load case 4), U=-6(load case 3), R=-15(load case 5) Max GravB=209(load case 1), AI=168(load case 6), AH=85(load case 6), AG=111 (load case 1), AF=106(load case 6), AE=107(load case 1), AD=1 07(load case 6), AC=108(load case 6), AB=99(load case 1), M=108(load case 7), Y=107(load case 7), X=107(load case 1), W=106(load case 7), V=111(load case 1), U=85(load case 7), T=168(load case 7), R=209(load case 1) FORCES (I b) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/38, B-C=-53/31, G-D=-36/28, D-E=-28/41, E-F=-29/51, F-G=-29/61, G-H=-29171. H-I=-29/83.I-J=.29/92. J-K=-29192. K.L=-29/81, L-M=-29/68. M-N=-29151, N-D=-29/36, o-P=-28/23, P-Q=-38/11. Q-R=-53131. R-S=O/38 BOT CHORD B-AI=0/6', AH.AI=0/61, AG-AH=0/81, AF-AG=0/61. AE-AF=0/61, AD.AE=0/61, AG-AD=0/81, AB-AC=0/61, AA-AB=0/61, Z-AA=O/61, Y-Z=O/61, X-Y=O/61, W-X=O/61, V-W=0/61, U-V=O/61, T-U=O/61, R-T=O/61 .... WEBS G-AI=-139110. D-AH=-70/14, E.AG=-91112, F-AF=-88112, G-AE=-88/12, H-AD=-89/15, I-AC=-90/4, J-AB=-80~. . . K-M=-9012. L-Y=-89/15, M-X=-88/12, N-W=-88112. Q-V=-91112. P-U=-70/14. Q-T=-139/10 ..... . . ..... .. . .. . . .. ...... . . .. ..... . NOTES . 1) Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" .. ... 3) AU plates are 2x4 MII20 unless otherwise indicated. . . . 4) Gable requires continuous bottom chord bearing. . . .. . . 5) Gable studs spaced at 1-4-0 oc. . . 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint B, 6 lb uplift e,'j8i"te. AH, 61b uplift at joint U and 151b uplift at joint R. ...... . . ...... . ...... . . .. .... . . .... ...... . . .. .. .... . . .... .... . . . .... LOAD CASE(S) Standard . ... . .. .. . ...... . . .... . ' ." .' Job KMK Builders (11979) TI\JSS Truss Type 11979 ROOF TRUSS Qty 5 Job Reference laotionan 6.110 s Aug :52004 MiTek Industries, Inc. Thu Jan 13 14:55:08 2005 Page 1 , , ~ ~~(; 3:6M112O= 3J6Mt12O= 3x4MlI2O= 16-0-4 :!1 24-0-0 ~ 7-6-0 DEFL in (Ioe) I/detl Ud PLATES GRIP Vert(LL) -0.14 H-J >999 360 MII20 185/148 Vert(TL) -0.24 H-J >783 240 Horz(TL) 0.01 H nla nla p~ BX The Truss Co., Eugene, OR 97402 -1-4~ ,-4-0 6-3-4 6-3-4 12-0-0 5-8.12 17-8-12 5-8.12 24-0-0 6-3-4 4114M112O= D J :bAMII2O= 7.11.12 J.... '-ll.-IL LOADING (psD TCLL 25.0 TCDL 8.0 BCLL 0.0 BCOL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1,15 Rep Stress lncr YES Code UBC97JANSl95 CSt TC 0.57 BC 0.62 WB 0.87 (Simplified) Weight: 87 Ib LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF Stud/STD BRACING TOP CHORD BOT CHORD Sheathed or 5-1 0-1 0 oc pur1ins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) B=696/0-5-8, H=1060/0-5-8, F=334/0-5-8 Max Harz B=-42(load case 3) Max UpliftB=-96(load case 5), H=-113(load case 5), F=-63(load case 3) Max GravB=696(load case 1), H=1060(load case 1). F=377(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/19, B-C=-734178, C-D=-543/119, D-E=0/236, E-F=-48/123, F-G=0/19 BOT CHORD B-J=-38/650, '-J=0/219, H-I=0/219, F-H=-109/58 WEBS C-J=-334/48, D-J=-94/481, D-H=-776/40, E-H=-349/49 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at25 ft above ground level, using 8.0 psf top itt1l'd'. dead load and 7.0 psf bottom chord dead load. 100 mi from hurricane oceanline, on an occupancy category I. condition I enciose~ . building. of dimensions 45 ft by 24 ft with exposure B ASCE 7.93 per UBC97/ANSI95 If end verticals or cantilevers exist, thil~ ~f1l exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is l.3~ . 3) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. . 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint B, 113 Ib uplift at joint Hand 63 Ib uplift at joint F. .. . .. . . .. . . ...... . LOAD CASE(S) Standard . . . .. .. . .... . . .... ...... . . .. ...... . . .. .. .... . . .... . ... . .. .. . 1254-0 I 1-4-0 5cale= 1:~2.1 ..... . . ..... ...... . . .. ...... . . .. ...... . . .. .. .... . . . .... ...... . . . ... . . Job KMK SuUders (11979) Truss Truss Type Qty Ply 11979. C QUEENPOST Job Reference (ootionall 6.100 s Aug 25 2004 MiTek Industries, Inc. Thu Jan 13 14:55:08 2005 Page 1 .' The Truss Go.. Eugene, OH 97402 .14-0 1-4-0 4-11-10 4-11-10 9-6-0 4-6-6 14-0-6 4-6-6 ..x.fMIl20= o 1 , ~A~!