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Home My WebLink AboutMiscellaneous Plans 2004-11-16 ~Vl-tUDLI -o/lf S(p 31 <60 tiAyd-e.n V(d~~ ftlJ.1R7l'USAfM fEfMGUflBlElElRUNG 325 W. 13'" Ave. Eugene, OR 97401 (541) 338-9488 Fax (541) 338-9483 November 16, 2004 11m Belleville Great House Design PO Box 41999 Eugene, OR 97404 , Re: Design of Rainwater Retention Pit "Drywelln for new Pratt Residence in the Hayden Bridge Area on Springfield Dear 11m: I have designed a rainwater ,c;~c, ,;';on pit "drywelln to be installed at the residence that you have designed for the Pratt Family to be built near Hayden Bridge in the northeast Springfield area. The purpose of the drywell is to drain the roof of the residence and attached garage. . I assumed a soil permeability that is typical for sandy and silty loam soil, typical for this area of northeast Springfield and along the McKenzie River area. We also verified the site conditions by a site visit earlier this summer. I also assumed a maximum rainfall of ~-inch per hour over a 2 hour period as the worse case scenario. -64 . ',I -- The result of my analysis found that the proposed retention pit should be approximately 6.33 cubic yards in size and I have shown it to be Iv..c.h:.J behind the house, although the location can be anywhere on the ...' v...':.. ~I as long as it is downhill from the downspouts and no doser than Io-feet to a Property Une. Please refer to the attached drywell detail. You should use a large diameter round drainage rock at least I V2-inch in diameter and ...,c;fc;,c.bly larger with no fine material. The rock should be wrapped in a standard geotextile filter fabric, preferably a non-woven type such as the Mirafi-N series. I have provided approximate dimensions on the attached stamped drywell section. The dimensions and depth may vary as long as the volume is achieved. Refer to the attached calculations and sketch. I have enjoyed assisting you with this project, please call if you have any comments or questions. ,{:;~.:;f~li~r\~;~~~ ':.: " ".. "-')) ,,/ ;,_:...;/ .~, '. ("::~o"~8 ~ i-I - -- .- Sincerely, ~~P~ Prindpal ArtiSan Engineering, LLC .-, , , ARTISAN ENGINEERING, LLC Job No.: 40 I , . 1.) Page:' of: tV 325 W. 13th Avenue II Eugene, Oregon 97401-3402 By: Tftr\JJ Date: ly 15 10"/ ~~a:J=~~~ue:ri~:C:1) 338-9483 project:' ~~h. 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'3 .... 1 ~B.l(.3" 50 p3 ;>'~1 'ciA- 'Jco J:Ms The Truss Go., Eugene, OR 97402 I Truss Type ROOF TRUSS I:"' I~ I Great House DesIgn 163950 2 _ Job Reference fl!!:tionan. 6.100 sAug 25 2004 ,...Tek Industries, Inc. Wed Nov 2411:40:352004 Page 1 18395 1\ r( 9-3-0 5-6-0 3-9-0 3-9-0 14-9-0 5-6-0 So:7M1l2ll~ ..r.aI2D::: ~n , --'" - " ~_n lQ.ooflT M 1- lJll IIIICD IIII -jt'tJIC2O= - - - ~.... - 1-2-12 1-0-0 I I 1-0-0 0-2-12 , Plate QI!Sets ex. Yl: ra.;.()...4....4.Q-2-4]. 1D:9-3-0.~1.121. ~2..(J.Q..3-121.1H:0-4-8.o-1-81. rJ:D-3-8&~L____ ".._ . 3-9-0 2-6-4 9-3-0 5-6-0 14.9-0 5-6-0 LOADING (pst) TCU 25.0 TCOl 8.0 BCLL 0.0 BCOl 7.0 051 TC 0.58 BC 0.87 we 0.96 (Simplified) SPACING 240 Plates Increase 1.15 l.J.lmber Increase 1.15 Rap $lress lncr NO Code UBC97/AN$I95 DEFt. vort(LL) Veo1(TL) Hcxz(Jl.) in (1oc) .0.12 H-J -0.19 H-J 0.03 F Vdeft >999 >999 n1a LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 6 OF 2400F 2.DE WEBS 2 X 4 HFSPF StucUSTD *Excepl* W12X4 HF Stud, W1 2X04HFShxl. W12X4HF Stud, W42X4 HFStud BRACING TOP CHORD BOT CHORD Sheathed or 5-2-9 oc pur1ins, except end verticals. Rigid ceDing directly applied or 10.0-0 oc bracing, Except 6.Q.O oc bracing: A..K. 17-6-0 2-9-0 __1:21.' .1I5M1ZO= ., :l>o'IloIII2Dl1 - 17-6.0 2-9-0 Ud 360 240 n1a PlATES GRIP MIJ20 1851148 Weight 184lb REACTIONS Qblsize) K=65571O-5-B, F=5779JD-5..8 Max HazK=84Qoad case 4) FORCES (Ib). Maximum CompresslonlMaximum Tension TOP CHORD A-8=OI711 , B-C=-42751O, C-D=-42121O, D-E=-5314JO, E-F=4892IO BOT CHORD A-K=-546I7. J-K=O'4064, hl=0/7457, H-1=Qf7457. G-H=OI7457, F-G=-719 WEBS B-K=-7025.'O, B-J=OI4538, C-J=-3711IO, C-H=OI3453, CG=-378&'0, D-G=00168, E-G=OI4295 NOTES 1) 2-pty fnJss to be connected together with 10d Common(.1.-a-x:r) Na~s as fdIaNs: Top chords connected as foIIoNs: 2 X 4 - 1 raN at 0.9-0 oc. Bottom chords connected as foIlo.vs: 2 X6. 2ro.vs at 0.7-0 oc. Webs connected as fellows: 2 X 4 - 1 raN at 0-9-0 oc. 2) All loads are considered equally applied to all piles, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This fnJss has been designed for the wind loads generated by 80 mph winds at 2S ft above ground level, using 8.0 pst top chord dead load and 7.0 pst bottom chord dead load, 100 mifrom hurricane ocean/ine, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ftwith exposure 8 ASCE 7.93 per UBC97/ANSI951f end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOl Inctease Is 1.33, and the ~ grip increase Is 1.33 5) Provide adequate drainage to prevent water ponding. 8} This truss has been designed for a 10.0 pst bottom chad live load nonconcurrent with any other live loads. 7} Girder carries lie-in span(s): J4.O..Ofrom 0-0-0 to 17.s.o 8) Use USP TH026 (With 16d na~s into Girder & NA90 nails into Truss) or equivalent spaced at 8-0-0 oc max. starting at Q..O-O from the left end to 17-4-4 to connect fnJss(es) 171 (1 ply 2 X4 HF) to front face of bottom chord. 9) Use USP MSH29 (With 10d nails Into Girder & 10d nans Into Truss) or equivalent spaced al4-0-0 oc max. starting at 3-4-4 rrom the left end to 13-4-4 to connect fnJss(es)?71(1 pty2X4HF) to front face of bottom chord. . 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Regular: lumber lncrease=1.1S, Plate 1ncrease=1.1S Uniform loads (pit) Vert A-8=-66,~, D-E=-66, A-F~F=-631) Job 5-10-10 5-1 Q.1 0 IT""""'" ROOF TRUSS 11-5-5 11f4 17-0-0 5-6-11 1J.Q.15 5-5-12 M_' , lUOI12 I~ I~ , [Great House Design 163950 Job Refen!l'la! l~.onal). t1.1UO 5 Aug 252004 MtTek Industries, InC. Weo NOv 2411;40:352004 Page 1 16395 F" The Truss Co., Eugene, OR 97402 ~ 22-5-12 5-5-12 22-~-11 0.0-15 28.1-6 5-6-11 34-0-0 5-10-10 Saio_1:57.3 Ib5MlQ1l~ 2olMl~11 ~ .~ ~-0-91 1.0-0 Q.2-12 . Plate 0IfSetS fX.Y'l: rA:0-3-1.O-1.a1. rB:o.2-o.D-1-81. ro:D-3-0.D-2-41.1F:D-3-0.0-2-41. rH:o-2.o,O-l-81. 0:0-3-1,0-1-81 9-1-6 7-1Q.l0 , , . , , :IoIlII2ll= WMI2lI= WMll2O= WIoIIQlI: ~-, 17-0-0 24-10-10 32-9-4 7-1Q.10 7-1Q.10 7-1Q.10 "" ij. "l' .._= ~_. 34'()'() 33~0 I Q.2-12 1.().() ~ WMIIZl= h2.1iJ.s- LOADING (psQ Ta.L 25.0 TCDL 8.0 ,SCll. 0.0 BCOL 7.0 SPACiNG 2.Q.O Plates Increase 1.15 Lurroerlncrease 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.56 Be 0.69 WB 0.78 (Simplified) DEFL Vert(LL) Vert(T1.) Ho<z(TL) in (lac) -0.15 M-O -0.27 M-O 0,05 J '.eO .... .... nt. u. :l6O 240 nt. PlATES GRIP MI\20 1851148 Weight: 176 Ib WMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF SbJdlSlD BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-5-11 oc purllns. Rigid ceiling di"ectIy applied or6-0-0oc bracing. 1 Rem at midpt E-M. B-P, H-J REACTIONS (lblsize) P=l36M)..5..8, J=l360i0-5-8 Max HorzP=-225(1oad case 3) Max UpliftP=..15O(1oad case 5), J=-15O(1oad case 5) FORCES (Ib). Maximum CompresslonlMaxlmum Tenslon TOP CHORD A-B=-22J308, B-C=-1247/220, C-O=-1247122O. F-G=-1247122O, G-H=-1247I22O, H.I=-22J308, O-E=-10391212, E-F=-1039J212 BOT CHORD A-P=-236166, D-P=-211/1012, N-O=<-14619OB, M.N=-14&'908,l-M=-63l908, K-L=-63I908, J-K=-5711012,1-J=-238166 WEBS 8-0=-113173,0-0=-1011251, D-M=-1181364, E-M=-355I'22, F.-M=-1181364, F-K=-1011251, H-K=-113173, B-P=-17991178. H-J=-17991178 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 mphwinds at 25 ftabove ground level, using 8.0 psftopchord dead load and 7.0 psfbottom chon:I dead 1oacI, 100 mI from hul'Ticane oceanfLne, on an OCClJpancy category I, condItion I enclosed building, at dimensions 45 ft by 24 ft with exposure B ASCE 7-93 perUBC97IANSI95If end verticals a'" .......::_.._... exist, they are exposed towlnd. If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip Increase is 1.33 3) Pra-llde adequate aalnage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chad live load nonconcurrent with any other live loads. 5) ProI/Ide mechanical connection (by others) atlruss to bearing ~capable ofwlthstanding 150 Ib uplift at joint P and 150 Ib uplift at;ointJ. LOAD CASEIS) Standard - ~:'5 F" TM Truss CO., eugene, OR !:J740;!: I~ I~ IT""'T"'" ROOF TRUSS -c 5-1 IJ.1 0 5-10-10 11-5-5 5-6-11 17-0-0 5-5-12 11f-4 0-0-15 ..""'. I ~ 1~~2 ;lIIlIMlrZD= ;1-O-Gtl""+ 1.IJ.0 0-2-12 J Plate otfseI:s rx.. Yl: rA:Q..3..1.O-1-81.1B:Q..2~.o-1-8J. ID:o-3-O.o-2...t1.1F:Q.3.0,o-Z-4] , 306_"" 17-0-0 8-1-5 . WIoIl2D= 8-1IJ.11 7-7-15 -- __u.____ 0EFl '0 (lac) "de" Vert(LL) .0.15 >K >ll99 Vert(TL) -0.21 >K >ll99 Ho<z(Tl) 0.02 H "'. LOADING (psI) Tell 25.0 TCDL 8.0 BeLl. 0.0 BCOL 7.0 SPACING 2-0-0 Plates IncteaSe 1.15 Lumber Increase 1. 15 Rep Stress Iocr YES Code UBC97/AN$I95 CSI TC 0.74 Be 0.65 we 0.68 (Simplified) LUMBER TOP CHORD 2X4HFNo.2 BOT CHORD 2X4HFNo.2 WEBS 2 X 4 HFSPF StuG'STD BRACING TOP CHORD BOT CHORD WEBS Sheathed or 5-8-7 oc purllns, except end vertk:als. Rigid ce~jng direcUy applied or 1()"o"() oc bracing, Except 64-0 oc bracing: A-L 1 Row at midpt 0-1, E-r, B-L. <Hi, F-H I Great House Design 163950 lJotlReferenr::elO~I) 6.100 sAug 25 2004 MTeklridustries, Inc. Wed Nov 2411:40:35 2004 Page 1 22-5-12 5-5-12 I 24-6-0 2-0-4 _~1:.q.. ..""'. 2lolW2011 , , WIoIl2D= ij ~_: 24-6-0 7-6-0 Ud 360 240 "'. PLATES GRIP Mll20 1S5/14S Weight 145lb REACTIONS (Itysize) L=102QlO.5-8, H=9291O-5-{) Max HorzL=321(load case 4) Max UpliftL:..1120oad case 5), H=-124(load case 4) FORCES (Ib). Maximum CompresslonIMaxlmum Tension TOP CHORD A-8=-221309, B-C=-7891172, C-D=-789J1n, F-G=-821128, G-H=-71/86, o.E=-481/150, E-F=-481/150 BOT CHORD A-t......23fJ67, K-L=-279/686, J-K=-2101540, 1-J=-2101540, H-I=-95/158 WEBS B-K=-153178, o.K=-107/279, 0.1=-125/83, E-l=-359/22, B-L=-13291127, F-I=-151166O, F.H=-831/181 NOTES 1) Unbalancect 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 chord dead load and 7.0 pst bottom chord dead load, 100 mi from hurricane oceanllne, on an ocaJpancy category I, condition I enclosed bufldlng, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals ex 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 Is 1.33 3) ProvIde adequate drainage to ~ent water pending. 4) ThIs truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connectlon (by others) of truss to bearing plate capable ofwlthstandlng 1121b uplift atJoint L ancl 124 Ib uplift at joint H. LOAD CASE(S) _ ::'5 j::p rne Truss CO., eugene, OR 97402 IT"", Type PIGGYBACK I: I~ IGreaIHOlJSeDesign 1539-50 1 . Job Rllferenc:!iCJ!ijonall. 6.100 s Aug 25 2004 iWTek Industries. Inc. Wed Nov 2411:40:38 2004 Page 1 :.. 5-5-13 5-5-13 10-11-9 5-5-13 ~04M1I2D= ....1:22., , 4 If , 5-5-13 5-5-13 Plate 0ffset'S'iX: YI: fB:lJ.O-4.EdCle1. rC:0-2...Q,0-1-61. rc:o-o-4.E~l 10-11-9 5-5-13 DEFL ~ (Ioe) "de' Ud PlATES GRIP Vert(U) 0.06 B-F >ll99 "'" MII20 1651148 Vert(Tl) .0.08 B-F >ll99 240 HolZ(T1.) 0.04 E nIa nIa LOADING (psf) TCLL 25.0 TCOL 8.0 BCU. 0.0 BCOL 7.0 SPACtNG 2.().(l PIat8s Increase 1.15 Lumber Increase 1.15 Rep Stress lncr YES Code UBC97/AN$195 CSI TC 0.46 BC 0.42 WB 0.13 (M_) Weight 321b LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF StudISTD BRACING TOP CHORD Sheathed or 6-Q.() oc ~r1ins. BOT CHORD Rigid ceDing dlrectty appled or 10-0-0 oc bracing. REACTIONS Oblslze) A=421f0.5.8, E=421/().5.8 Max HorzA=101(load case 4) Max UpliftA=-38(load case 5), E=-38(Ioad case 5) FORCES Ob). Maximum CompresslolVMaximum Tension TOP CHORD A-B=-233173, B-C=-505I82, C-O--5OS'82, D-E=-233128 BOT CHORD B-F::o-271344, D-F=-27/344 WEBS C-F~2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This lruss has been designed for the wind loads generated by 80 mph winds at 25ft above ground level, using 8.0 psftop chord dead load and 7.0 psfbottom Chord dea::lload. 