~~ H lb;8M1I2O= 9-6-0 9-6-0 , 9-0-0 9-6-0 Plate Offsets (XY1: rH:0-4-0.G-3-41 LOADING (psn TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Iocr YES Code UBC971ANSI95 CSI TC 0.33 Be 0.88 WB 0.25 (Simplified) DEFL Vert{LL) Vert(TL) Horz(TL) in -0.22 -0.38 0.02 (Ioe) B-H B-H F lIdefJ >998 >579 nla Ud 360 240 nla LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF StudlSTD BRACING TOP CHORD BOT CHORD Sheathed or 5-7-8 oc pur1ins. Rigid ceiling directly applied or 10-0-0 DC bracing. REACTIONS (Ib/size) B~845/Q-5-8. F=845/Q-5-8 Max HorzB=109(load case 4) Max UpliftB=-111(load case 5), F=.111(load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/25, B-C=-909/87. C-D=-649111'. D-E=-6491111, E-F=-909/87, F-G=0/25 BOT CHORD B-H=-451743, F-H=-81743 WEBS C-H=-253/55, D-H=-104/413, E-H=-253/55 NOTES 1) Unbalanced roof live loads have been considered for this design. . 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level. using 8.0 psf top QJ11;rd. . . dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I. condition I encfbsecP building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, Ih')6ara.. exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33. and the plate grip increaseJs 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load "v......v"....urrenl with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1111b uplift at joint Band 1111b uplift at joint F. . . . .. o. . LOAD CASE(S) Standard ...... . . o. ...... . . .. .. , 9-0-0 4-11-10 20-4-0 I 1-4-0 SCaIe;1:3H ""~~ ~ G :b5MlI2O= PlATES MJl20 GRIP 185/148 Weight: 73 Jb ..... . . ..... o. . . . . ...... . o. . . o. ...... . . . . ...... o. . ...... .... . . . . .. .. .... .... . . .... . . . .... .... ...... . .o. . . . . . .... o. . " . , Job Truss Truss Type Qty P~ KMK Builders (11979) 11979 CGE QUEENPOST . The Truss Co., Eugene, OR 97402 Job Reference (optional} 6.1 }() s Aug :52004 Mirek Indu-stries, Inc. Thu Jan 13 14:55:09 2005 Page 1 -1-4-0 1-4-0 4-11-10 4-11-10 9-6-0 4-6-6 14-0-6 4-6-6 19-0-0 4-11-10 20-4-0 , 1-4-0 Sc:ale:l:31.E ~MMl120= o , . ~-~ yB ~ 8.00112 c# ~;, ~: T ~~ ~ B. ~,~ ,:~_~ ~A~!..= L L J U ~ , " " ::J ] i'l~_ "" ,;~ F J::J .~..~(j H 3JC8t.m20= 9-6-0 9-6-0 Plate Offsets lX,YI: B:o-o-o,o-O-O), [F:o-o-o,o-o-O) ...--- ------ 19-0-0 9-6-0 LOADING (psn TCLL 25.0 TeOL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.26 BC 0.53 WB 0.27 (Matrix) DEFL Vert(LL) Vert(Tl) Horz(TL) in -0.15 -0.26 0.03 (Ioe) F-H F-H F I/detl >999 >867 nla Ud 360 240 nla PLATES MII20 GRIP 1851148 Wei9ht: 108 Ib LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF Stud/STD OTHERS 2 X 4 HFSPF Stud/STD BRACING TOP CHORD BOT CHORD Sheathed or 5-4-11 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) B=845/0-5-8, F=845/0-5-8 Max HorzB=109(load case 4) Max UpliftB=-111 (load case 5), F=-111(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/50, B-C=-1 034/115, C-D=-766/137, D-E=-766/137, E-F=-1 034/115, F-G=0/50 BOT CHORD B-H=-551782. F-H=-151782 WEBS C-H=-286/65. D-H=-1111457, E-H=-286/65 NOTES .... 1) Unbalanced roof live loads have been considered for this design. . . 2) Truss designed for wind loads in the plane of the truss only. For studs exposed 10 wind (normal to the face), see MiTek ~Sta"dan! Gable End Detail~ . .. . . . 3) All plates are 2x4 M1I20 unless otherwise indicated. . 4) Gable studs spaced at 1-4-0 DC. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Pr?~ide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint Band 111 I~ !Ipl~ . atJolntF. .. . ..... . . ..... .. . .. . . .. ...... . . .. . . ...... . ...... . . .. .... . . .... ...... . . .. .. ...... . . .. .. .... . . .... .... . . . .. .. LOAD eASE(S) Standard ...... . . .. . ... . .. .. . ...... . . .... '. " Job Truss Truss Type Qty Ply KMK Builders (11979) 119790 CGR HOWE 2 Job Reference laational} 6,100 s Aug 25 2004 Mirek Industries, Inc. Thu Jan 1314:55:03 2005 Page 1 The Truss Co" Eugene. OR 97402 5-1-2 5-1-2 5 ov7T 5m/7H- 9-6-0 4-4-14 13-10-14 4-4-14 .h5 MlI20 II c 8.00[12 ~ 1111 Illl " 1111 19<J.