100 mi from turicane oceanIine, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 fI: with exposure B ASCE 7.93 per UBC97/AN$I9S If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed 10 wind. The lumber DOl increase Is 1.33, and the plate grip Increase is 1.33 3) This tnJss has been designed for a 10.0 psfbotlom chord live load nonconcurrent with any other live loads. 4) BearIng atjolnt(s) A. E considers parallel to grain value using ANSIITP11 angle to grain formula. Bo~ding designer should verify capacity of bearing surface. 5) Provide mechanJcal connection (by others) oftnJss to bearing plate capable of withstanding 38lb uplift at joint A and 381b uplift at joint E. 6) SEE Mirek STANDARD PIGGYBACK lRUS$ CONNECTION DETAIL FOR CONNECTION TO BASE lRUSS LOAD CASE(S) _ ::" I:: The Truss CO., l;;ugene. Ot< 9i400! IT"""T"" ROOF TRUSS I~ I~ I Great House Design 163950 2 _ Jot.> Reference (OP..tional\ 6.100 s Aug 25 2004 M1Tek Industries, Inc. Wed Nov 2411:40:33 2004 Page 1 . 4-7-12 4-7-12 8-9-2 4-1-7 11-6-4 2-9-1 J2-10-~ 1-4-5 17-0-0 4-1-7 22-5-12 5-5-12 27-5-11 4-11-14 33-0-0 5-6-5 s.._\:su WYll2D~ ..-- ~r.al2lIl1 , Ii M ~ ~ ~"'f";3;.U. ~-D11 1-0-0 0-2-12 PlateOffSetS~: fB:D-2-4.o.1-81.15:o.2-12,Q..1-81. rG:Q..4..8,o.1-al. n:D-1..8,D-1-81. rJ:D-1-8.D-1-81.1L:D-2-4.o.1-81 . , ""'Mn2Il'" , , e.7101112!1= M__ , :bOIloIll2OlI ~~~~~~~c~~~~~~~~~~~~~~~~~~~~~~~ i JooII....I2O= 3wIMn21l= - Wlolll2O= ~Mll2IlI1 6-5-11 5-2-15 12-10-9 6-4-14 17-0-0 4-1-7 27-5-11 10-5-11 33-0-0 5-6-5 LOAllING (P'f) TCLL 25.0 TCDL 8.0 BeLL 0.0 BCDL 7.0 SPACING 2-0-(1 Plates Increase 1.15 Lumber Increase 1.15 RepSb'esslncr NO Cede UBC91IANSI95 CSI TC 0.28 Be 0.10 we 0.40 (Slm"ifiedl OEFL vert(Ll.) vert(l1.) Haz[Tl) in (\Ix) -0.02 Q -0.03 Q.R 0.01 L Vdefl >999 >999 n1a Lid 3llO 240 n1a PLATES GRIP MillO 1651148 Weight: 445lb LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 6 HF NO.2 WEBS 2 X 4 HFSPF StudISTD BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 ex: purtins. except end verticals. Rigid ceiling directly applied or 1Q-O-{) OC bracing, Except: 6-0-0 oc bracing: A-$. REACTIONS Oblslze) M=559518-11-o, L"'263I6-11-O, $=1022JG.5-.8, K=291f8.11..Q Max HorzS=234(load case 4) Max UpliftM=-577(1oad case 5), S=-102{load case 5) Max GravM=5595(Ioad case 1), L=275(Ioad case 7), S=1022(1oad case 1), K=309(Ioad case 7) FORCES (Ib) - Maxirrllm CompresslorVMaxlmum Tension TOP CHORD A-B=-191248, B-C=-908I155, c-D=-908I155, D-E::..732I160, G-H=-6OI55, H-I=-6Oi55, hJ::..1211O, J-K::..2711O, E.f=-4961134, F-G=-496i134 BOT CHORD A-S=-191/52, R-5=-2291724, Q-R::..1821658, P-Q=-1481565, Q-P=-1481565, N-0=-52J179, M-N::..521119, L-M::..16193, K-L=-719 WEBS B-R=-59154, D-R=-761155, 0-0=-265195, E..Q:::..148170, F-D=-358122, G-O=-1241646, 1-M::..99I65, I-L::..23OI10, B-S=-13381119, J-L=-9I94, E.Q::..113132O, G-N=-OI120, G-M=-945167 NOTES 1) 2-plytruss tobe~. ' ~~.. _ together with 10d Common(.1oWx31 NaBs as fOJows: Top chords ~...~y_"': as follows: 2X4 - 1 rr:NI at 0-9-0 oc. Bottom chords connected as follows: 2 X 6.2 rows at 0-9-0 oc. Webs connected as fona.vs: 2 X 4 - 1 raN at 0-9-0 oc. 2) All loads are considered equally appied to aD piles, except if noted as front (F) a'" back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) a (B), unless (iherwjse indicated. 3) Unbalanced roof live loads have been ~._.;"'+--~.~ fa" this design. . 4) This truss has been designed fa" 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 ml from hurricane oceanline, on an occupancycategay I, condition 1 enclosed buDding, of dimensions 45 ft by 24 ftwith exposure B ASCE 7-93 per UBC97/ANSI95If end verticals a'" 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 is 1.33 5) ProvIde adequate ltainage to prevent water pending. 6) This truss has been designed for a 10.0 pst Ixilcm chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577lb uplift at joint M and 1021b uplift at joint S. 8) Special hanger(s) a other connection devlce(s) shall be proYided sufficient to support concentrated load(s). The design/selection of such special connection devIce(s) is the ."^"......"...~wity of others. 9) Special hanger(s) a other connection devlce(s) shall be proYlded at 24-4-0 from the left end sufficient to connect lruss(es) A3 (1 ply 2 X4 HF) to front face of bottom chord. The designlselection of such special connection device(s) is the responsibility of others. LOAD CASE(SI Standard 1) Regular. lumber Increase=o1.15, Plate Increase=1.15 Uniform loads (p1f) Vert: A-E=-66, G-J=-66, A-K::..14, E-G=-66 c....~...._..._j loads (Ib) Vert: M=-4543(F) 16395 I:Am lhe Truss CO., Eugene, OR 97402 I TAm T,.. ROOF TRUSS I~ IP~ I Grnat House Design 163950 2. Jab Retllrence CQ(l.tionall. 6.100 sAug 252004 MiTek Industries, InC. Wed Nov 2411:40:362004 Page 1 Job .. 2-11-0 2-11-0 5-9-145-111-15 2-10-130-1-1 10-10-15 5-0-0 16-0-0 5-1-1 21-1-1 5-1-1 26-1-1 5-0-0 26-,11-2 29-1-0 0-1-12-10-13 32-0-0 2-11-0 Salt. \:!W I ..'IIU211= 4ol1loUl2O= , bII.lC12Oll W"I2O= JleWll3l= blltoUZOlI "m~~f 0 E , , , ~ -~~< " ,/' ~ '" -III - - ~ II . , Q , Q " " , ~ b11101112l111 3oII1011l2O= ""\11120= WIlII2O= WMtt20= bIIM112011 W\III2Il= WMlI2O= 3oIIMlI2O= 201 MIl20 II w_. 2-11-0 2-11-0 5-9-14 2-10-13 10-10-15 5-1.1 16-0-0 5-1-1 21-1-1 5-1-1 LOADING (psf) TCLL 25.0 TCOL 8.0 .BCLL 0.0 BCOL 7.0 SPACING 2-0-0 Plates Increase 1.15 L.umber Increase 1.15 RepSlress 1m NO Code UBC97/ANSI95 CSI TC 0.24 Be 0.17 we 0.31 (Simplified) OEFL Vert(LL) Vert(TL) Hcn(TL) in (Ioe) -0,05 P -0.07 P 0.02 K IIdefl >ll99 >ll99 oJ. 26-2-2 29-1-0 32-0-0 5-1-1 2-10-13 2-11-0 ----- LJd PlATES GRlP "'" MII20 165/148 240 oJ. Weight 374lb ~ Plate OffSetS IX. Yl: FA:0-1-8.0-1-81. FB:0-1-8.0-1-81. rC:()..3..12.o-2-o1.1H:()..3..12,0-2..o1. O:o-1-8.....1-81.IJ:0-1-8.0-1-81 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 8 HF No.2 WEBS 2 X 4 HFSPF StudISTD BRACING TOP CHORD Sheathed rx 6-0-0 OC pur1ins. except end verticals. BOT CHORD Rigid ceDing dJrectly applied or 10-0-0 oc bracing. REACTIONS Oblslze) U=1268/Mechanical. K=1268/Mechanical Max HorzU=134(load case 4) Max UpliftU=-14O(1oad case 5), K=-14O(1oad case 5) FORCES (Ib) - MaxImum Comp'essionIMaximum Tension TOP CHORD A-B=;-1287/154, B-C=-13811191. C-O=-16461236. D-E=-16461236, E..f'=-16461236. F-G=-16481236. G-H=-16461236, H-1=-1381/191,1-J=-1287/154. A-U=-12491133. J-K=-12491133 BOT CHORD T-U=-127/127, 5-T=-1941988, R-5=>-17811081, Q-R=-21811835, P..Q=-21811835, o.?=-21811835, N-0=-9311081, M-N=-9311081, L-M=-761988, K-L=-719 WEBS B- T=-294I16, B-5::-5312OO, C-S=-93171, G-R=-1231866, D-R=-335I21, F-R=-313162, F-P=-241173, F..Q=-313162, G-O---335121, H-Q:=-1231866, H-M=-93171, I-M::-53I2OO, l-L=-294I16, A- T=-9OI1043, J-L=-9OI1043 NOTES 1) 2-pty truss to be h..,C":'C':togetherwith 1OdCommon(.1~NaDs asfoUaNs: Topchorcta "..~._.~~.~~ as foIla.vs: 2X4 -1 rtPN at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 rr:1N at 0-9-0 oc. 2) AU loads are considered equally applied to all piles, except if noted as front (F) or back (8) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced rod live loads have been consOernd tor this design. 4) This truss has been designed tor the wind loads generated by 80 mph winds at 25 It above ground level, using 8.0 pst top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hunicane oceanllne, on an occupancy category I, condition I enclosed buUdlng, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantBevers 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 Is 1.33 5) Provide adequate drainage to prevent water pondlng. 6) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrent with any other live loads. 7) Refer to glrder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanc:llng 140 Ib uplill: at joint U and 140 Ib uplillatjoint K LOAD CASEIS) Standard 'Job 16395 . J:MS !Me lrus5 tAl., t:ugene, UH 97402 ITIUSSTW& ROOF TRUSS I~ I~Y I Great House DeSign 16395Q 1 . Job Rl!forl!nt;;e J~tionall 6.100 sAug 252004 MiTeK lndustrtes, Inc. Wed Nov 2411:40:37 2004 Page 1 . 5-9-14 5.9-14 ] 7-10.15 I 2-1-1 12-7-5 4-8-5 19-4-11 6-9-7 24-1-1 4-8-5 26-2-2 2+1 32-0-0 5-9-14 ~~1'54,1 2:ol1MlZl1I 2:olMIl2IlII . , ..~~. " ~" . ^ ZoIlo11l21ll1 :!I6M1l2O= . w....l2ll= " ~' ~><$MII2O'} "~ lD.OO['i'f ~ ~ ~ I b , . 0 , 0 ) :J>oI1oI112011 JleMlI20= 3>IIlMlt2O= :b5Mll2Il= 2>0110112011 :b:1DMll2ll= JIoolMl12011 5.9-14 5-9-14 12-7-5 6-9-7 19-4-11 6-9-7 26.2.2 6-9-7 32-0-0 5-9-14 :: F1are urTselS rx. 'it lA:Q..1-O.D-1.12l !B:Q..4..12.()'2-01.IL:~15.0-2-01.L1M:Q..1-O.o-1.121.1R:0-2-8.()"1-81. TS:0-2-8.0-1-81 LOADING (psf) Teu 25.0 TCOL 8.0 BCLL 0.0 BCOL 7.0 SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1.15 Rap Stress Iocr YES COOe UBC97fANSI95 CSI TC 0.73 Be 0.46 we 0.62 (Matrix) DEFL Vert(LL) Vert(TL) Horz(Tl) in (IOC) 0.12 P-R -0.21 P.R 0.06 N Ifdefl >009 >999 nla Lid J60 240 nla PLATES GRIP MillO 1851148 Weight 158 Ib LUMBER TOP CHORD 2X4HFNo.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF SbJdISTD OTHERS 2 X 4 HFSPF StudISTD BRAClNG TOP CHORD BOT CHORD WEBS Sheathed or 3-5-9 oc purlins. except end verticals. Rigid cening direcUy applied or 10-0.0 oc bracing. 1 Row at midpt H-R, H-O REACTIONS (Itvsize) T=12731Mechanical, N=1273/Mechanical Max HorzT=181(load case 4) Max UpliftT=--14O(load case 5), N=--14OQoacl case 5) FORCES (Ib). Maximum CompressionlMaximum Tension TOP CHORD A-B=-1521/204, B-C=.T7f7, c.E:..3IO, B-Q=--17821296, D-F=--17901297, F-G=-17901297, G-H=-17901297, H-I=--11091222, 1-l=--11091222, J-K=-3IO, K-L=--7618, L-M=-15191202, A-T=--12301127, M-N=--1229/127 BOT CHORD S-T=--2151212, R-S=-21211094, Q-R=--18411785, P..Q=--18411785, 0-P=-18411785, N-O=-4OI1n WEBS B-S=-85I110, B-R=--1651974, F-R=-486I33, H-R=-69I75, H-P--321233, H-Q=..945I160, L-O=-1171536, C-D=--1517, I-K=--21/10,A-S=-9OI951, M-O=-88I932 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 oceanllne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 II with exposure B ASCE 7-93 per UBC97/ANSl95 If end verticals or _..~... ....# exist, they are exposed to wind. If porches exist, they are exposed to wind. 1he lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water poodlng. 4) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrent with any other live loads. 5) Refer to girder{s) for truss to truss connections. 6) Provide mechanical connectioo (by others) of truss to bearing plate capable of withstanding 140 Ib uplift at joint T and 140 Ib uplift at joint N. 7) Design assumes 4)(2 (nat orientation) pur1ins at oc spacing indicated, fastened to truss TCw/2-1Od na~s. LOAD CASEIS) Standard 16395 J:MS ITMS Type ROOF TRUSS I~ I~ JGreaI House Design 163950 1 Job Rafarenca !oplional~ 6.100 sAug 25 2004 MlTak Industries, IIlc. Wed Nov 2411:40:372004 Page 1 Joo The Truss CO., eugene, UR 97402 . 4-4-15 4-4.15 8-6-0 4.1.1 12-7-1 4-1-1 17-0-0 4-4-15 ."M1I2O= _.l,:Il~ qA ,'7'. J '...., v . )Io!IMDir:i;;f-l~r ; 1-0-O~ro~ 1-0-0 0-2-12 . _P\ateOlfsetsfX.~:~1.o.~:()"2-8.o.1-8llD:o.2-8.o.1-81.rr::0-3-1.()"1-81 , ~ wr= 15-9-4 7-3-4 "0 1'-j F. ~H~= ~ ~ 0-2-12 1.0-0 '" 8-6-0 7-3-4 , WMIC!D= . LOADING (psf) Ta..L 25.0 TCOl 8.0 BClL 0.0 BCOl 7.0 LUMBal TOP CHORD 2 X 4 HF No.2 BOTCHORD 2X4HFNo.2 WEBS 2 X 4 HFSPF StudISTD SPACtNG 2..o.tl Plates Increase 1.15 lumberlncrease 1.15 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 0.31 Be 0.53 we 0.43 (Simplified) IleFl. Vert(LL) Vert(T1.) Horz(Tl) in (loc) -0.10 G-l ~.17 Got 0.01 F "de' >999 >999 n1a Ud 360 240 n1a PlATES GRIP MillO 1651148 Weight nib BRACING TOP CHORD Sheathed ex 6-Q.O oc p,Jrllns. BOT CHORD Rigid ceiirg directly a~led ex 6-0-0 oc bracing. REACTIONS (lblme) l=68lJIO.5..a, F=68OIO-5-8 Max Horzl=-l66(1oad case 3) Max UpliftF..75(1oad case 5), F=-75(1oac1 case 5) FORCES (Ib) - Mmdmum Comprossior\lMaximum Tension TOP CHORD A.B=-181231, B-C=-391191, C-D=-391191, D-E=-181231 BOT CHORD A-I=-176150, H-I=-921369, G-H=-921369, F-G=OI369, E.F=-1761SO WEBS B.Q:3.110166, C-G=-99I246, D-G=-110166, ~1=-826173, D-F=-826173 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for lhewind loads generated by 80 mph winds at 25 ftabove ground level, using 8.0 psftop chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanllne, on an occupancy category I, condition I enclosed bumding, of dimensions 45 ft by 24 ft with exposure B ASCE 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 is 1.33 3) This truss has been deslgned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing pate capable ofwithstanding 751b uplift at joint I and 751b uplift at joint F. LOAD CASE(S) S1andanl ~:95 I:~ The Truss CO., Eugene, OR 97402 IT""'T"'" ROOF TRUSS I~ IRy 1 I Great House DeSign 153950 _ Job Refemnce ~Il. 5.100$ Aug 252004 Milek lnduslJ'ies,1nc. Wed Nov24 11:40:372004 Page 1 4-4-15 4-4-15 Il-6-O 4-1-1 16-0.0 7-6-0 ...Mll2O= _-1,.