<l 5-1-2 ScalfI"1:311.1 ...." MSH29 1111 U 111'1 1111 G ...." MSH29 MSH29 " C F Sx7M112O~ 8J:8M1I2O= 4116Mll20= 3li:ll MlI20 II MSH29 5x1M112O~ TH028 , 3:wB M1120 II "'02<1 5-1-2 9-6-0 13-1()"14 1~ 5-1-2 44-14 4-4-14 5-1-2 Plate Offsets IX.V\: A:0-4-3.0-2-41. 'B:0-1-8.0-1-81. 'C:0-2-4.0-2-o1.ID:0-1-8,0-1-81. 'E:0-4-3.0-2-41. [F:0-4-4.0-1-81.IH:0-4-o.0-4-41. 11:0-4-4.0-1-81 LOADING (psn TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rap Stress Incr NO Code UBC97/ANSI95 CSI Te 0.45 BC 0.90 WB 0.99 (Simplified) DEFL Vert(LL) Vert(TL) Horz(TL) in (Ioc) -0.13 F-H -0.21 F-H 0.05 E Ifdefl >999 >999 nla Ud 360 240 nla LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 6 HF 1650F 1.5E WEBS 2 X 4 HFSPF Stud/STD "Except' W1 2 X4 HF Stud BRACING TOP CHORD BOT CHORD Sheathed or 4-2-3 DC purlins. Rigid ceiling directly applied or 10-0-0 ex: bracing. REACTIONS (Ib/size) A=566110-5-8, E=566110-5-8 Max Harz A=95(load case 4) FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD A-B=.73751O, B-C=-502310, C-D=-50231O, D-E=-7375/0 BOT CHORD A-I=0/6079, H-I=0/6079, G-H=0/6079, F-G=0/6079, E-F=0/6079 WEBS B-I=0/2525, C-H=0/5282, D-F=0/2525, B-H=-23871O, D-H=-2387/0 NOTES 1) 2-ply truss to be connected together with 10d Common{.148"x3") Nails as follows: .... Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. . . Bottom chords connected as follows: 2 X 6 - 2 rows at 0.7.0 oc. . . Webs connected as follows: 2 X 4 . 1 row at 0-9-0 oc. . .. . . . 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) sectJpn. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4} This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord . dead road and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I e~~q;:;~d: building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist. they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the prate grip increasEfj~ :.~!: 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .. 6) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at O-ge\f~. the left end to 4-9-4 to connect truss(es) 111 (1 ply 2 X 4 HF) to front face of bottom chord. . . 7) Use USP MSH29 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at2-9-4'lbm.. the left end to 16-9-4 to connect truss(es) 111 (1 ply 2 X 4 HF) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Special hanger(s) or other connection device(s) shall be provided starting at 0-2-12 from the left end 10 18-9-4 sufficient to connect truss(es) 111 (1 ply 2 X 4 HF) to front face of bottom chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-E=-545(F=.531), A-C=-66. C-E=-66 PLATES GRIP MII20 185/148 Weight 175 lb ..... . . ..... o. . . . . ...... . o. . . o. ...... . . . . ...... o. . ...... .... . . . . o. o. .... .... . . .... . . . .... .... ...... . 'o. . . . . . .... o. . '. , , Job Truss Truss Type Qly Ply KMK Builders (11979) 11919 DGE KINGPOST Job Reference.lop!ional) 6.1 10 s Aug 25 2004 MfTek Industries, Inc. Thu Jan 13 14:55:10 2005 Page 1 The Truss Co., Eugene, OR 97402 -1-4-0 1-4-0 5-6-0 5-6-0 11-0-0 5-6-0 'b4Mll2O'l 8_00[12 ~7" ST' 8 c ST5 ~ A 11-0-0 11-0-0 Plate Offsets lX.Y): IF:O-1-7.o-2-41 " 12-4-0 1-4-0 5cale=1:23.i PLATES GRIP MII20 185/148 LOADING (pst) TCLL 25.0 TCDL 8,0 BCLL 0.0 BCDL 7.0 SPACING 2-0.0 Plates Increase 1.15 Lumber Increase 1 .15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.15 Be 0,05 WB 0.04 (MatMx) DEFL Vert(LL) Vert(TL) Horz(TL) in (lac) -0.01 J -0.01 J 0.00 , I/detl nJr nJ, nJa Ud 180 80 nJa LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HF NO.2 OTHERS 2 X 4 HFSPF Stud/STD BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purl ins. Rigid ceiling directly applied or 1 0-0-0 oc bracing. Weight: 46 Ib REACTIONS (Ib/size) B=213/11-0-0, 1=221/11-0-0. 