( ~. (^ JI ./ I V . ~-.a;"i~~- ; 1-O-O~l""" 1-0-0 0-2-12 Plata Offsets (X.V): rA:0.3-1....O"1-81.1B:O"2..s.o-1-81. ro:o-1-8.().1..:."~.IF:Q..2-8.o..1-81 , t " :!!1---- . 1: u 8-6-0 7-3-4 , ~~Mll2O= 16-0-0 7-6-0 ~ 2loI1q2011 LOADING (psf) Tell 25.0 TCOL 8.0 Bell 0.0 BCOL 7.0 SPACING 2.0.0 Plates Increase 1.15 Lumberlncrease 1.15 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 0.81 BC 0.53 we 0.43 (SJrn"med) llER. Vert(LL) Vett(T1.) Haz(Tl) in (toe) -0.10 F-G -0.17 F.G 0.00 E 'deft >999 >999 oJ. Ud 3eO 240 oJ. PlATES GRlP MII20 1651148 Weight72lb WMIlER TOP CHORD 2 X.. HF NO.2 .Excepl* T22X4HF 1650F 1.SE BOT CHORD 2 X.. HF No.2 WEBS 2 X" HFSPF SbJciISTD BRACING TOP CHORD Sheathed rx 6-0-0 DC pur1lns. except end verticals. BOT CHORD Rigid ceiling directly applied r:x 6-0-0 oc bracing. REACTIONS (Iblslze) E=587/Mechanical, G=681fO.5-8 Max HorzG=178(1Oad case 4) Max UpliftE=-65(load case 5), G=-75(load case 5) FORCES Ob). Maximum CompressionlMaxlmum Tension TOP CHORD A.B=-181231, B-C=-392I91, c-D::-J92/57. o.E::o..S36I41 BOT CHORD A-G=-1761SO, F-G=-1031370, E-F~10 WEBS ~=-110166, c-F=-?2f222, B-G=-828173, D-F:::-46I304 NOTES 1) Unbalanced rooIlive loads have been considered for !his design. 2) This truss has been designed for the wind Ioad5 generated by 80 mphwinds at 25 ft above ground level, using 8.0 psftop chO'd dead load and 7.0 psfbottom chord dead load, 100 mI from hurricaneoceanllne, on an occupancy categay I, condition I enclosed building, ofdimensioos 45 ft by 24 ftwith exposure B ASCE 7..a3 pel' UBC97/ANSI95 If end verticals a cantievers exist, they are exposed to wind. If paches 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstandlng 65 Ib uplift at joint E and 751b uplift at joint G. LOAD CASE(S) Standard ::'5 I::" The Truss Co_. Eugene, OR 9i402 IT,"" Type ROOF TRUSS I~ I~ I Great House Design '53950 1. JQb Referen~llonal\ 6.100 5 Aug 25 2004 M1Tek Inclusl:ies, Inc. Wed Nov 24 11 :40:37 2004 Page 1 3-6-7 3-6-7 6-9-14 3-3-7 6-11j-15 0-1-1 10.1-1 3-2.2 10-?-2 0-1-1 13-5-9 3-3-7 1 7-0-0 3-6-7 s.:..t31.. 4>er.at2ll: UlIlDlZI~ .' oS { 4~MII20= !.2:5J 1'= w"". 1-0-0 I : 1-0-0 0-2-12 Plate Offsets {X.Y'l: 1B:~2-12.Q..1-81. rC:D-3-4.O-2..ol. [O:Q..O..14,0-2-01. lE:o-Z-12,D-1-8] , 3lI4M1131= ~ . , " ~ 17 ~O-OI3l: ..lolllZl= 3leMll2ll= 10-2-2 15-9-4 1~ 34-5 5-7-2 0-2-12 1-0-0 .---- CEFL '" (Ioc) '''"' lid PLATES GRIP Vert(LL) -0.03 J >9ll9 360 MlI20 1651148 Vert(Tl) -0.05 J.j( >9ll9 240 HO<Z(1l.) 0.02 G ",. ",. 6-9-14 5-7-2 LOADiNG (psf) TCLL 25.0 TCDl 8.0 BeLL 0.0 BCDL 7.0 SPAONG 2.().(1 P\ates Increase 1.15 Lumber Increase 1.15 RopStresslncr NO Code UBC97/ANSI9S 051 TC 0.59 Be 0.36 we 0.55 (Simplified) Weight: 93lb lUMBeR TOP CHORD 2 X 4 HF No.2 BOTCHORD 2X6HFNo.2 WEBS 2 X 4 HFSPF StudlSTO BRACING TOP CHORD Sheathed or 4-7-1 oc ~rilns. BOT CHORD Rigid ce~ing directly applied or 6-0-0 ex: bracing. REACTIONS VtJIslze) K=1342J0..5-8, G=1359t'0-5-8 Max Ha-zK=-127(\Oad case 3) Max UpliflK=-84(Ioad case 5). G=-89(Ioad case 5) FORCES (lb) - Maxlroom CompressionlMaxil1lJm Tension TOP CHORD A-B=-2/201, B-C=-1281/187, C.L=-1002l173, D-l=-10021173, D-E=-1301/192, E-F=-2/201 BOT CHORD A-K=-15513O. J-K=-1611891, J-M=-14211013, 1-M=-14211013, H-I=-14211013, G-H=-77!905, F-G=-15513O WEBS B-J=-64I221, C.J=-5I249, C-H=-78158, Q.H=OI268, E-H--59I186, 8-K=-16221160, E-G=-16441166 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 chord dead load and 7.0 pst bottom chad dead load, 100 ml from humcane oceanUne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ftwith exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals 0( cantilevers exisl, 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 is 1.33 3) ProvIde adequate drainage to prevent water pondIng. 4) This truss has been designed for a 10.0 psf bottom chord live load nooc:onc:urrent with any other live loads. 5) Provide mechanical......H'....y....' (by others) of truss to bearing plate capable ofwithstanding 84lb uplift at Joint K and 891b uplift at joint G. 6) Girder carries hip end with 6-1()"1 end setback. 7) Special hanger(s) or other connection device(s) shan be provided sufficient to support concentrated load(s) 402Ib down and 110lb up at 10-4-13, and 402Ib down and 110lb up at 6-1()"1 on top chord. The design/selection of such special connection device(s) is the responsibmtyof others. 8) In the LOAD CASE{S) section,loads applied to the face of the In.Jss are noted as front (F) 0( back (B). LOAD CASE(S) Standard 1) Regula: Lumber 1nc:rease=1.15, Plate 1ncrease=1.15 Uniform Loads (plf) Vert: A-C=-86, G-O=-141, o.F:::.66, A-F::o.JO(F=-16) Concentrated Loads (Ib) Vert: C=-402 0=-402 JOb 16395 I:M> The Truss Co., Eugene, OR 97402 ITNSSrype ROOF TRUSS I:" IRy 1 I Great House Design 163950 .JobReference~l\ 6.100sAug 252004 MTek lndustries,lnc. Wed N0\I24 11:40:38 2004 Page , 5.9-14 5-9-14 9-10-15 4-1-1 12-7-5 2-8-5 19-4-11 6.9-7 22-1-1 2-8-5 26-2-2 4-1-1 32-0-0 5-9-14 _aUIU 1>oIt.dI2ll11 , b4l.11l21ll1 , 1000fif 2IolMll2D1I JdMll2ll= , Mt.dI2ll= , r:- III j , ~ :iIII1lIUllI1t W 3101....1211= . M....l2II= JlO5Io1l12O= , Zlo4MlI2OII _"'1211= WIMI3lII 5-9-14 5-9-14 12-7-5 6-9-7 19-4-11 6-9-7 26-2.2 6-9-7 32-0-0 5-9-14 . Bate ~_~J~o-2..Q~o-1-81. fB:0-1-12,0-2-01. [P:()..().15 0-2-01. rQ:o-2~.o-l-81. rs:o-l..r.o-l~I.IW:Q..1-12.Q..1-81 LOADING (pst) TCLL 25.0 TeDl 8.0 BCI..1. 0,0 BCOL 7.0 LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF StudISTD OTHERS 2 X 4 HFSPF StudlSTO SPACING 2..Q.O Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/AN$195 CSI TC 0.77 Be 0.46 we 0.61 1"-1 DEFL Vert(LL) Vert(TL) Hcn(1l1 in (Joe) 0.12 T-V -0.21 T-V 0.06 R "de' >999 >999 oJ. IJd 360 240 oJ. PLATES GRIP Ml120 185/'148 Weight 1711b BRACING TOP CHORD Sheathed 173-7-0 oc punins, except end verticals. Except: 1 RaNatmidpt B-F BOT CHORD Rigid ceiling directly appied or 1Q.O.O OC bracing. WEBS 1 RCPN at midpt J-V, J-5 REACTIONS (Iblslze) X"'2731Mechanlcal, R=1273/MechanlcaJ Max HorzX=-22O(Ioad case 3) Max UpliftX=-14O(1oad case 5), R=-14O(1oad case 5) FORCES Ob). Maximum CompressionlMaxilTlJm Tension TOP CHORD A-B=-15191205, B-C=-11818, C-E=-41I64, E-G.::>-3IO, B-0=-17871347, D-F=-17911349, F-H=-17911349, H-I=-17911349, hJ=-17911349, J-K=-110512S8, K-N=-1105l258, N-P=-11051258, L-M=-3IO, M-O=-39I5O, O-P=-9618, P-Q=-1517/203, A-X=-12301127, Q-R=-1229J127 BOT CHORD W-X=-247I239, V-W=-23OI1089, U-V=-16511786, T-U=-16511786, S-T=-16511786, R-S=-34Il80 WEBS B-W=-82/112, B-V=-1631956, H-V=-496I53, J-V=-1181130, J-T:..32I233, J-S=-926I157, P..$=-l221544, E-F=-117131, C-O=-17166, K-M=-95I27, N-O=-28111 , A-W=-fIJ/OO3, Q..S=-5QI92O NOTES 1) Unbalanced roof live loads have been considered fer this design. 2) This truss has been designed fer thewlnd toads generated by 80 mphwlnds at 25 II above ground level, using 8.0 psftop chord dead load and 7.0 psfbottom chord dead load, 100 mI from hurricane oceanIine, on an occupancy categay I, condition I enclosed bu~ding, of dimensions 4511 by 24 II with exposure B ASCE 7-93 per UBC97/ANSI95If end verticats <rcantilevers exist, they are exposed to wind. If paches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to ~ent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical COMection (by others) of truss to bearing pale capable of withstanding 140 Ib upill at joint X and 140 Ib upill at joint R 7) Design assumes 4x2 (flat ..:'-"....:....J purlins at DC spacing Indicated, fastened to truss TCwf 2-1Od na~s. LOAD CASE{S) Standard :.. I:~ The TflJ5S Co., Eugene. OR 97402 IT""'T"" CALHIP I~ IRy I Great House Design 153950 1. JobRefert1~ona!l _ 6.100 5 Aug 252004 ~nek ~dusbies, Inc. Wed Nov 2411:40:38 2004 Page 1 4-5-3 4-5-3 8-9-14 4-4-10 8.10.15 0-1-1 14-3-5 5-4-6 19-8-11 5-5-7 25-1-1 5-4-6 28-9-0 25,2-2 (, I s.:..bU.' 0-1-1 ....wme-14 UlYII2O~ : ~ 3oIt1.ctZll= , :to5Y112O= , JMMII2Il= , ~~_. -~ , , . , . ! ! ~ ~ ~ LOADING (psi) TeLL 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 UBC97fANS195 CSI TC 0.34 Be 0.45 we 0.64 (Matm) , , MMII2Il= 3lI411G12O::: 17-0-0 8-2-2 DEFL In (100) Vdefl LId Vert(LL) 0.15 A-M >999 360 Vort(Tl.) -0.24 A-M >999 240 Haz(l1.) 0,04 I nta nta , obllMll2ll= 8 ~ ~_. . WIolll2O= Zl4M1121lII 8-9-14 8-9-14 . Plate~!S-.1&yt...~~....~L.l9:0-0..10o-1.121. rG:o-o..1o,o-"'21.1H~1~.~1.1Zl 25-2-2 8-2-2 I 26-9-0 : 1-6-14 PLATES GRIP MlI20 165/148 Weight: 1421b LUMBER TOP CHORD 2 X 4 HF NO.2 BOTCHORD 2X4HFNo.2 WEBS 2 X 4 HFSPF StudISTD BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-8-0 oc purtins, except end verticals. Rigid ceRing directly applied or 10.0-0 DC bracing. 1 Row at mldpt D-M,F.J,H--I REACTIONS (lblsIze) A=llJ551O...5.a,I=105510-5-8 Max HOl'ZA=241(load case 4) Max UpliftA::-116(load case 5),1=-121(load case 4) FORCES (Ib) - MaxlmJm Com~m Tension TOP CHORD A-B=-13981167, B-C=-12051199, CO=-8731172, D-E=-8921173, E-F=-892/173, F-G=-216198, G-H=-247/143, H-l=-1059/170 BOT CHORD A-M=-281/1002, L-M=-2111979, K-L=-2111979, J-K=-1631761, 1-.1=-48163 WEBS B-M=-181169, c-M=-941385, D-M=-270182. D-K=-248148, F-K:..S9I371, F.J=-908I135, G..J=-141/53, H-J=-1621952 NOTES 1) Unbalanced roof live loads have been w....;.____ for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above lJUUnd level, using 8.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mI from hurricane oceanlfne, on an occupancy category I, condition I enclosed bu~ding, of dimensions 45 It by 24 II: with exposure B ASCE 7.93 per UBC97/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If port:heS exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase Is 1.33 3) Provide adequate drainage to prevent water pondlng. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wlth any <Xher live loads. 5) Provide mechanical.......w.............., (by others) of truss to bearing plate capable ofwilhstanding 1181b uplift at joint A ancl 1211b uplift. at joint l. LOAD CASElS) Standard 16395 l~nM ITnMT",. CALHIP I:" I~ 1 Great House Design 163950 1 Job Referenca Jl:!P-tionall 6.100 sAug 2!)2004 M1Tek InOUSUies,1nc. Wed Nov 2411:40:3a 2004 Page 1 Job The Truss CO.. Eugene, OR 97402 5-5-3 5-5-3 10-9-14 5-4-10 1O-1p-15 0-1-1 17.0-0 6-1-1 23-1-1 6-1-1 2~.2 0-1-1 26-9-0 3-6-14 _114"-' ..e....I2Cl= ..1420= ~ bIIYQ111 o o ., ". . l ~ '" o JlllIoIII2Il= , , :b5lo11l4ll= 3;08_"" " JIIIr.mzI= ~ , bllYU:l11 blllII2GlJ SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 0.40 Be 0.39 we 0.46 (Ma1ri><) 17.0-0 23-2-2 6-2-2 6-2-2 DEFL In Qoc) "de' Ud Vert(LL) 0.06 I.K >999 360 VM1(TL) -0.09 "K >999 240 Hcn(1l) 0.03 G nt. nt. 26-9-0 3-6-14 5-5-3 5-5-3 10-9-14 5-4-10 !:'ate onsets (~): rA:Q.O-J.EdQel.lB:()'1-a.~1.a1. rC:()'1-12.()'2-41.It::o-l-12.Q-2-01. [F:()'1-1~()'1.al LOADING (pst) TCLL 25.0 TCOL 8.0 Ba.L 0.0 BCOL 7.0 PlATES GRIP MUZO 1651148 Weight: 151 Ib WMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF StudISTO BRACING TOP CHORD BOT CHORD Sheathed or 4--5-15 ex: purtins, except end verticals. Rigid ceDIng dltectly applied or 10-0-0 oc txaclng, Except: 6.Q..(Ioc bracing: G-H. 1 RON at midJi. C-I, 0-1, E-H, F-G WEBS REACTIONS (lbIslze) A=105510-5-8, G=1CJ551O-5..8 Max HorzA=2800oad case 4) Max UplIftA=..116(1oad case 5). G=-116(load case 5) FORCES Ob) - Maximum C-"............._~Maximum Tension TOP CHORD A-B=<-14421184, B-C=-110112OO. C-D=-75411n, O-E:..75411n, E-F"'-5191158, F-G=-10351128 BOT CHORD A-l.:..299I1005, K-L:..299I1005. J-K=-2191776, hJ:..2191776, H-I:..1051376. G-H=-45I82 WEBS B..L=-33I193, B..K=-301/105, C-K:..921315, C-1=-101l107. 