0=168111-0-0. N=85/11-O.0, M=1 03/11-0-0, L=67111-0-0. K=200/11-o.O Max Harz B=69(load case 4) Max UpliftB=-25(load case 5), 1=-23(load case 5), N=-14(load case 4), L=.3(load case 3) Max GravB=213(load case 1), 1=221 (load case 1), O=168(load case 1), N=88(load case 6), M=1 03(load case 1), L=70(load case 7), K=200(toad case 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/48, B-C=-68150, C-D=-47/46, D-E=-38/55, E-F=-34/33. F-G=-36/53, G-H=-52139, H-I=-73/42, I-J=0/48 BOT CHORD B-0=0/61, N-0=0/61, M-N=0/61, L-M=0/61, K-L=0/61, I-K=0/61 WEBS C-0=-139/18, D-N=-74120, E-M=-80/0, G-L=-6117, H-K=-161/24 NOTES .... 1) Unbalanced roof live loads have been considered for this design. . . . . 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" . ... . . 3) Gable requires continuous bottom chord bearing. . 4) Gable studs spaced at 1-4-0 ce. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 tb uplift at joint e, 23 lb uplitt~t .iPlt1~ I, 14 Ib uplift at joint Nand 3 Ib uplift at joint L. . . . LOAD CASE(S) Standard ...... . . .. ...... . . .. .. ..... . . ..... .. . . . . ...... . .. . . .. ...... . . . . ...... .. . ...... .... . . . . .. .. .... ... . . . .... . . . .... .... ...... . ... . . . . . .... .. . Job Refel'l!nce (oD~nal) 6.100 sAug.o:;5 2004 MiTek Industries, Inc. Thu Jan 1314:55:102005 Page 1 . , Job I Truss Type ATTe Ply KMK Builders (11979) Truss 1197~ E I~~ The Truss Co., Eugene. OR 97402 10-7-3 : -1-4..0 I 1-&.13 I 1-4..0 1..&-13 4-4-4 2.9-7 10-4-13 !Hl-9 ''';'j-Q ~1"!f= 16-7-12 6-0-9 19-5-3 2-9-7 0-1-3 F :bflMlI2OI1 6llSMlI201- .bAMlI2OII C . f~ ~ u ., CD o 5>5'-11120= N 8x8MlI2O= " 5>5MlI2O= 5>5M112O= : 1-6-13 I 4-4-4 16-7-12 1-6-13 2-9-7 12-3-8 Plate Offsets (X.Yl:r::U-4-U,t:.aael. IL:0-2-8,O-3-BI,lM:o-2-8,o-~l. (O:0~~,~10-3~tlp:o-2-8,0-3-8] 19-5-3 2-9-7 . 21-0-0 .22-4..0. 1-6-13 1-4..0 Scale: 1/4-:1 S>5MlI2O= . 21-0-0 , 1-6-13 LOADING (psD TCLL 25.0 TCOL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Cod. UBC97/ANSI95 CSI TC 0.77 BC 0.46 WB 0.43 (Matnx) DEFL Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.36 0.01 (Ioe) M-O M-O L I/defl >927 >689 nta Ud 360 240 nta LUMBER TOP CHORD 2 X 4 OF 2400F 2.0E "Except" T2 2X8 OF 55, T2 2X8 OF 55 BOT CHORD 2 X 12 OF SS WEBS 2 X 4 HFSPF Stud/STD BRACING TOP CHORD BOT CHORD Sheathed or 4-9-15 oc purlins, except end verticals. Rigid ceiling directly applied or 9-1 0-2 oc bracing. REACTIONS ('blsiz.) P=1553/D-5-8, L=1553/D-5-8 Max HorzP=-161(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=O/54. B.C=-1 0/59, C-D=-1499/0, D-E=-134210, E-F=-1129/0, F-G=-1129/0, G-H=-134210, H-I=-1499/0, i-J=-10/59, J-K=O/54, B-P=-37/91, J-L=-37/91 BOT CHORD o-P=0/847, N-O=0/1036, M-N=0/1036. L-M=0/847 WEBS E-0=0/664, G-M=0/664, C-O=01237, I.M=01237, C-P=-1656/0. I-L=-1656/0 NOTES .... 1) Unbalanced roof live toads have been considered for this design. . . 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top ctfbrd . dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I erUoo.t1o. building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, t~y are exposed to wind. If porches exist. they are exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Ceiling dead load (5.0 pst) on member(s). E.F, F-G 5) Bottom chord live load (40.0 pst) and additional bottom chord dead load (5.0 pst) applied only to room. M-O . . . .. .. . LOAD eASE(S) Standard ...... . .. .. .. .... . . .. .. , PLATES GRIP MII20 185/148 Weight: 179 Ib ..... . . ..... .. . . . . ...... . .. . . .. ...... . . . . ...... .. . ..... . .... . . . . .. .. .... .... . . .... . . . .... .... ...... . ... . . . . . .... .. . ,/ Job ., Truss p~ KMK Builders (11979) Truss Type Q~ 1197~ E1 ATTIC 6 Job Reference (optional) 6.1005 Aug 25 2004 MITek industries. Inc. Thu Jan 13 14;55:11 2005 Page 1 The Truss Co., Eugene. OR 97402 1..&-13 I 1-6-13 10-7-3 ~~~= 0-1-3 ,,<,-3 19-5-3 2.9-7 4.... 2-9-7 10-4-13 6-0-9 1&.7-12 6-0-9 800[12 3~M1l2O'l ~ -l jiJ " 8ldIMlI2O= N lb:8M1I2O= Sx7MlI2O= IbSMlI2O= : 1-6-13 I 4-4-4 16-7.12 1-6-13 2-9-7 12-3-8 Plate Offsets Ix.y,: IE:O..-O.Edoel. IK:0-2-8.0-3-81.[h0-3-8.0-5-12j. IN:0-3-8.0-5-121. rO:Edae.O-3-81 19-5-3 2-9-7 LOADING (psn TCLL 25.0 TCOL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC971ANSI95 CSl TC 0.79 Be 0.71 WB 0.46 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (lac) -0.28 L-N -0.38 L-N 0.01 K Vdefl >8B4 >657 nfa Ud 360 240 nfa LUMBER TOP CHORD 2 X 4 OF 2400F 2.0E 'Except' T22X8 OF 55. T32X8 OF 55 BOT CHORD 2 X 12 OF NO.2 WEBS 2 X 4 HFSPF StudlSTD BRACING TOP CHORD BOT CHORD Sheathed or 4-7-14 oc pur1ins, except end verticals. Rigid ceiling directly applied or 8-7-14 oc bracing. REACllONS (Iblsize) 0=1452/0-5-8. K=155710-5-8 Max HorzO=-180(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=-15151, B-C=-156010, C-D=-1412/0, D-E=-115010. E-F=-115810, F-G=-1382/0, G-H=.1541f0, H-I=-9164, I-J=OI54, A-0=0/125. '-K=-31196 BOT CHORD N-O=01910. M-N=0/1066. L-M=011066, K-L=01869 WEBS D-N=0/719. F-L=01681. B-N=01195. H-L=0/248, B-O=-172310. H-K=-170610 NOTES .... 1) Unbalanced roof live loads have been considered for this design. . . 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 pst top ctford . dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline. on an occupancy category I. condition I ellloll9Btle. building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95If end verticals or cantilevers exist, tt}py are exposed to wind. If porches exist. they are exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) Ceiling dead load (5.0 pst) on member(s). D-E. E-F 5) Bottom chord live load (40.0 pst) and additional bottom chord dead load (5.0 pst) applied only to room. L.N . . . .. .. . LOAD CASE(S) Standard ...... . . .. ...... . . ... .. 1 21-Q..O 122-4-0 ~ 1-6-13 1-4-0 Scale = 1;4 7.~ ! ~ 5:6M112O::: 2140 , 1-6-13 PLATES GRIP MII20 1851148 Weight: 177 Ib ..... . . ..... .. . . . . ...... . .. . . .. ...... . . . . ...... .. . ...... .... . . . . .. .. .... .... . . .... . . . ~... .... ...... . ... . . . . . .... .. . , , Job KMK Builders (11979) Truss Truss Type Qty Ply 11979 E1GE ROOF TRUSS Job Reference (ootionan 6.1 105 Aug 25 2004 MiTek Industries, Inc. Thu Jan 13 14:55:11 2005 Page 1 The Truss Co., Eugene, OR 97402 -1-4-0 1-4-0 8-0-0 8-0-0 2MMI12011 B "'.."/~/ "'M'~/ :~ ' "'troll 8:::::::----41'---------..8 2M MII20 II ==:--i3 n 2M MlI20II ~ ~ [] _"'0"'" d ~ 2MMlI2OI1 ~ 8_00[12 IT IT, 2x4 MII20 II 3MMI120= 8-0-0 8-0-0 P'ate Offsets (X,Y): B:0-1-12,0-1-8] PLATES GRIP MII20 185/148 LOADING (pst) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1 .15 Lumber Increase 1 .15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.80 Be 0.43 WB 0.08 (Matrix) DEFL Veri(LL) Vert(TL) Horz(TL) in (Ioc) -0.21 D-E -0.36 D-E -0.Q1 C I/defl >442 >260 nla Ud 360 240 nla LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HFSPF Stud/STD OTHERS 2 X 4 HFSPF Stud/STD BRACING TOP CHORD BOT CHORD WEBS Sheathed or 6-0-0 oc pur1ins. except end verticals. Rigid ceiling directly applied or 10-0-0 DC bracing. 1 Row at midpt B-D REACTIONS (Ib/size) C=2421Mechanical. E=414/0.5-8, D=55/0-5-8 Max Harz E=173(load case 5) Max UpliftC=-45(load case 4), D=-53(load case 5) Max GravC=242(load case 1), E=414(load case 1), D=134(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=O/54, B-C=-117/106, B-E=-3591O BOT CHORD D-E=-155/0 WEBS B-D=0/159 .... . . . . NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal 10 the face), see MiTek "!tttl<fatdt Gable End Detail" 2) Gable studs spaced at 1-4-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. .. ... 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint C and 531b ~ft at. joint D. . LOAD CASE(S) Standard ...... . . .. ...... . . .. .. .' " Scale = 1:34.: Weight: 53 Ib ..... . . ..... .. . . . . ...... . .. . 0 .. ...... . . . . ...... .. . ...... .... 0 . . . .. .. .... .... . . .... . . . .... .... ...... . ... . . . . . .... .. . " ,I .' :::,. I:::' The Truss Co., Eugene, OR 97402 I Truss Type ATTIC I~~ Ply KMK Builders (11979) Job Refer1!nce (optionall 6.100 s Aug 25 2004 MiTek Industries, Inc. Thu Jan 13 14:55:12 2005 Page 1 : -1-4-<)1'-8-13 I 1-4-0 1-6-13 4-4-4 2.9.7 104-13 6-0-9 10-7-3 '.Q,j!:<l 6Jdl'MI12'O= 0.,.3 0.'