0-1=-441135, E-1=-1351685, E-H=-601198. F-H=-1251765 NOTES 1) Unbalanced roof live loads have been ___...:_~.~:' for this design. 2) This truss has been designed for the wind loads ...__~..,'~.: by 80 mptl winds at 25 fI: above ground level. using 8.0 psftopchcnl dead load and 7.0 psfbollom ChOrd dead load, 100 mi from hurricane oceanllne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilavers 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 Is 1.33 3) Provide adequate drainage to prevent water pondlng. 4) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connectlon (by others) of truss to bearing plate capable ofwilhstanding 1161b uplift atjcint A and 116 Ib uplift at joint G. lOAD CASE(S) Standard ~:95 J:~ Tne Truss CO., Eugene, OR 97402 I'''''''"''' CALHIP I~ I~ I Great House Design 163950 1 Job Reference lQQ....tlonan. 6.100 5 Aug 25 2004 M1Tek Industries, Inc. Wed Nov24 11:40:392004 Page 1 6-5-3 6.5.3 12-9-14 12-10-15 17-0-0 21-1-1 2h~-2 26-9-0 6-4-10 0-1-1 4-1-1 4-1-1 0-1-1 5+14 .>6~~ aa..l:52..I ....sMll2O~ :too4M1l>>= "-1 . ~ ., .' . . I~ ..loII2O= WMIl2Il= , 305ll11Z1= , WIIImIl= , :t.51C2D= ~MlI2ll11 6-5-3 6-5-3 12-9-14 6-4-10 21-2-2 8-4-5 26-9-0 5+14 Plate Offsets ()tV): rA:Q.0-3,EdQel. [B:()"1-8.0-1-81.1D:Q.O..12.0-2~1.IF:Q.O..14.o..2..o1.'_1H:0-1..o,0-1.'21 LOADtNG (pst) TClL 25.0 TCDL 8.0 8CLl 0.0 BCDl 7.0 LUMBER TOPCHORO 2X4HFNo.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF StudlSTD SPACING 2-0-0 P\ates Increase 1.15 Lumberlncrease 1.15 RepStresslncr YES Code UBC97/ANSI95 CSI TC 0.61 Be 0.48 we 0.54 (Ma1rlx) DEFL Vert(LL) Vert(TL) Horz(11.) ~ (Joe) 0.13 K.M -0.20 K-M 0.03 I "de' >999 >999 nI. Ud 360 240 nI. PlATES GRIP MII20 165/148 Weight 152lb BRACING TOP CHORD BOT CHORD WEBS Sheathed CK 4-4-4 oc pur1ins, except end verticals. Rigid ceDing directly applied rx lQ..O.(1 oc bracing. 1 Row at midpl. &M, E-M, E-t(, F-K, H-I REACTIONS (Iblslze) A=l055/0-5.8, 1=10551()...5...a Max HorzA=319(load case 4) Max UpliftA=-116(load case 5), 1=-116(1oad case 5) FORCES Qb). Maximum ComptlSSiorYMaxlmum Tension TOP CHORD A.B=-14201187, B-C=-10121148, c-D=-8741205, o.E=-6761164, E-F=-448I159, F-G=-670/179, G-H=-683I126, H-1=-1022f116 BOT CHORD A-N=-304I979, ~=-3041979, L-M=-1681811, K-l=-1681611, J-K=-41/58, 1-J=-41158 WEBS B-N=-39122O, B-M=-406I128, D-M~, E-M=-1061195, E-K=-4961126, F-K=-761153, H-K=-1201653 NOTES 1) Unbalanced roof IIYe loads have been considered for It1is design. 2) TIlls truss has been designed for the wind loads generated by 80 mphwlnds at 25 ft above ground level, using 8.0 psf top chord dead load and 7.0 pst bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ftwlth exposure B ASCE 7-93 per UBC97/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If pon:hes exist, they are exposed to wind. TIle lumber DOL Increase Is 1.33, and the plate grip increase Is 1.33 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pst bottom chord live load nonc:onc:t.lI1'nt with any other live loads. 5) Provide mechanical connection (by cXhenI) of truss to bearing plate capable of withstanding 1161b uplift at joint A and 116 Ib uplift at joint I. LOAD CASE(S) Standard ~:95 J:7' . The Truss CO.. Eugene. OR 97402 IT"""TYPe CALHIP I~ I~ , J Great House Design 163950 Job Reference (oolionall. 6.100sAug 25;.W04 MiTek IOOustJies,lnc. Wed Nov 2411:40:39 2004 Page 1 7-5-3 7-5-3 14-9-14 14-1P-15 19-1-1 1~~-2 26-9-0 7-4-10 0-1-1 4-2-2 0-1-1 7-6-14 ~.._~ __I:SZ.! 505Mn21l~ , ~ " ~ " '. ~ ~ , , 3l5M1l2G= WMlI2O= MMlI2O= :llIlMll2OI1 JIIlMllZl;; 19-2-2 26-9-0 4-4-5 7-6-14 DEFL " Ooc) ,de, u. PlATES GRIP Vert(ll.) 0.13 A.M .... 380 M'I2O 1S51148 Vert(Tl) -0.18 A.... >999 240 Holz(Tt) 0.03 H ",. ",. ~MII2O= 7.5-3 7-5-3 14-9-14 7-4-10 Plate 0ffsatS (K Y\: IA:o.o-l1J).()"21. rB:o..l..a.D-l-8l. ID:D-5-0.o...1-81. fE:O-O-14.D-2-81. rG:0-3-4.o-1~1 LOADING (pst) TelL 25.0 TCOL 8.0 Ba.L 0.0 aCOl 7.0 SPACING 240 Plates Increase 1.15 l.1Jmber Increase 1.15 Rep Stress Incr YES Code UBC91IANSI95 CSl TC 0.91 Be 0.53 we 0.39 1""""1 Weight 150 lb LUMBel TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF StuG'SlD -Except" W62X4HFStud BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-1-6 OC purllns. except end verticals. Rigid ceHlng directly applied or 10-0.0 OC bracing. 1 Row at midpt B-l,E-J,G-H 2 RCM'Sat 113pts D-J REACTIONS (Iblsize) A=105510-5-8, H=10551O-5-8 Max HorzA=357Qoad case 4) Max UpliftA=-116(load case 5), H=-116(1aad case 5) FORCES Ob). Maximum CompresslorVMaximum Tenslon TOP CHORD A-B=-14011190, B-C=-9151142, C-O....7441208, D-E=-481/180, E-F=-6261194, F-G=-n4l128, G-H=-996I105 BOT CHORD A-M=-301/954, L-M=-301/954, K-L=-1861580, J-K=-1861580, 1-J=-37/SO, H.I=-37/SO WEBS ~=-491286, B-L=-4901151, D-l....1191384. D-J=-3921166. E-J=-1451154, G..J=-1191567 NOTES 1) Unbalanced roofllve 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 lOp chord dead load and 7.0 pst bottom chord dead load. 100 ml from hunicane oceanline, on an occupancy category I, condition I enclosed bu~ding, of dimensions 45 ft by 24 ftwith exposure B ASCE 7.93 per UBC97/ANS195If end verticals or cantilevers exist. they are exposed to wind. If porches exist, they are exposed to wind. The lufTtler OOL increase Is 1.33, and the plate grip Increase is 1.33 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psfbottom chord live IoacI nonconcurrent with any other' live loads. 5) Provide mechanical connection (by others) oftnJss to bearing plate capable of withstanding 1161b uplift at joint Aand 1161b uplift at joint H. LOAD CASE(S) Standard :95 I::'" The Truss Co.. Eugene, OR 97402 ITNSS Type ROOF TRUSS I~ I~ J~I House Design 163950 1 Job Reference Jqplionall 6.100 sAug 25 2004 MlTek Inclustries,lnc. Wed Nov 2411:40:39 2004 Page 1 5-10-10 5-10-10 11-5-5 5-6-11 11,6-4 0-0-15 17-0-0 5-5-12 22-5-12 5.5.12 221-11 0-0-15 26-9-0 4-2-5 WMll2ll~ __1;50.. WMll2ll~ , z"Uolll2011 . lUXlfiT 3 ! ~ i " 1-f?l2 :J:6r.a1Z1= :1.~19 1-0-0 0-2-12 P1ateOffsetsfX.Y1: rA:~1.o-1~1.~.o.l-al.ro:Q.3.0.o-2-41.[F:D-3-0.0-2-411H:o.l...lW-1-a1 " " , WMII2O= , 3dMII2D= 24-10-10 7-10-10 ~ :lloIMII2O= WMll2Il= 17-0-0 7.10-10 , lIIlMllZl= :z.tMll2llI1 26-9-0 1-10-6 9-1-6 7.10.10 LOADING (pst) TCLl. 25.0 TCDL 8.0 Ba.L 0.0 BCDl 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress lnet' YES Code UBC97/ANSl95 CSI Te 0.55 BC 0.66 we 0.63 (SUnpffiedJ OEFL Vert(LL) Vert(TL) H<n(ll) in (lac) -0.14 N-O -0.25 L-N 0.02 I ".. >999 >999 oJ. Ud 360 240 oJ. PLATES GRIP MII20 1851148 Weight 156lb LUMBER TOP CHORD 2X4HFNo.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF StucilSTD BRACING TOP CHORD BOT CHORD WEBS Sheathed or 5-3-12 oc purlins, except end verticals. RIgid ceiling directly applied or 10..0.0 oc bracing, Except 6-0-0 oc bracing: A-O. 1 Row at milpt D-l. E-L. F.J, a.o, H-I REACTIONS Qblslze) 0=110910-5-8,1=10191O-s.a Max Harz ...~..:.i':',:_..J case 4) Max UpliftQ=..l22(load case 5), 1=-112(1oad case 5) FORCES (Ib) -MaxirTlJmCom~mTension TOP CHORD A-8=-22I3OB, B-C=-904I183, C-O--904I183, F-G=-.255I132. ~=-255i132. ~=-62811B7, E-F=-62811B7, H-F-10071108 BOT CHORD A-O=-23&'6B, N-O=-2721771 , M-N=-205i638,L-M=-205I638, K-l=-107/354,J-K=-107/354, 1-.1=46163 WEBS B-N=-141f75, D-N....1021271, D-L=-1031102, E-L=-358I22, F-L=-134J578, F-J=-65911l?6, 8-0=-1451/140, H-J=-1301734 NOTES 1) UnbaIanc8d roof live loads have been considered fa' this design. 2) This truss has been designed fa'thewind loads ..~._.........: by 80 mph winds at 25 ft above ground revel, using 8.0 psftop cha1:I dead load and 7.0 psfboUom chord dead load, 100 mi from hunicane oceanIlne, on an occupancy category I, conditlon I enclosed buUding, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals (X cantilevers exist, they are exposed 10 wind. If pord1e3 exist, they are exposed 10 wind. The luntler DOl Increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage 10 prevent water ponding. 4) This truss has been designed fa" a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) Pfovije mechanical ~~____~~~ _ (by others) 01 truss to bearing pale capable of withstanding 122lb uplift at joint 0 and 1121b uplift at joint I. LOAD CASE(S) Standard ~:95 I:: 1he TI\JS5 co., Eugene, OR 97402 IT",,"ype ROOF TRUSS I:" I~ j Great House Design 163950 3 JnbRafRrnnce{CJ!:l'tionall tl.100SAug 252004 MlTek Industries, nc. Wed NCN 2411:40:34 2004 Page 1 4-7-12 4-7-12 8-9-2 4-1-7 11-6-4 2-9-1 J2-10-~ 1-4-6 17-0-0 4-1-7 22-5-12 5-5-12 25-0-0 2-6-4 33-0-0 6-0-0 _el:5&.C "MIl3l~ "MIl2D~ 2loI""~11 . ~ ....~ Y~'2'12 Mlolll2O~ :1-0-91 1-0-0 0-2-12 Plate ~ts (X. Y): rA:()..4..().Ed!l81 re:O-2-8.O-Z..Ql. rE:D-Z-12.o-1-81. [G:O-4-a 0-1-81. rH:Q-Z-4.D-l-8l. 1K:~e.()..6..121.1M:()"2-8.o-2-81.1N:Q..3..8.Q.4..121..rP:Q..4...0.0-2-81. fR:o-2-8.o-Z-81 IS:o..2-8,o-Z-81 . 4>5lIII2O= , 405M1l2ll= Q . NMIl2ll= 405M112ll= Q )011lIII2011 O~ (9 ~ III "MI2D"" - ~<kIZMll2O= 6-5-11 5-2-15 12-10-9 6-4-14 17-0-0 4-1-7 25-0-0 B-O-o 33-0-0 B-O-o LOADING (psf) Tell 25.0 TCOl 8.0 BCU 0,0 BCDL 7.0 LUMBCR TOPCHORD 2X4HFNo.2 BOT CHORD 2 X 10 OF No.2 WEBS 2 X 4 HFSPF StudlSTD *Except* W122X4HFNo.2 SPAClNG 2..Q.O Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC97/ANS195 CSI TC 0.15 BC 0.65 we 0.63 (Malri><) CEFL Vert(LL) Vert(Tl) Horz(ll) ;n (loc) -0.04 N-O ..o,C16 N.() 0.01 M "'"' .... .... n1. Lid 360 240 n1. PlATES GRiP MII20 1651148 Weight 853lb BRACING TOP CHORD BOT CHORD Sheathed a 6-Q.O DC pur1lns. except end verticals. Rigid ceiling directly applied a lQ.O.{) oc bracing, Except: 6-o.ooc:bracing: l~M. REACTIONS (Iblslze) T=21611O-5-8, L=42614-11-o, M=11317/4-11-o Max HorzT=228(1oad case 4) Max UpllftT""-229(Ioad case 5), M=-1263(load case 5) FORCES (Ib) - Maximum w_...... "-",,,:ctVMaximum Tension TOP CHORD A-B=-10461138, ~24991319, c-D=-24031345, D-E=-24841364, G-H~72/532, H-1=-12621187, 1-J=-13691161 , J-K=-13551172, K-l=-1121182 , E-F:o.24461349, F-G=-24461349 BOT CHORD A-T=-54I741, S- T=-353I1884, R-5=-31411897, a-R=-28611874, P..Q=..28611874, o-P--33312802, o.U=-33Ot2713, N-U=-33lY2773, N-V=--352I3037. M-V=-352I3037, L-M=-18Ol76 WEBS B-S=-8&64, D-S=-24Q1S5, D-R=-96I119, E-P=-207/1253, F-?--367122, G-P--8281168, B-T=-16341155. K-M=-21111142, E-R=-1091291, G-O=-223I1856, G-N=-207/1093, H-N=40113163, J-M=-337/84, H-M=-533lY577 NOTES 1) Special connection required to distribute bottom chord loads equaDy between aD piles. 2) 3-PY truss to be connected together with 10d Common(.148"x31 Nails as fdk:Mos: Top chads connected as fdIaws: 2 X 4 -1 row at 0-9-Q DC. Bottom chads connected as falaws: 2 X 10.4 f"CPNS at 0-4-0 DC. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 3) All loads am considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute any loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) This truss has been designed for the winclloads generated by 80 mph winds at 25ft above ground level, using 8.0 psf lop chord dead load ancl7.0 psfbottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed buDding, of dimensions 45 II; 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 is 1.33 6) ProvIde adequate drainage to ~ent water poncllng. 7) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrent with any other live loads. 8) ProvIde mechanical connection (by others) of truss to bearing plate capable of withstanding 229lb uplift at joint T and 1263lb upliftatjoinl M. 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45431b dONn and 500Ib up at 24.()..(), and 6733lb da.vn and 741lb up at 27-0-0 on bottom chord. The design/selection of such special connection device(s) Is the responslbijity of others. LOAD eASE(S) S"md.", 1) R~lar. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads(ptf) Vert: A-E=-06, G-K=-66, A-L=-14, E-G=-66 ............."