-3 16-7-12 6-0-9 19-5-3 2-9-7 ; 21-0-0 :22-4-01 1-6-13 1-4-0 Scale"t:50.:i e.rBMll2O~ -/- -/: _/- /- :1' .......- -......- , , -~: &llMll2O~ :TI ) S',) - .... G Hb4M112OIl ,., ., :1, ~ ~ b4M1l2OlI E b4Mt12OI1 0 8.00[12 3M~~ 2>c4Ml12OI1 C " :11 :Ti " _ _ _ _ _ . . _ _ .~:J II -l-a":---=---=---=---=-m--=--L~MII2OI~Wlr.2IJII P 5JC5M1I2O= o 5x5Ml12O= 2MMlt2011 N lbllM1l20= M 5x5Mll2O= lfu , 5:61.41120= : 1-6-13 I 4-4-4 16-7-12 19-5-3 ! 21-0-0 : 1-6-13 2.g..7 12-3-8 2-9-7 1-6-13 I Plate Offsets (X.Y): IF:0-4-oEdoeJ. IH:o.3-3.o.2-81. 1~:0.2-8,0-3-81. IM:o.2-8.o.3-01. IO:o.2-8.o.3-Q}JO:D-D-9.o.2-D1. IP:0-2-8,o.3-8I, IT:o.3-0.0-0-41. IAD:o.2-7.D-O-OI LOADING (pst) TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0.0 Plates Increase 1.15 Lumber Increase 1.15 Rap Stress Incr YES Code UBC97/ANSI95 CSI TC 0.77 Be 0.46 WB 0.43 (Matnx) DEFL Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.36 0.01 (Ioc) M-O M-O L lIdefl >927 >689 n1a Ud 360 240 n1a PLATES GRIP MII20 1851148 Weight: 249 Ib LUMBER TOP CHORD 2 X 4 DF 2400F 2.0E 'Except' T2 2 X8 DF 55, T22X8 DF 55 BOT CHORD 2 X 12 DF SS WEBS 2 X 4 HFSPF Stud/Sm OTHERS 2 X 4 HFSPF Stud/Sm BRACING TOP CHORD BOT CHORD Sheathed or 4-9-15 oc pur1ins, except end verticals. Rigid ceiling directly applied or 9-10-2 oc bracing. REACTIONS (Ib/size) P=1553/0-5-8, L=1553/0-5-8 Max Horz P=-161(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=O/54, B-C=-10/59, C-D=-1499/0. D.E=-134210, E-F=-1129/0, F-G=-1129/O, G-H=-134210. H-I=-1499/O, '-J=-1 0/59, J-K=O/54, B-P=-37/91, J-L=-37/91 BOT CHORD O-P=0/847, N-O=011036, M-N=011036, L-M=0/847 WEBS E-O=0/664, G-M=0/664. C-O=0/237, I-M=0/237. C-P=-1656/0, I-L=-1656/0 .... . . . . ..... . . ..... NOTES 1) Unbalanced roof live loads have been considered for this design. ..... . 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) All plates are 3x6 MII20 unless otherwise indicated. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Ceiling dead load (5.0 pst) on member(s). E-F, F-G 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 pst) applied only to room. M-O .. . .. . . .. ...... . . .. . . ...... . ...... . . .. . . . .. .. . .... . . .... ...... . . .. .. ...... .. . .. LOAD CASE(S) Standard ...... . . .. .. .... . . .... .... . . . .... . ... . .. .. . ...... . . . ... ," Job KMK Builders (11979) Truss Truss Type QIy p~ 1197~ ROOF TRUSS H 6 Job Reference (ootionall 6.110 s Aug 25 2004 Mirek Industries, Inc. Thu Jan 13 14:55:122005 Page 1 The Truss Co., Eugene. OR 97402 -1-4-0 1-4-0 .. 4-0-0 c 4-0-0 '1:8.l ----------- IX IX 4-0-0 4-0-0 DEFL in (Ioe) Ildeft Ud PLATES GRIP Vert(LL) 0.01 B-D >999 360 MI120 185/148 Vert(TL) -0.02 B-D >999 240 Horz(TL) -0.00 C nla nfa 4_001i2 T1 , A Yl IX IX " LOADING (psn TClL 25.0 TCDl 8.0 BelL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.19 BC 0.26 we 0.00 (Matrix) LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HFSPF Stud/STO BRACING TOP CHORD BOT CHORD Sheathed or 4-0-0 oc pur1ins. Rigid ceiling directly applied or 10-0-0 DC bracing. REACTIONS (Ib/size) C=94/Mechanica'. B=268/0-5-8, 0=2510-5-8 Max Harz B=45(load case 3) Max UpliftC=.9(load case 3), B=-57(load case 3), D=-8(load case 3) Max Grall C=94(load case 1), B=268(load case 1}, D=60(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/27, B-C=-48/24 BOT CHORD B-D=O/O NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I en~Q~~ building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, tliey are . exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase I!;; 1.~ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ...... 3) Refer to girder(s) for truss to truss connections. . 