..g::ed Loads (Ib) Vert U~F) V=-6733(F) '.JOb JTEJ"'" 16395 The Truss Co., Eugene, OR 97402 ITrussTWO ROOF TRUSS I~ I~ 1 I Great House Oesign 163950 Job Referenr:a{gfLlionan 6.100 s Aug 252004 M1Tek Irlmsstries, Jnc. Wed Nov 2411:40:402004 Page 1 4.0-0 4-Q-0 ~ --1:1..; " I ~ JIIII~'" 1-0-0 1;~11 1.0-0 0.2.12 LOADING (pst) Tell 25.0 rCOL 8.0 BCU 0,0 BCOL 7.0 SPACING 2..0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress lncr YES Code UBC97/ANSI95 CSI TC 0.11 Be 0.18 we 0.04 (Matrix) 4.0-0 2.!}.4 DEFl. In Voc) "de' Ud PLATES GRIP Vert(LL) 0.01 D-E >999 360 MillO 1851148 Vert(T1.) -0.00 D-E >999 240 HCl2(Tl) -0.01 C "'a "'a P\ate OffSetS rx. Y1: 'A:o-2~1.o-1-81 Weight 121b LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HFSPF ShdSTO WEBS 2 X 4 HFSPF ShJ~ BRACING TOP CHORD Sheathed or 4-0-0 oc purllns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS OIYsize) C=66iMechanical, D=131Mechanical, E=2241{)..5..8 Max HorzE=65(Ioad case 4) Max UpllflC=-31Qoad case 4), D=-16(load case 4) Max GravC--66(load case 1), D=36(load case 2), E=224(load case 1) FORCES (lb)- Maximum Cornpressioo'Maximum Tension TOP CHORD A-B=-86I51, B-C=-6Sm. BOT CHORD A-E=-10165,O-E=OIO WEBS B-E=-17&'14 NOTES 1) ThIs truss has been designed krthe wind loads generated by SO mph wirld5 at 25 ftabove ground level, using 8.0 psftop chord dead load and 7.0 psfbottom chord dead load, 100 ml from hurricane oceanllne, on an occupancy category I, cc:ndition I enclosed buDding, of dimensions 45 It by 24 It with exposure B ASCE 7.93 per UBC97/ANS195If end verticals or canblevers 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 Is 1.33 2) This tnJss has been designed for a 10.0 psf bottom chad live load nonconcurrent with any other live loads. 3) Refer toglrder(s) fortnJss to truss connectioos. 4) Provide mechanical ~~"...c__.. (bycthers) oftnJss to bearing plate capable ofwlthstarding 311b UlXiltatjoint C and 181b uplift atJoint D. LOAD CASE(S) Standard 'J_Ob IT,"'" 16395 -.-r The Truss Co.. Eugene, OR 97402 ITt\J53 Type ROOFlRUSS I~ I~ 1 I Great House Design 163950 _ Job Reference {Qj;LliOnan. _ 6.100 S Aug 252004 M1Tek lncIustries, Inc. Wed Nav 2411:40:402004 Paga 1 3-1lJ.15 3-1lJ.15 7-6-0 3-7.1 11-1-1 3-7-1 15-0-0 3-1lJ.15 4J11M1121l= __1:32..: , 3; . ~ V [ , :hllAoaCll= '^' v ~ ~-. ]-." a 306M1l2D= ~ ~_. ~_o 1-0-0 1.{).0 7-6-0 6-6-0 14-0-0 6-6-0 [15-0-0 : 1-0-0 Plate Offsets rx. Y1: rA:0-3-1.O-1-81.IB:o-2~.0-1-81. [D:D-2-Q 0..1-81 rE:0-3-1.o-1-81 LOADCNG (pst) TeLL 25.0 TCDl 8.0 BCLL 0.0 BCDL 7.0 LUMBER TOP CHORD 2X4HFNo.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF StudlSlD SPACING 2"()'() Plates Increase 1.15 lJJmber Increase 1.15 Rep Stress lncr YES Code UBC97/ANSI95 CSO TC 0.24 Be 0.40 we 0.29 (SlmpifiedJ DEFL Vert(LL) Vert(T1.) Hon(TL) In 000) -0.06 G-H -0.10 G-H 0.01 F IIdefl >999 >999 n1a Ud 3SO 240 nla PLATES GRIP MII20 1851148 Weight 681b BRACING TOP CHORD Sheathed a 6-0-0 oc purtlns. BOT CHORD RIgid ceiing directly applied a 6..()..() oc braclng. REACTIONS OblsJze) H=6OOI'O-5-8, F=8OOIO-5-8 Max HorzH=146(1oad case 4) Max UpllftH=-66(Ioad case 5), F=-66(Ioad case 5) FORCES (Ib). Maximum ........"t"~aximum Tension TOP CHORD A-B=-1B1206, B-C=-328I78, CO=-328I78, D-E=-161206 BOT QiORD A-H=-157/45, G-H=-82I301, F.G=OI301, E-F=-157/45 WEBS B-G=;-84J59. C-G=-85I203, D-G=-84I59. B-H:.714183. O-f=-714163 NOTES 1) Unbalanced root live loads have been considered for this design. 2) This truss has been designed for the wirxlload5 generated by 80 mph winds at 25 ft above groond level, using 8.0 pst top chad dead load and 7.0 pst bottom chord dead load, 100 mi from turlcane oceanllne, on an occupancy category I, condition I enclosed buDding, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If erxl 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 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) Provide mechanical...................... (by others) dtruss to bearing plate capable of withstanding 66lb uplift atJolnt H and 661b uplift at joint F. LOAD CASE(S) Standard "Job IT"'" 16395 FGE The Truss co.. Eugene, OR 97402 [Truss Type ROOF TRUSS I~ I~ I Greal House Design 163950 1 _ Job RefP.f'enc& COOlior>al~ _ 6.100 5 Aug 25 2004 MTek Industries, Inc. Wed No\' 2411:40:40 2004 Page 1 7-6-0 7-6-0 15-0-0 7-6-0 3>5r,Q:2D= _,'oUl , bllolll2Ol1 lOao(Tf a 15-0-ll 15-0-ll Plate OffSets (X, Y): [A:0-3-1.0-1-81. fF:o.2-8.EdQel. [Ll).3.1.Q..1-81 = LOADING (pst) Ta.L 25.0 TCDL 8.0 , BCLL 0,0 BCDL 1.0 SPACING 240 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.08 BC 0.06 WB 0.05 (MaIri><) DEFL Vert(LL) Vert(T1.) Hcrz(Tl) in (Ioc) Vd6ft Ria rva nJa R'a 0.00 L nJa Ud 999 999 .va PLATES GRIP MIllO 185/148 Weight 781b 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 Sheathed a 6-0-0 DC purlins. BOT CHORD Rigid ce~lng direcUy applied or 10.0.0 oc bracing. REACTIONS (Ib1size) A=100115-0-0, L=67/15-0-0, U=215115-0-0, T=63I15-0-0, $=11&'15-0-0, R=94I15-0-0, 0=90115-0-0, P=108115-0-0, 0=10911s.o-o, N=96I15-0-0, M=140115-0-0 Max HorzA=-146(1oad case 3) Max UpllftA=-11(1oad case 3), U=-14(1oad case 4), T=-4(Ioad case 4), S=-12(load case 5), P=-11(load case 3), Q--6(1oad case 5), N=-5{1oad case 3), M=-11(1oad case 3) Max GravA=100(1oad case 1), L=73(1oad case 3), U=215(1oad case 6), T=63(Ioad case 1), S=119(1oad case 6), R=94(IoacI case 1), Q=9O(Ioad case 1), P=110(1oad case 7). 0=109(1oad case 1) N=96(Ioad case 7), M=141(1oad case 7) FORCES Ob) - Maximum Com~aximum Tension TOP CHORD A-B=-139167, B-I>-84I68, C-D=-58167, D-E=-49184, E-F"'-42152, F-G=-38I41, G-H=-49162, H-I::t-48132, 1.J=-47131, J..j(=-69134, K-L=-106144 aOT CHORD A-U=-26186, T -U=-26166, 50 T=-26186, R-S=-26188, Q-R=-26166, P-Q=-26166, O-f'=.28166, N-O=-28166, M-N=-2B186, L-M=-28/66 WEBS B-u=-156142, C- T::t-62I19, D-S=-95I32, E-R=-76114, G-Q::.-711O, H-P--92129,1-O=-69n5, J-N=-a3I23, K-M=--10713O NOTES 1) Unbalanced roof live loads have been ......, ,,,..........,, for this design. 2) This truss has been designed for the wind loads generated by 60 mph winds at 25 ft above groond level, using 6.0 pst top chord dead load and 7.0 pst bottom chctd dead load, 100 mi from hurricane oceanIine, on an occupancy category I, condition I enclosed buDding, of dimensions 45 ft by 24 ft with exposure a ASCE 7-93 pet UBC97/ANS195It end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lurmer DOL increase is 1.33, and the plate grip IIlCI'e3S8 is 1.33 3) Truss designed forwlnd loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Mirek -Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 ac. 6) This truss has been designed for a 10.0 psfbottom chad live load nonconcurrent with any other live loads. n Provide mechanical conoection (by others) of truss to bearing plate capable ofwlthstandlng 111b uplift at joint A, 141b uplift at joint U, 41bupllft at joint T, 121b uplift at joint 5, 111b uplift at joint P, 61b uplift at joint 0, 51b uplift at joint Nand 111b uplift at joint M. LOAD CASEIS) Standard :95 I:: The Truss Co., Eugene, OR 97402 I Truss Type ROOF TRUSS I~ I~ I Great House Design 163950 2. Job Referen~ma'l 8.100 s Aug 25 2004 MiTek Industries,lnc. Wed Nov 2411:40:402004 Page 1 3-4.12 3-4.12 6-6-0 3.14 9-74 3.14 13.1J.O 3-4.12 4>01_= .,. _I:no' , - - - - - " . ~-, WUll2a= 4.5-3 8-6.13 I' 13.().Q 4.5-3 4-1.11 4.5.3 Plate OffSets ex. Y): 1B;~14.o-1-81. rC:D-Z-O.D-1-41J:Q.:o-Z-O.D-1-81.. fG:().4.(),Q.4.01.1H:o-2-1:.Q..0..41 LOADING (psi) TCU. 25.0 TCOl. 8.0 eCl1. 0.0 BCOL 7.0 SPAC1NG 2-0-0 Plates Increase 1.15 Lumberlncrease 1.15 RepSIress Iocr NO CcxIe UBC97/ANSJ95 CSI DEFL ~ (Joe) Vdeft lid PlATES GRIP TC 0.14 Vert(LL) -0.11 FoG >999 300 MII20 185/148 BC 0.85 Vert(TL) -0.17 FoG >888 240 WB 0.68 HolZ(T1.) 0.01 F nt. nt. (Simplified) Weight1611b BRACING TOP CHORD Sheathed or 6-0-0 oc purlln3, except end verticals. BOT CHORD RIgId ceiling dIrectly applied a'" 10..0.0 oc bracing. LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 6 OF 2400F 20E WEBS 2 X 4 HFSPF StudISTD *Except:* W12X4HF$tud REACTIONS (Iblslze) 1=451710-5-8, F=4517t0-5-8 Max Hazl=-1510oad case 3) FORCES (lb). Maxll1lJm Com~iorVMaxlroom Tension TOP CHORD A.B=--14147, 8-C=-299M>. C-O=-2998IO, D-E=-14147, ""1=-106137, E-F=--104136 BOT CHORD H-1=OI2670, G-H=OI3327, F..G=OI2091 WEBS B-H=0f2152, B-G=-1572JO. c-G=<VJ628, o-G=-l51406, 8-1=0-4021/0, D-F::-31561O NOTES 1) 2-p1y truss to be connected together with 10d Common(.148"x3") Nalls as foI1ONS: Top chords ~~....~~.~~ as foIlo.w: 2 X 4.1 rr:Ni at 0-9-0 cc. Bottom chords connected as foIlONS: 2 X 6.2 t'ONS at 0-7-0 oc. Webs connected as ft:iIaws: 2 X" - 1 rrNi at 0-9-0 cc. 2) All loads are considered equaDy applied to aD piles, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise Indicated. 3) Unbalanced roof live loads have been ~_...;._'-....: 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 psflop chord dead load and 7.0 psfbottom chord dead load, 100 mi from hurricane oceanllne, on an occupancy category I, condition I enclosed bundlng, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exlsl, 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 Is 1.33 5) This truss has been designed for a 10.0 psfbottom chord live loac:l nonconcurrent with any other live loads. 6) Girder carries Ile-in span(s): 34-0-0 from 0-0-0 to 13-0-0 7) Use USPlHD26 (With 1&1 nails into Girder & NA9D nails into Truss) orequivalenl spaced at 6-0-0 oc 1Tlalt. starting at 0-1-12 from the left end to 12-11).4 to connecttruss(es)m(1 p1y2X4HF) tofrontfaceofbollomchord. 8) Use USP MSH29 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at6-0-0oc max. starting at 0-10-4 from the left end to 1()..10-4 to connecItruss(es)m(1 p1y2X4HF) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads ("Q Vert A-C=-66, C-E=-66, F-I=-645(F~1) 'Job 16395 J:~" The Truss Co., Eugene, OR 97402 ITrussT~e ROOF TRUSS I~ I~ 1 I Great House Design 163900 _JobRefe~r~ 6.100 sAug 25 2004 M1Tek Industries,lnc. Wed NO'.' 2411:40:412004 Page 1 1-5-8 1-5-8 4-7-4 3-1-12 7-0-0 2-'0-12 10-4-12 2-10-'2 13-6-8 3-1-12 15-0-0 '-5-8 ."'loIIl2O::: _.loJ:l.! ~ ~ ~1111120'" HI2l ~-'" WIoICIl; 15-0-0 1.0.01-5-l/ H)-O 0-5-8 7-6-0 6-0-8 13-6-8 6-0-8 14-M r , 0-5-8 1-0-0 Plate ~ts (~~:..rA:Q..3.1'?:"~tJC:0-1~.Q..l-al.'JE:o-l..o.o-1-8J._It;:D-3-1 ,u-l-81.,_IH:0-2-8.?-2-4tY:0-2-8,0-2-41 LOADING (pst) TCU. 25.0 TCOL 8.0 BCLL 0.0 BCOL 7.0 SPACING 2..Q.O Plates Increase 1.15 Lumberlncrease 1.15 Rep Slress lna YES Code UBC97/ANS195 CSt Te 0.15 Be 0.38 we 0.44 (Simplified) DEFL Vort(LL) Vert(11.) HClZ(TL) " (Ioc) -0.11 I-J -0.17 I-J 0.05 H Udell >999 >829 oVa Ud 360 240 oVa PLATES GRIP MII20 1851148 Weight: 66lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF StudlSlO BRACING TOP CHORD Sheathed or 6-0-0 oc purllns. BOT CHORD Rigid cenlng directly applied or 6-0-0 oc bracing. REACTIONS (lb1slze) J=600J0..5-8, H=6OOIO-5-8 Max HcnJ=-l46(Joad case 3) Max UplifLJ=-66(Ioad case 5), H=-66(Ioad case 5) FORCES (Ib) - Maximum CompresslorVMaxlmJm Tension TOP CHORD A-8=-9181, B-C=tVl03, C-D~, D-E=-546I42, E-F=OI103, F-G=-9181 BOT CHORD A-J=-61/19, 1-J=-85I471 , H-I=Oi471, G-H=-61/19 WEBS B-J=-141I39, CJ=-796IO, C-1=-3816O, 0-1=-521508, E.I=-53I96, E-H=-796IU, F-H=-141139 NOTES 1) Unbalanced roof live loads have been considered fa this design. 2) TIlls truss has been designed for the wind loads generated by 80 mph winds; at 25 ft above ground level, using 8.0 psftopdDd dead load and 7.0 psfbottcm chord dead load, 100 mi from hurricane oceanline, on an OCOJpancy category I, condition I enclosed bolding, of dlmensioos 45 ft by 24 ft with exposure B ASCE 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 Is 1.33 3) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrent with any other Jive loads. 4) Prtwide mechanical connection (by others) dtruss to bearing _ capable ofwithstandlng 66lb uplift atjointJ and 66lb uplift at joint H. lOAD CASE(S) Standard 'Job JT 16395 Gn;s Tne 1r\JS3 CO., Eugene. OR 97402 IT""'T"'" ROOF l'RUSS I~ IRr I aBal House Design ,6395Cl 1_JobRefem~ll 6.100 sAug 252004 M1Tek InduSbies. b'IC. Wed Nov 2411:40:412004 Page 1 3-4-4 3-4-4 6-3-0 2-10-12 9-1-12 2-10-12 12-6-0 3-4-4 blr.al2ll: "'~1032.' 10,1lll['i2 IIXI['i2 <; ~ :bSMD2D"'" :too5r.112O'::' 6-3-0 6-3-0 Plate Offsers {X,Yl: iB:0-1-O,D-1-81. JD:0-1-O,0-1-8I.IF:o.J..ao..1-81.1H:0.3-8o-1-81 LOADING (psf) TeLL 25.0 rCOL 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 0.46 Be 0.23 we 0.36 (M_) 12-8-0 6-3-0 DEFL . '0 (Ice) "deft Lid PlATES GRlP Vert(Ll) 0,04 G-H >ll99 360 MII20 1851148 Vert(Tl) -0.06 G.H >999 240 Hcn(Tl) 0,06 I rlIa rlIa Wcight: 59 Ib LUMBER TOPCHORD 2X4HFNo.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stuc1ISTD BRACING TOP CHORD Sheathed a 6.Q..O oc purtlns, except end verticals. BOT CHORD Rigid ceiling directty 3ppied a 10.0.0 oc bracing. REACTIONS ~blsIze) 1=48810-5-8, J--488IO-5-8 Max HorzJ=-161(load case 3) Max Upliftl:.54(load case 5), J=-54(load case 5) FORCES (Ib) - Maximum CompressionIMaxlmum Tension TOP CHORD A.B=-208I122, B-C=-68OI57, C-D=-68OI85, D-E=-208I100, F.I=-488I54, E-F=-203I59, H.J=-488I54, A-H=-203I74 BOT CHORD G-H=-1661579, F-G=-151579 WEBS B-G=-71no, C-G=-961593, D-G=-71/111, [)..f'=-63213. B-H=-6321O NOTES 1) Unbalanced roof live loads have been coosidered 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 chord dead load and 7.0 pst bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, ofdimensions 45 flby 24 ft with exlX)SUre B ASCE 7.93 per UBC97/ANS195If end verticals Of cantDevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plata grip Increase Is 1.33 3) This truss has been designed for a 10.0 pst bottom chord live load .___.~.._~ ,..ltwith any other live loads. 4) Bearing atjolnt(S) t. J considers parallel to grain value using ANSVTPI1 angle to grain formula. BuildIng designer should verify capacity of bearing surface. 5) ProvIde mechanical..................... (by others) of truss tobearlng plate capable ofwithstanding 54lb uplift at joint I and 54lb uplift at joint J, LOAD CASE(S) Standard ~:95 J:: -The Truss CO.. Eugene, OR 97402 [Truss Type ROOF TRUSS I~ I~ I Great House Design 153950 1 _ Job Reference foolionan. 6.100 s Aug 25 2004 MiTe~ Inlt\.Istries, Inc. Wed Nov2411:40:41 2004 Page 1 1.5-8 1-5-8 7.6-0 6-0-8 13-6-8 6-0-8 15-0-0 1.5-8 ....a.uI2O= _-I:U,t bolloll2llllt /-~ o 111 20lIMllZDlI m m ~ ..-- 5115~= ~-9 1-5-8 I 0-8-00-11-8 7-6-0 6-0-8 13-6-8 6-0-8 15-0-0 1-5-8 Plate Offsets (X Yl: rA:0-3-1.0-1-81. [8:0-1-8.0-1-81. ro:0-1-8.0-1-8J.IE:Q..3..1.0-1-81.1F:0-2-8.~2-4llH:0-2-8.0-2-41_ LOADING (pst) TaJ... 25.0 rCOL 8.0 BCL.L 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Iocr YES Code UBC97/ANSI95 CSI Te 0.49 Be 0.34 we 0.12 (Slm"ffied) OEFL Vert{LL) Vert(TL) HO<Z(Tl.) In (lac) lldeft nla nla nla nla 0.00 F nla Ud 999 999 nla PLATES GRIP MII20 185/148 Weight 741b LUMBER TOP CHORD 2 X 4 HF No.2 BOTCHORD 2X4HFNo.2 WEBS 2 X 4 HFSPF SbJdlSTD OniERS 2 X 4 HFSPF SbJdISTD BRACING TOP CHORD Shealhecl or 6-0-0 oc purlins. BOT CHORD Rigid ceiling direcUy appllec:l Of 6-0-0 oc bracing. REACTIONS (lbIsize) H=37611J.6.0, F=376113-6-0, G=44711J.6.0 Max HorzH:::..1470oad case 3) Max UpliftF=-21 (load case 5) FORCES Ob). Maximum CompressionIMaximum Tension TOP CHORD A-B=0I81, B-C=-27/47, C-D=-31I5O, D-E=-9J81 BOT CHORD A-H:::.e113, G-H:>...157/123, F-G=-107128, E-F"'-61/19 WEBS B-H=-278fJ9, B-G=-111108, c-G=-3961O, D-G"'-32I108, D-F=-278148 NOTES 1) Unbalanced roof live loads have been "4_~:4_____4 lOr this design. 2) This tnJss has been dasigned for the wind loads generated by 80 mph winds at25 ft above ground level, using 8.0 psftop chord dead load and 7.0 psfbottom chOrd dead load, 100 ml from hurrlcane oceanllne, on an occupancy category I, condition 1 enclosed bu~dlng, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantDevers exist, they ara exposed to wind. If porthes exist, they ara exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase Is 1.33 3) Truss designed fa" wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MfTek "Standard Gable End DeIaD- 4) Gable studs spaced at 1-4-0 00. 5) ThIs tnJss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical ~W'M'_~WW" (by others) oftnJss to bearing plate capable of withstanding 211b uplift at joint F. 7) Non Standard bearing condition. Review required. LOAD CASE(S) Standard 'Job IT 16395 G: The Truss Go., Eugene, OR 97402 ITruss Type ROOF TRUSS I:" I~ I Great House Design 163900 2 _ Jab Reference fqp!!,OMll 6.100 5 Aug 252004 M1Tek Industries, Inc. Wed Nov 2411:40:34 2004 Page 1 4-4-9 4-4-9 8-7-7 4-2-13 12-6-0 3-10-9 .sc.~1:2U .. ~ 2lI4 MII2!l II WMII2Q= 2lIlMI2011 . , 0 n 0 c-J .. ~ .. ~ .. .... *>lIlllU20= IR11111 ~ II11 " 1111 -PIn III1 - - - - - - ~s , lldOMU2Q: , :wiMlI2OI1 2lI4MII2011 - Q4MII2lI= 4-4-9 4-4-9 8-7-7 4.2-13 12-6-0 3-10-9 Plata Offsets (XXI: rA:o..1-12.o-Z-Q1. rC:Q...1-8.o-1-81. rE:D-1.12.D-Z-Q1.IF:0-3-12.o..1-81. fG:().4.4.()...4.()] LOADING (pst) TCLL 25.0 reDL 8.0 BCll 0.0 BCDl 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Iocr NO Code UBC97/ANSI95 CSl TC 0.39 Be 0.54 we 0.78 (Simplified) DEFL Vert(LL) Vert(TL) "coz(TL) In Ooc) -0.07 F-G -0.11 F-G 0.01 E "deft >999 >999 oVa LJd 360 240 oVa PlATES GRIP MII20 1851148 Weight 134lb LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 6 OF 2400F 2.0E WEBS 2 X 4 HFSPF SbJdlSID *Except- W22X4 HF No.2, W22X4 HFNo.2 BRACING TOP CHORD BOT CHORD Sheathed or 5-5-11 oc purllns. except end verticals. Rigid ce~ing directly applied or 10-0-0 oc bracing. REACTIONS (lblslze) H=4364IO-3-O, E=4364IMechanicaJ Max HorzH=-8O(Ioad case 3) FORCES (Ib) - Maximum Com~ionIMaximum Tension TOP CHORD A-H=-299OIO, A-8=-45991O, B-C=-45991O, C-D=-2OI26, D-E=-12318 BOT CHORD G.H=-5916O, F-G=OI4311 , E-F=OI4311 WEBS A-G=OI5411, B-G=-28OI17, CG=OI339, C-F=tV2587, C-E=-52691O NOTES 1) 2-p/y truss to be connected together with 1 Oct Common( .148"x3") Nais as follows: Top chords connected as foIla.vs; 2 X 4 - 1 raN at 0-9-0 oc. Bottom chords connected as follows; 2 X6. 2 rows at o-7~ oc. Webs connected as follows; 2 X 4 - 1 raN 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) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been designed for the wind loads generated by 80 mp/1 winds at 25 ft above ground level, using 8.0 pst top chord dead load and 7.0 pst bottom chord dead load, 100 mJ from hurricane oceanline, on an occupancy category I, condition I enclosed building, ofdimensions 45 ft by 24 ftwith exposure B ASCE 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 is 1.33 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrent with any other Jive loads. 6) Refer to girder(s) for truss to truss connections. 7) Girder carries tie.in span(s): 34-0-0 from 0-0..0 to 13-()..() 8) Use USP lHD26 (WIth 16d na~s into Girder & NA90 naas into Truss) or equivalent spaced at 4-8-8 oc max. starting at0-1-12 from the left end to 8-10-4 to connecttruss(es)??1(1 p1y2X4HF) to front face of bottom chord. 9) Use USP MSH29 (WIth 10d naas into Girder & 10d nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at0-10-4 from the left end to 10-10-4 to connect truss(es)??? (1 ply 2X4 HF) to front face of bottom chord. 10) Fill all naa holes where hanger is in contact with lumber. 11) Special hanger(s) or other connection device{s) shall be provided at 12-10-4 from the left end sufficient to connecttruss(es) ??1 (1 ply 2 X4 HF) to front face of bottom chord. The design/selection of such special COllnection device(s) is the responsibaay of others. LOAD CASEIS) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p1f) Vert: A-D=-66, E-H=-649(F=-635) JOb 16395 I:ruos ITNSS Type ROOF TRUSS I~ I~ I Great House Design 1639-50 1 . Job Reference $~tionall. 6.100 sAug 25 2004 MTek Industries, lnc. Wed Nov 2411:40:422004 Page 1 The Truss Co., Eugene, OR 97402 5-9-14 5-9-14 11-10-15 6-1-1 1f'7j5 0-8-5 19-4-11 6-9-7 2p-1j1 0-8-5 26.2-2 6-1-1 32-0-0 5-9-14 ~.U'J ~r.a12ll11 ~r.a14l)1I , ~ 2lolMll2011 121111 U'I3IIJ 2lo4. ~ ~ ~ ~ " b41ll112011 121111 3115M1I2O= , , ':I III \E' ~.~" , ~' , '1 210 ~ 20 II ~;",,~~I ~ 2Iol'12011 ~ .:....=... ) ~ M 3lo4r.a12011 M w....l2D= , :wIMlI2O= , :b5r.al2ll: , ZIOIt.IIl2Ol1 W ~MlI2O= 3lo4_U 5-9-14 5-9-14 12-7-5 6-9-7 19-4-11 6-9-7 26-2-2 6-9-7 32-0-0 5-9-14 Plate Offsets lX Yl: IA:D-2-o.o-1-8T. [6:0-1.12,0-2-01. fT:Q..O..15.0-2..(J1. ru:o-2-O.o-1-8l.lW:o-l-8,o-l-B].'JAA:o-1.1~1:~1._". LOADING (pst) TCU. 25.0 reDL 6.0 BCLL 0.0 BCOL 7.0 LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF SbJdlSlD OTHERS 2 X 4 HFSPF SbJdISTD SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 051 Te 0.79 Be 0.46 we 0.58 (Matri>1 DEFl Vert(LL) Vert(Tt) Horz(Tl) in (Joe) 0.13 x-z -0.21 X-Z 0.06 V ,deft >999 >999 nla Ud 360 240 nla PlATES GRIP Ml120 1851148 Weight 189lb BRACING TOP CHORD Sheathed or 3-5-1 0 oc purlins. except end verticals. Except 1 Rowatmidpt B-H,M-T BOT CHORD Rigid cemng directly applied or 1Q..O.O oc bracing. WEBS 1 Row at midpt L-Z, L-W REACTIONS (Iblslze) AB=1273/Mechanlcal, V=1273/Mechanical Max HorzAB=-2580oad case 3) Max UpliftAB=-14O(load case 5), V=-14O(1oad case 5) FORCES (lb) - Maximum Com~ionIMaximum Tension TOP CHORD A-B=-15181205, B-C=-108113, C-E=-77f36, E-G=-44I57, G-1=-3IO, B-D=-17841408, D-F=-17891409, F-H=-17891409, H-J=-1789/409, J-K=-17891409, K-l=-17891409, L-M=-1103l294, M-P=-11031294, P-R=-11031294, R-T=-11031294, N-Q=-3IO, 0-0=-43151, Q..S=-76131 , S- T=-112113, T-U=-15161203, A-AB=-12301127, U-V=-12291127 BOT CHORD AA-AB=-2811272, Z-AA=-24211086, Y-Z=-19211785, X-Y=-19211785, W-X=-19211785, V-W=-31/185 WEBS B-AA=-81/112, B-Z=-1551912, J-Z=-503I79, L-Z=-181/191: L-X=-321233, L-W=-882I149, T-W=-1161520, G-H=-107f36, E-F=-104123, C-D=-26127 , M-Q=-98133, P..Q=-104123, R-S=-69I21, A-AA=-45I925, U-W=-421914 NOTES 1) Unbalanced roof live loads have been considered fa" 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 psftop chord dead load and 7.0 psfbottom chord dead load, 100 mi from hurricane oceanllne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ftwith 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 is 1.33 3) Provide adequate drainage to prevent water paneling. 4) This truss has been designed for a 10.0 psf bottom chord live load nonCOOC\Jrrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (byolhers) of truss 10 bearing plate capable ofwithslanding 140 Ib uplift at joint AB and 140 Ib uplift atjointV. 7) Design assumes 4x2 (flat orientation) ~rllns at oc spacing indicated, fastened to truss TC w/2.1Od naUs. LOAD CASEIS) Standard 'J" JT 16:95 Hn; . n It Truss CO., Eugene, OR 97402 IT<UHT"'" ROOF TRUSS I~ IP~ IGreat House Design 163950 2 _ Job Reference (~tional). 5.100 s Aug 25 2004 MiTek lndustries,lnc. Wed Nov 2411:40:34 2004 Page 1 3-6.7 3-6-7 6-9-14 6-10-15 " 3-3-7 0-1-1 11-10-15 5-0-0 17-0-0 5-1-1 22-1-1 5-1-1 26-9-0 4-7-15 _.1;11:1$ .wJWII2Il= z.-~12011 , 3dMlI2ll= , 3lIIIMlI2O= , ...-. , ~MUlII " j 1\lI- , - - .. - nn nn - - " WIIGI2D= nn I 11 ~n "" - "" nnllln~d - - , , JooI"lDD= WMDl::: ohIMDal= ee - - WlIlIlO= 2IotWIIZI~ o :JooI1IlII2D= - - . , 507_=_ 2:IIIMll2lIII 1-3-12 :1-2-011 1-2-0 0-1.12 P1atBOffsetSIX,Y): ItI:o-;Z-o,o-1-8I.rC:0.J-4.o.:!-Ol 6-9-14 5-6-2 11-10-15 5-1.1 17.0-0 5-1-1 22-1-1 5-1.1 26-9-0 4-7-15 LOADfNG (psI) Ta...1. 