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91b uplift at joint C, 57 Ib uplift at joint Band 8 Ib uplift at joint D. LOAD CASE(S) Standard . . . .. .. . ...... . . .. ...... . . .. .. Weight: 11 lb .. . " . . .. . . ...... . .... . . .... .... . . .... . ... . .. .. . X X ..... . . ..... ...... . . .. ...... . . .. .... .. . . .. .. .... . . . .... ...... . . . ... . . .i " " Job Truss Truss Type I~~ Ply KMK Builders (11979) 119il9 ROOF TRUSS The Truss Co., Eugene, OR 97402 Job Reference (ootional\ 6.100 s Aug 25 2004 MiTek industries. Inc. Thu Jan 1314:55:132005 Page 1 -1-4-0 1-4-<J 6-<J-<J 6-<J.{) c =1;12, 4.C1O[12 IX IX TO . ~ ~ XI XI ., x X 3114MlI2O= 6-<J.{) 6-<J.{) OEFL in (Ioe) I/detl Ud PLAlES GRIP Vert(LL) -(l.07 B-O >999 360 MII20 185/148 Vert(TL) -(l.ll B-O >593 240 Horz(TL) -0.00 C nia nia LOADING (psn TCLL 25.0 TCOL 8.0 BelL 0.0 BCOL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.50 BC 0.65 WB 0.00 (Matrix) Weight: 16 Ib LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HFSPF Stud/Sm BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 DC bracing. REACTIONS (Ib/size) C=168/Mecl1anical, B=339/0-5.8, 0=3910-5-8 Max Harz B=60(load case 3) Max UpliftC=-21(load case 3), B=-62(load case 3), D=-13(load case 3) Max GravC=168(load case 1), B=339(load case 1), D=94(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/27, B-C=-66/44 BOT CHORD B-O=O/O NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enGJ~~ building, of dimensions 45 ft by 24 ft with exposure B ASeE 7-93 per UBC97/ANSI95If end verticals or cantilevers exist, they are . exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase i~ 1.3~ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . .. .. . 3) Refer to girder(s) for truss to truss connections. . 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 Ib uplift at joint C, 621b uplift at joint Sand 13 Ib uplift at joint D. ..... . . ..... .. . .. . . .. ...... . . .. . . ...... . ...... . . .. LOAD CASE(S) Standard . . . .. .. . .... . . .... ...... . . .. .. ...... . . .. ...... . . .. .. .... . . .... .... . . . .... . ... . .. .. . ...... . . . ... ~ ,r Job Truss Truss Type Oty 11979 J1 ROOF TRUSS 2 Ply KMK Buiklers (11979) .. .' The Truss Co., Eugene, OR 97402 Job Reference (aotional} 6.1 10 S Aug :52004 Mirek industries, Inc. Thu Jan 13 14:55:132005 Page 1 c -1-4-0 1-4-<) 400[12 , A ----- ------- x x Jll4MIlZO= LOADING (pst) TCLL 25.0 TCDL 8.0 BCLL 0.0 SeDl 7.0 SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.15 BC 0.07 WB 0.00 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HFSPF Stud/Sm BRACING TOP CHORD BOT CHORD Sheathed or 1-10-15 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REAcnONS (Ib/size) C=26/Mechanical, 8=199/0-5-8. D=131Mechanical Max Harz B=30(load case 3) Max UpliftB=-50(load case 3), D=-4(load case 3) Max GravC=26(load case 1), B=199(load case 1), D=32(load case 2) 1-10-15 1.10-15 ScaIe-l;$.( ~ .~X >< x ox " 1-10.15 1-10-15 PLATES GRIP MII20 185/148 (Ioc) B B-D C Ildetl >999 >999 nla Ud 360 240 nla FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD A-B=O/26, B-C=-32/5 BOT CHORD B-O=O/O NOTES 1) This truss has been designed for the wind loads generated by 60 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enQlw;ei building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 if end verticals or cantilevers exist, tt1bl are . exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.3~ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . ." . . . 3) Refer to girder(s) for truss to truss connections. . 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 Ib uplift at joint Band 4 Ib uplift at jointD. LOAD eASE(S) Standard . . . .. .. . ...... . . .. ...... . . .. .. Weight: 6 Ib ..... . . ..... .. . . . . ...... . .. . . .. ...... . . . . ...... .. . ...... .... . . . . .. .. .... ... . . . .... . . . .. .. .... ...... . ... . . . . . .... n . . . .r . Job Truss Truss Type 11919 J2 ROOF TRUSS , . The Truss Co., Eugene, OR 97402 .1-4-0 1-4-0 . A ~ XI XI LOADING (pst) TCLL 25.0 TCDL 8.0 BeLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1.15 Rep Stress Incr YES Code UBC97/AN$195 CSI TC 0.19 BC 0.28 WB 0.00 (Matrix) LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HFSPF Stud/STD REACT10NS (Ib/size) C=91/Mechanical. 