25.0 rCOl 8.0 BCLL 0,0 BCOL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumbel'1ncrease 1.15 Rep$tresslncr NO Code UBC97/ANSI95 CSI TC 0.54 Be 0.25 we 0.56 (Slmplilled) IlEFL Vert(LL) Veri(T1.) Horz(TI.) in (toe) -0.05 N ~.09 L-N 0.03 I .den .... .... .va Ud 360 240 .va PlATES GRIP MII20 1851148 Weight 'S:J7 Ib WMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 6 HF No.2 WEBS 2 X 4 HFSPF SbJdISlD BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purllns, except eOO verticals. Rigid ceiling direcUy applied or 10.0.0 oc bracing, Except: e-o.ooctncing:A-P. REACTIONS (Iblslze) 1:z2619{()..5..8, P=22181O-3-8 Max HorzP=1920oad case 4) Max Upliftl=-314(load case 4), P=-1450oad case 5) FORCES (Ib). Maximum CompresslonIMaximum Tension TOP CHORD A-8=-11203, B-C=-24111265, C-O=-25801281, D-E=-258OI281, E-F"'-258OI281, F-G=-15091181, G-H=-41I55, H-1=-12OI166 BOT CHORD A-P=-l56129, Q-P=-294I1563, N-(F..296I1906, M-N=-28&'2449, L-M=-28&2449, K-L=-28512449, J-K=-18411509, hJ=-18411509 WEBS ~7!J495, C-O=-l551193, C-N=-101/1034, D-N=<-717/126, F-N=-55Il93, F-L=OI370, F-K=-13801149, G-K=-5511155, B-P=-27271236, G-1=-2374/225 NOTES 1) 2.py truss to be connected togetherwith lOd Common(.148"x3j Nalls as foItONs: Top chords ........,......... as foIla.vs: 2 X 4 -1 tr:Ni at o-9-0oc. Bottom chon:ts connected as follows: 2 X 6 - 2 IONS at 0-9-0 oc. Webs connected as klIlaws: 2 X -4 - 1 roN at 0-9-0 oc. 2) All loads are considered equaDy applied toaD plies, except if noted as front (F) 0' back (B) face in the LOAD CASE(S) section. Ply to 1iY,....,......_w,... have been ~ided to dlstribt.rte only loads noted as (F) 0' (B), unless otherwise indicated. 3) UnbaIanc<<I roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 80 mphwinds at 25 ftabove groond level, using 8.0 psftopchord dead load and 7.0 psf bottom chord dead lOad, 100 mi from hurricane oceanlins, on an occupancy category I, condition t enclosed bukling, of dimensions 45 ft by 24 ftwith exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals O'cantilevers exist, they are exposed to wind. If porehes exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip Increase is 1.33 5) Provide adequate drainage to prevent water pondlng. 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 (byolhers) of truss to bearing plate capable ofwithstanding 3141b uplift at joint I and 145lb uplift at joint P. 8) "Na~ed" indicates 3-1Od 0'3-12d common wire toe-nans. 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 402Ib down and 1101b up at 27-1-15, and 402Ib down and 110lb up at 6-10-1 on top chord. The design/selection of such special connection device(s) is the responsibnity of others. 10) Special hanger(s) 0' other connection device(s) shall be provided starting at 27-1-15 from the left end to 32-0-0 sufficient to connect truss(es) 117 (1 ply 2 X 4 HFSPF) to front face of bottom chord. The design/selection of such special connection device(s) is the responsib~ity of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase::z1.15, Plate 1ncrease=1.15 UnIbm Loads ("Q Vert A-C=-66, C-H=-141, A-I=-3O(F=-16) Concentrated Loads (Ib) Vert C=-402 H=-402 'Job I~ru" . The Truss CO., Eugene, OR 97402 16395 I TM' Type ROOF l'RUSS I:" I~ 1 I Great House Design 163950 . Job Reference JQQ!!onal\ 6.100s Aug 25 2004 f..1ITek Indusliies, Inc. Wed Nav24 11:40:432004 Page 1 5-9-14 5-9-14 12-7-5 6-9-7 It-1D-15 18-1-1 19-4-111 26-2-2 1-3-11 4-2-2 1-3-11 6-9-7 ZloIAC!2011 2>oI1oII!2ll11 , . , 32-0-0 5-9-14 _"HIU 1003]1'f '~~II " ~~-" , ~, bo\t2011 2>001121111 bollZlll ZIolMll2DII ~~g:s-~~ 2lO ~ \20 11 2>00, I2D 11 3I/51ollC!O= WMl4O~ z.o \ IZIII ~ , ~ L ~ :blIMlI2ll= .. WI,Q2O= .. 3I/5M112O; .. 2IotMll2DII .. :wI~= J F- o :Ilo4M112011 ~Mll2DII 5-9-14 5-9-14 12-7.5 6-9-7 19-4-11 6-9-7 26-2-2 6.9-7 32-0-0 5-9-14 Plate Offsats (X.V): rA:()..2-O.o..1-81. rB:o..1-12.o..2..Ql. rx~ae.Q..3.01 IY:Q..O-15 Q-2.(1l.lZ:o..2-o.o-1-81. rAB:o..1-8 0..1-81. [AF:0-1-12.o..1-81 LOADING (pst) Teu. 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 lncr YES Code UBC97/ANSI95 CSI Te 0.99 BC 0.46 we 0.58 (M_I DEl'L vert(Ll.) Vert(TI.) HttZ(1l) in (Joe) O.13\c-AE -o.2'V\C-AE 0.06 AA Vden >1l91l >1l91l IV. Ud 360 240 IV. PLATES GRIP MIl20 1851148 Weight 210lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF StudISTD OTHERS 2 X 4 HFSPF SbJdISTD BRACING TOP CHORD Sheathed or 4-0-1 oc pur1ins, except end verticals. Except: 2 Rows a11/3 pis B-L. o-Y BOT CHORD Rigid ceiling direclly applied a-1Q..O.Q oc bracing. WEBS 1 Row at mld~ R-AE, R-AB REACTIONS Qb'slze) AG=1273/Mechanical, M=1273/Mechanlcal Max HorzAG=297(1oad case 4) Max Upl1ftAG=-14O(1oad case 5), M=-14O(1oad case 5) FORCES (Ib) - Maxilrum ComJressIon'Maxlm.Jm Tension TOP CHORD A-B=-15181206, B-C=-15112, c.e:=-133119, E.F=-119128, F-H=-93I99, H-K=-74111, K-M=-3IO, B-O=-178814n, D-G=-17931479, G-1=-17931479, hJ=-17931479, J-L=-17931479, L-N=-17931479, N-O=-17931479, Q-R=-17931479, R-T=-1103r'328, T-U=-11031328,lJ..W=-11031328, W-Y=-10991327, P~--31O, O-S=-69I22, S-V=-92191, V-X=-119122, X-Y=-155118, Y-Z=-151&'203, A-AG=-123tV127, Z...v.=-12291127 BOT CHORD AF-AG=-317/310, AE.AF=-24911086, AD-AE=-228I1789, AC.AD=-228I1789, AB-AC=-22811789, M-AB=-31J186 WEBS B-AF=-8OI112, B-AE=-201J918, J..AE=-505J104, R-AE=-2441252, R-AC=-32J233, R.AB=-.a871194, Y-AB=-145J483, K-l=-26J17, H.l=-271J63, F-G=-35I12, [)..E=45J17, Q.Q=-51J18, S-T=-2491B3,lJ..V=-46J13, W.X=-84I22, A-AF=-4&'924, Z-AB=-42I912 NOTES 1) Unbalanced roof live loads have been considered krthis design. 2) This truss has been designed for the 'Hind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 pst top chorcI dead load and 7.0 pst bottom chord dead load, 100 ml from hurricane oceanllne, on an occupancy category I, condition I enclosed building, of dimensioos 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97JANSl95lf end verticals a- cantievers 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 is 1.33 3) ProvIde adequate drainage to lXtIVent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncoocurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwllhstanding 140 rb uplift atjointAG and 140 Ib upliftatjointAA 7) Design assumes 4x2 (flat orientation) punins at oc spacing Indicated, fastened to truss TC w/2-1Od nails. LOAD CASE(S) Standard ~:95 I~: TIle T I\JS5 CO., Eugene, OR 97402 ITM> Type ROOF TRUSS I~ I~ I Great House Design 163950 1 _ Job RefAfimr::9 !qe!lma.I~ 6.100 s Aug 25 2004 Malek Industries, Inc. Wed Nov 2411:40:44 2004 Page 1 3-9-0 3-9-0 7-0-0 3-3-0 ~ __1:25.1 lU.OOI1T ~ .~ 1/1 D " ,~ 3ooI1lIIIZI= ~ 1.0-0 1~-r!r" 3-9-0 1-0-00-2.12 2-64 ...fIat8orrsets(x'Yl: rA:o-2-1.{~1-81 LOADING (psI) lCU 25.0 TCOl 8.0 BCU 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 0.20 Be 0.34 WB 0.04 (Matrix) DEFL Vert{LL) Vert(T1.) Horz(TL) In Qoc) 0.01 E-F 0.01 E-F -0.02 0 "deft >999 >999 nla Ud 360 240 nla PlATES GRIP MlI20 1851148 Weight 16lb LUMBER TOP CHORD 2X4 HF NO.2 BOT CHORD 2 X 4 HFSPF SlutllSTD WEBS 2 X 4 HFSPF SbJdISTD BRACING TOP CHORD Sheathed or 3-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS QIYsize) D=107/Mechanical, E=9IMechanical, F=217fO-5.a, C=1651O-5-8 Max HorzF=115(load case 4) Max UpliftD=..29(1oad case 4), E=-3O(load case 4), C=-70(1oad case 4) Max Gr.IvD=107(1oad case 1), E=32{Ioad case 2), F=217Qoad case 1), C=165(1oad case 1) FORCES (Ib) - Maximum CompressionlMaxlmum Tension TOP CHORD A-B=-119149, B-C=-120127. C-D=-55I55 BOT CHORD A-F=-17I115, E-F=OIO WEBS a..F=-1671O NOTES 1) This tnJss has been deslgnec:l forthewlnd loads generated by 80 mphwinds at 25 ft above ground Ieve!, using 8.0 psf top chord dead load ancl7.0 psfbottom chord dead load, 100 mi from hurricane oceanlne, on an occupancy category I, condition I enclosed bulding, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANS195lf end verticals or cantievers 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 Is 1.33 2) This tnJss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to glrder(s) for tnJss to truss connections. 4) Provide mechanical connection (bydhers) oftnJss to bearing ~ate capable of withstanding 29lb u~ift atpnt 0, 30 lb u~ift at joint E ancl70 Ib uplift at joint C. 5) Beveled pate a shim required to provide full bearing surface with truss chord atjoint(s) C. LOAD CASE(S) Standard ~:95 ~:: The Truss CO., Eugene, OR 97402 I-I n.JSS Tvpe ROOF TRUSS I~, I~ 1 I Great House Design 16395Cl _ Job Reference [oo!ional). 6.100 s Aug 25 2004 MiTek Industries,lnc. Wed Nov 2411:40:44 2004 Page 1 . 3-9-0 3-9-0 7-9-0 4-0-0 9-0-0 1-3-0 , ~ -~, 1000r;f . ) ,/( ,_?(:l? .. ~140 ~" 1-0-0 0-2-12 3-9-0 2-64 I ~ P\ale0ffset!l (X,Y): (A:D-2-1,D-1-8j LOADING (pst) TeLL 25.0 rCDl 8.0 BCU 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rap Stress lna YES Code UBC97/ANSI95 CSI TC 0.26 Be 0.45 WB 0.04 IM_) ---..- .-..----- DEFL In (100) Vdefl LJd PlATES GRIP Vert(LL) 0.01 F-G >999 360 MII20 165/148 Vert(Tl) 0.01 F-G >999 240 H<n(Tl) -0,03 0 nla nla Weight 191b lUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HFSPF SllJdISTD WEBS 2 X 4 HFSPF StudISTD BRAClNG TOP CHORD Sheathed or 3-9-0 oc purllns. BOT CHORD RIgid ceiling directly applied CX' 1()..().O DC bracing. REACTIONS Oblslze) E=-42/Mechanlcal. F=9IMechanlcaJ, G=217J0...5..8, C=>1641O-5-8, 0=28210-5-8 Max HorzG=148(1oad case 4) Max UpliflE=-42(1oad case 1), F:.38(load case 4), e=-n(1oad case 4), D=-n(load case 4) Max GravE=11(load case 4), F=32(Ioad case 2), G=217(load case 1), C=164(load case 1), D=282(load case 1) FORCES (Ib) - Maximum CompresslonlMaximum Tension TOP CHORD A-B=-155149, B-C=<-16913O, c-D=-92J101, [)"E=-7916 BQTCHORD A-G=-231148, F-G=OIO WEBS B-G=-1671O 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 oceanIlne, on an occupancy category I, condition I enclosed buildlng, 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 plate grip Increase is 1.33 2) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(S) for truss to lruss ...............:.....J. 4) Provide mechanical connection (by others) of truss to bearing plate capable ofwlthstanding 42lb uplift at joint E, 38lb uplift at joint F, n Ib uplift at joint C and nlbupliftatjointD. 5) Beveled plate or shim required to pn70Ilde full bearing surface with truss chord at jolnt(s) C, D. LOAD CASEIS) Standard ~:95 J~~ The Truss Co., Eugene. OR 97402 I Truss Type . ROOF TRUSS I:" I~ I Great House Design 163950 1 . Job Reference lootlonal\ 6.100 sAug 252004 M1Tek Industries, InC. Wed Nov24 11:40:452004 Page 1 7-0-0 7-0-0 9-10-15 2-10-15 ~ ~.l:..S 1000!iT . n j l/t ~ ""WII2O,,",,_~ :1-O-0ii" 1-0-0 0-2-12 I ~ 7-0-0 5-9-4 P1.atBOffSetScX,Yl: rA:()'2-1 ().1-81 LOADING (pst) Tell. 25.0 TCDL 8.0 BClL 0.0 BCOL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Repstress lner" YES Code UBC97/ANS195 CSI TC 0.46 BC 0.60 WB 0.08 (Ma1ri><) DEFL Vert(LL) Vert(TL) Hcrz(TL) In (loe) 0.13 E.F ~.10 E-F ~.12 0 IIdetl >541 >676 n1a LJd 360 240 nIa PlATES GRIP MII20 185/148 Weight 241b lUMBal TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HFSPF StudlSTD WEBS 2 X 4 HFSPF StudlSTD BRACING TOP CHORD Sheathed or 6-0-0 oc punins. BOT CHORD Rigid ceDing dlrecUy applied or 10-0-0 oc bracing. REACTIONS ~blsize) O=96IMechanical, E=5OIMechanicaJ, F=332J0..5...8, C=25B1O-5-8 Max Hc:nF=l64(load case 4) Max UpliftD=-25(load case 4), E:::t.33(1oad case 4), C=-850oad case 4) Max GravD--96(Ioad case 1), E=89(IoacI case 2), F=332(1oacI case 1), C=258(Ioad case 1) FORCES Ob) - Maximum CompressionlMaxlmum Tension TOP CHORD A.B=-182J91, B-C=-l53180, e-D--49149 BOT CHORD A.F=-251164, E-F=OIO WEBS B-F:..J41121 NOTES 1) This truss has been designed for the wind loads generated by 60 mph winds at 25 ftabove gound IfNeI. using 8.0 psftopchord dead load and 7.0 psfbottom chord dead 1oacI. 100 ml from hurricane oceanllne, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7.93 per UBC97/ANSI95If end verticals orcantilfNel'S exist. they are exposed to wind. If porches exis1.lhey 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 glrder(s) for truss to truss connections. 4) Provide mechanical~. ..::.. (by others) of truss to bearing plate capable ofwithstanding 261b uplift at joint D, 331b uplift at joint E and 851b uplift at joint C. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. lOAD CASE(S) Standard ::'5 I:: The Truss CO., Eugene, OR 9i402 IT,"" '''''" ROOF TRUSS I~ IPIy JGrealHOUSeD9Slgn 163950 2 JobRefereo~ll _ 6.100 S AUg 252004 t.lTek Industries, Inc. Wed Nov 2411:40:48 2004 Page 1 3-6-3 3-6-3 6-3.5 ~-o-p 2-9-2 0-6.11 11.0-2 4-0-2 15-10-15 4-10-13 ij. _~l:8U 10.oo['if j .:"~ ~'"'F;1;ll" ~ -tJIlfi 3-6-3 1-0-0 2-3-7 0-2-12 ,,- ~ ':'----l! ~ 7-0-0 3-5-13 15-10-15 8-10-15 -"-- DEFL '" Qoc) 'defl Ud PlATES GRJ!