8=26610-5-8, D=25fMechanical Max Harz B=44(load case 3) Max UpliftC=-8(load case 3), B=-57(load case 3), D=-8(load case 3) Max GravC=91(load case 1), B=266(load case 1), D=62(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A.B=0/27, B-C=-47123 BOT CHORD B-D=O/O I~~ Ply KMK Builders (11979) .' " Job Reference lootiona1\ 6.100 s Aug 25 2004 MiTek industries, Inc. Thu Jan 1314:55:13 2005 Page 1 3-10-15 3-10-15 4.00[12 " .. c ----- QI x o X 3-10-15 3-1()..15 DEFL in (Ioe) Ilden Ud PLATES GRIP Vert(LL) 0.01 B-D >999 360 MI120 1851148 Vert(TL) -0.02 B-D >999 240 Horz(TL) -G.OO C nla nla BRACING TOP CHORD BOT CHORD Weight: 11 Ib Sheathed or 3-10-15 ex: pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1} This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane ocean1ine. on an occupancy category I, condition I enokJeetl building, of dimensions 45 It by 24 It with exposure B ASCE 7.93 per UBC97/ANSI95If end verticals or cantilevers exist, ~~ are.. exposed to wind. If porches exist. they are exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ... .. . 3) Refer to girder(s) for truss to truss connections. . 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint C. 57 Ib uplift at joint Band 81b uplift at joint D. LOAD CASE(S) Standard . . . .. .. . ...... . . .. ...... . . .. .. ..... . . ..... .. . . . . ...... . .. . . .. ...... . . . . ....... .. . ...... .... . . . . .. .. .... .... . . .... . . . ...... .... ...... . ... . . . . . .... .. . ,Job Reference (ootional\ 6.100 s Aug 25 2004 MiTek Industries, Inc. Thu Jan 13 14:55:14 2005 Page 1 . . . r . Job IT,"SS KJ I Truss Type ROOFTRUSS 119]9 I~~ Ply KMK Builders (11979) . . The Truss Co., Eugene, OR 97402 -1-10-10 1-10-10 4-7-2 4-7-2 2.83rtf 3ll4MlI2OO::: ,.' ' ,.. 8-4-5 3.9-3 Scale"l:17.C 2xot Ml120 II o W1 B D[ G ~ ,J n n B1 n n ~ """<L SKH2<4L ~ """'R F """.R 2llAMII2OI1 3JlAMlI2O::= <4ll4MlI2O::= 4-7-2 4-7-2 Plate Offsp.ts (X y,~ IR.0-0-1?0-1....fl1 r~.n-1-12,0-2-01 LOADING (psD TCLL 25.0 TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.43 BC 0.32 WB 0.23 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.03 0.01 (Ioe) E-F E-F E Vdefl >999 >999 nla Ud 360 240 nla LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 6 HF NO.2 WEBS 2 X 4 HFSPF Stud/STD BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) E=428/0-5-8, B=382/0-7-12 Max Harz B=35(load case 4) Max Up1iftE=-26(load case 3), B=-109(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-G=0/27. B-G=0/27, B-G=-635177, C-D=-14/20, D-E=-18/2 BOT CHORD B-F=-48/605, E-F=-48/605 WEBS C-F=-60/388, C-E=-629/57 NOTES ...... 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top ~rd . dead load and 7.0 psf bottom chord dead road, 100 mi from hurricane oceanline, on an occupancy category I, condition I elalasJ!i . building, of dimensions 45 ft by 24 ft with expOsure B ASCE 7-93 per UBC97/ANSI95If end verticals or cantilevers exist, U~y are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261b uplift at joint E and 1091b .plift. at joint B. . .. : 4) Use USP SKH24L (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-9-15 oc max. starting aI2-~15 from the left end to 5-7-14 to connect truss(es) 111 (1 ply 2 X 4 HFSPF) to front face of bottom chord. ..:..: 5) Use USP SKH24R (With 16d nails into Girder & NA9D naits into Truss) orequivarent spaced at 2-9-15 oc max. starting at 2.9-1.. from the left end to 5-7.14 to connect truss(es)?11 (1 ply 2 X 4 HFSPF) to back face of bottom chord. .. .... 6} Fill all nail holes where hanger is in contact with lumber. . . 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). .. .. LOAD CASE(S) Standard 1} Regular: Lumber Increase=1.15, Plate Increase=1.15 Unifonn Loads (pit) Vert: A-G=-66 Trapezoidal Loads (pIt) Vert: B=-7(F=4, B=4Ho-E=-167(F=-77, B=-77) 8-4-5 3-9-3 PLATES MII20 GRIP 1851148 Weight: 34 Ib ..... . . ..... .. . . . . ...... . .. . . .. ...... . . . . ...... .. . ...... .... . . . . .. .. .... .... . . .... . . . .... .... ...... . ... . . . . . .... .. .