> Vert(Ll.) -0,06 F-G >ll99 360 MJl20 1851148 Vert0l-) -0.10 F-G >657 200 Haz(TL) 0.05 C "', "', LOADING (PS!) TelL 25.0 TeOL 8.0 BeLL 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 0.23 Be 0.63 we 0.01 (Matrix) Weight nib LUMBER TOP CHORD 2 X 4 HF No.2 BorCHORC 2X6HFNo.2 WEBS 2 X 4 HFSPF Stud'STD BRACING TOP CHORD Sheathed a'" 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly appled or 10.0.0 IX bracing. REACTlONS {IbiSlze) C=359I().5..a, E=136/Mechanlcal, F=767/Mechanical, G=14J81O.5..a, D=35Qt()..5.a Max Horz:G=265(Ioad case 4) Max UpliftC=-98(1oad case 4), E::..37(1oad case 4), D=-96(load case 4) FORCES (Ib) - Maximum CompresslorVMaximum Tension TOP CHORD A-8=-330i61, B-C=-~131. C-O=-1B!w'97, O-E=-127166 BOT CHORD A-G=-4M65. F-G=OtO WEBS B-G=-122f45 NOTES 1) 2.pIy truss 1:0 be connected together with 1Cd Common(.148"x3~) Na~s as foIlo.w: Top chords "'_".,,~""..; as fttIo.w: 2 X4.' raN at 0-9-0 oc. Bottom chords _..,~~...: as foIlCM's: 2 X6. 2 ro.w at 0-9-0 oc. Webs connected as foIlo.vs: 2 X 4 . 1 raN at 0-9-0 oc. 2) All loads are considered equally applied to all piles, except if noted as front (F) Of back (8) face in the LOAD CASE(S) section. Ply to ~ connections have been provided to distribute only loads noted as (F) Of (8), unless otherwise Indicated. 3) This iniss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.0 psf top chard 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 fl by 24 ft with exposure 8 ASCE 7.93 per UBC97/ANSI95 If end verticals Of cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the pate grip increase Is 1.33 4) This lruss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with anydhertiv8 loads. 5) Refer to glrder(s) fer lruss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98lb uplift at joint C, 371b uplIft at joint E and 96lb uplift at joint D. 7) Beveled plate Of shim required to provide fun bearing surface with truss chord at joint(s) C, D. 8) Girder carries tie-in span(s): 16-O-{l from O-Q.O to 7..().Q 9) Use US? JUS24 (With 10d nails into Girder & 10d na~s into Truss) Of equivalent spaced at 2..().Qoc max. starting atO-Q.O from the left end to ~10-8 to connect truss(es) m (1 ~ 2 X 4 HF) to front face of bottom chord. 10) Fill aD na~ holes where hanger Is in contact with lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate 1ncrease=1.15 Urnfam loads (.Q Vert A.E~, A-F=-292{F=-278) I:ruoo 'lhe Truss CO., Eugene, OR Bi402 16395 I Truss Type MOO. QUEEN I~ I~ [Great House Design 163950 1 Job Referenc.e_(~tionall. 6.100 sAog 252004 MITek Industries,lnc. Wed Noll 2411:40:472004 Page 1 Joo 4-1 ()'1 0 4-1()'1D 1()'5-5 5-6-11 16-0-0 5-6-11 21-6-11 5-6-11 27-1-6 5-6-11 33-0-0 5-1()'1D ~"'MII2O= _wl:1U ~ o hlMII2D= , :to5M112O= ~J'UQI2O'" ~ , , , , Mr.al2Cl= :tII5MlI2D= WYl2ll= hl~~ 24-4-1 32-0-0 3;1-<10 8-4.1 7-7-15 1-0-0 - DEFL m (Joe) Vdell Ud PlATES GRIP Vort(ll) -o,1B KoM >999 360 MII20 185/148 Vort(11.) -0.33 KoM >999 240 Horz(TL.) 0.05 J nla nla 7-7-15 7-7-15 """Plate UttselstJ.. '11~:U-:l-8.()"1-8i. Irl:~:L.:u-.l;l-dI.":v::;..1:o:.-1...o'_ 16-0-0 8-4-1 LOADING (pst) Tcu. 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 lncr YES Code UBC97/ANS195 CSI TC 0.63 Be 0.74 we 0.78 (Simplified) Weight 1821b LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF SbJdISTD BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4...Q.6 oc purllns, ~ end verticals. RIgid ce~]ng d~ applied 0I1Q.O.(l oc bracing, Ex~ 6-0-0 oc bracing: \.J. 1 ROW' at midpt D-M, E-M, F-M, H-J, B-P REACTIONS (It)'slze) J"'13591O-5-8, P=1269.'0-5-8 Max Horz~2(1oad case 3) Max UpliftJ=-15O(load case 5}. P=-14O(1oad case 5) FORCES (Ib) - Maximum CompressionlMaxllTMJm Tension TOP CHORD A-8=-18164, B-C=t-12551225, C-O=-12551225, D-E=-9211227, E-F=-9211227, F-G=-12581225, G-H=-12581225, H-1=-23I309, A-P=-154151 BOT CHORD ~229I1010, N-O=-1531908, M-N=-1531'908, L-M=-241910, K-L=-241910, J.K=-58I1015, hJ=-23Ml7 WEBS 8-0=-125168, D-O=-117/247, ~171146, E-M=-268f813, F-M=-4191145, F-K=-117/249, H-K=-127187, H-J=-18031180, B-P=-14661'99 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truSs has been designed forlhewind Joads genenrted by 80 mphwinds at 25 ft above groond level, using 8.0 psftopchord dead load and 7.0 psfbotlom chord dead lOad, 100 mi from hurricane oceanIine, on an occupancy category I, condition I endOS8d bolding, of dimensions 45 ft by 24 ftwittl exposure B ASCE 7-93 per UBC97/AN$195If end verticals a cantil9Vers 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 Is 1.33 3) This truss has been designed for a 10.0 psf bottom chord Jive load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint J and 140 lb uplift at joint P. LOAD CASE{S) _ 16395 j:" The Truss CO.. Eugene. OR 97402 ITrus!lTW8 ROOF TRUSS I:" I~ 1 Great House Design 163950 1 ,Job Reference l~tionall. 6.100 S Aug 25 2004 M1Tek Industnes. Inc. Wed Nov 24 11 :40:47 2004 Page 1 Jot> 2.!l-12 2-!l-12 5-6-6 2-8-10 __1;18.1 707[iT n ZIIil_11 ~ /0 :Q1 " I ~ !lllYI2ll= 2loIMIl3l11 1-4-4 1-4-4 11-8-81 Il-4-4 5-6-6 3-!l-14 lOADING (pst) TCU 25.0 TCOl 8.0 BelL 0.0 BCOl 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 RepStress Incr NO Code UBC97/ANSJ95 CSI TC 0.25 Be 0.27 WB 0.06 (Matrix) DEft Ver1(LL) Ver1(TI.) H<><Z(T1.) in (Joe) Vde1I 0.01 D-E >999 0.01 D-E >999 ..0.02 C nIa Ud 360 '00 oJ. PlATES GRIP MII20 1851148 Weight 151b LUMBER TOP CHORD 2X4HFNo.2 BOT CHORD 2 X 4 HFSPF SbJdISTD WEBS 2 X 4 HFSPF Stud/STD BRACING TOP CHORD Sheathed or 5-6-6 oc purlins. BOT CHORD RIgid ceRing directly applied or 10-0-0 oc bracing. REACTIONS Qt)'size) C=94IMechanlcal, D=17JO.S.a. E=3131().3.6 Max HorzE=65(load case 4) Max UpliftC=-25(load case 4), C=-16Qoad case 4), E'"-6(load case 4) Max GravC--94(load case 1), D=48(load case 2), E=313(load case 1) FORCES (Ib). Maximum C................Jw._Maxim.Jm Tension TOP CHORD A-8=-64J58, B-C=-73136 BOT CHORD A-E=-<V65, D-E=OJO WEBS B-E=-252117 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 psftop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanDne, 0I'l an occupancy category I, condition I enclosed buDding, of dimenslons 4S ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantiJe'Yers exist. they are exposed to wind. If porches exist, they are exposed to wind. The hJmber DOL. Increase is 1.33, and the plate grip Increase Is 1.33 2) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrent with any other live loads. 3) Refer 10 girtler(s) for tnJss 10 tnJss connections. 4) Provide mechanical connection (by others) of truss to beating plate capable ofwithstandlng 25lb uplift at joint C, 161b upliftatJoint D and 61b uplift atJoint E. LOAD CASE(S) Standanl Job 16395 Jom The TNSS Co., Eugene. OR 97402 [TomT"" MONO CAL HIP I:" I~ IUrea! House Design 163950 2. Job Ref'lfence (OC!~onall 6,100 sAug 25 2004 MlTeklndustnes, Inc. Wed Nov 2411:40:352004 Page 1 . 3-8-7 3-8-7 6-11-14 3-3-6 71~15 0-1-1 11-3-15 4-3-0 15-8-1 4+2 20-0-2 4-4-2 24-6-0 4.5-14 _~1:4U "MlaI~ ~ : ,. , ~Nll2D1I , 2IoIJoIl2DII , WMlI2lo:: , ',8 , ~ ~ ij lillJl RR L1~ij IUl RU ...... ...... ...... ...... ...... ...... ...... ...... ...... 0 , . , . ....OWll2ll~ ~l.aI2lI= hlOMll2aIl WMIl2O'" lWIl111121l= WMl2Illl - 3-8-7 6-11-14 11-3-15 15-8-1 20-0-2 3-8-7 3-3-6 4-4-2 4+2 4-4-2 lOADtNG (pst) TCU 25.0 TCOL 8.0 BCU 0.0 8CDl 7.0 LUMBER TOP OiORD 2 X 4 HF No.2 BOT CHORD 2 X 8 OF No.2 WEBS 2 X 4 HF SbJd -Excel1" W4 2 X 4 HFSPF StuG'STD, W3 2 X 4 HF5PF StudlSlD, W2 2 X 4 HF NO.2 W22X4HFNo.2, W2 2X4 HFNo.2, W22X4HF No.2 SPACING 2-0.0 Platestncrease 1.15 LurOOer'lncrease 1.15 RepStresslncr NO Code UBC97/ANSI9S CSI TC 1.00 Be 0.88 we 0.88 (Matrix) DEFl. Vert(LL) Vert(TI.) Hcn(T1.) ~ (Joe) -0.16 M-N -0,26 M-N 0.05 I lldeft >999 >Il99 n/a Ud 360 240 n/a ~1I ~ ...... 1I6r.etZ111 ...... 24-6-0 4-5-14 Pl.ATES GRIP MlI20 1850'148 Plate Offsets ex. Yl: rA:Ec\Qe,0-2-121. rC:0-4-4.0-2..oI.IH:o-2-12.D-1-121. rJ:0-1-a.()...3...121.1K:Q...3..12.0-1-81: rM:Q-4..(J.()..3..121. 1N:Q..6..4J).2-01 Weight: 3411b BRACING TOP CHORD BQTCHORD WEBS Sheathed Cl3-H4 oc purllns. except end verticals. RigId ceBlng directly applied or 10-0-0 oc bracing. 1 Row at miclpt H-I REACTIONS (It)'slze) A=8168J0-5..8, 1=701610-5-8 Max Hort.A=194(1oad case 4) FORCES (Ib) - Maximum CompressionlMaxlmum Tension TOP CHORD ~108521O, 6-0:-1034010, C-D=-86291O, o-E=-86291O, E.F=-8629IO, F-G=-46931O, G-H=-4693IO, H-I=-8078IO BOT CHORD ~168, ~22, M-N=-68I7908, L-M=OI7537, K-l=Ol7537. J-K=OI7537, hJ=-44163 WEBS 6-0=-1221576, C-O=-65i481, C-N=-17814643, C-M=OI1172. D-M=-296124. F-M=-10911n1, F-K=OI1925. F-J=-46121O. G-J=-3OOI29. H-J=OI7512 NOTES 1) 2-plytruss to be connected together with 10d Common(.148"X31 Nails as foIla.vs: Top chads .....'"......"'.. as follows: 2 X 4 - 1 rem at 0-9-0 ce. Bottom chords connected as foI1OYiS: 2 X 8 - 2 rows at 0-9-0 ce. Webs connected as foIIOYiS: 2 X 4. 1 raN at 0-9-0 ce. Except member N-C 2 X 4 - 1 raN at Q.8-O ce. 2) All loads are considered equaDy applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply... . ......__ have been provided to distribute only loads noted as (F) 01 (B). unless c:therwlse 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 chad dead load ancI7.0 psfbottom chad dead load. 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95If end verticals or cantilevers exist. they are exlXlS8d to wind. If porches exist they are exlXlS8d to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 5) Provide adequate drainage to '""ent water pending. B) This truss haS been designed for a 10.0 pst bottom chad live load noncoocurrent with any other live loads. . 7) Use USP JUS26 (Wrth 10d nails into Girder & 10d nails Into Truss) or equivalent spaced at 2..().Q oc max. starting at 2-4-4 from the left end to 24-4-4 to connect truss(es) m (1 ply 2 X 4 HF) to front face of bottom chad. 8) Use USP THD26 (With 16d nans Into Girder & NASD nails into Truss) or equivalent at 7.0-0 from the left end to connect.truss(es) A3 (1 ply 2 X 4 HF) tofront face of bottom chord. . 9) Fdl aD nan holes where hanger is in contact with lumber. 10) Special hanger(s) 01 other connecIlon device(s) sha1I be provided at 0-2-12 from the left end sufficient to connect truss(es) m (1 ply 2X4 HF) to front face of bottom chad. The des!grVseIection of such special......".......:.... device(s) is the responsibility of~. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate lncrease=1.15 Uniform Loads (pit) Vert: M>-66, C-H~. A-I=-455(F=-441) Cv..........o...J Loads (Ib) Vert: N=-2619(F) 16395 1:=0 Tlle TNSS CO., Eugene, OR 97402 1'=0''''' JACK I~ I~ J G"eat House Design 1 ti3a5Q 1 Job Reference (oolionall. 6.100 s Aug 25 2004 "Tell. Industlies, Inc. Wed Nov 24 t 1:40:472004 Page 1 Job . 3-0-0 3-0-0 , I 5-0-0 2-0-0 s.:._U1C " D Ip ~~.~ Jo4M1l3l= 1-0-0 ZlllMIl3lII 1-0-0 _p!a~.~~'a: 1~0:.2-1,()'1~1..m:o.1..a.o-1..a1.ID:o-1.13.()"1..a1 - -. .-... - - ---- LOADING (psf) 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 Iocr YES Code UBC97/AN$195 CSI TC 0.24 Be 0.19 WB 0.05 15Im"med) 5-0-0 4-0-0 DEFL " (1oc) 'de' Ud PlATES GRIP Vert(LL) -0,00 D< >999 360 Ml120 185/148 Vert(TL) -0.01 D< >999 240 "",,(Ill -0,00 D .va .va Weight: 161b LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HFSPF StudISTD WEBS 2 X 4 HFSPF Stu~STD BRACING TOP CHORD Sheathed a 5-0-0 oc purllns. BOT CHORD RIgid ceijing directly appled or 6-0-0 oc bracing. REACTIONS ~blsize) E=2571O-5-S, D=5J0-5.8, 0=510-5-8 Max HorzE=740oad case 5) Max UpliftE=-34(Ioad case 5), D=-,27(1oad case 4) Max GravE=2570oad case 1), D=45(Ioad case 2), D=5(Ioad case 1) FORCES (Ib) - Maximum Com~jlTl..lm Tension TOP CHORD A-B=-6I74, 9-<>-3710 BOT CHORD A.E:.55f17, D-E=-6OIO WEBS B-E=-225123, 8-0=0163 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground leYi!l, using 8.0 pst top chord dead load and 7.0 pst bottom chord dead lOad, 100 ml from hurricane oceanllne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantil8\lers 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 is 1.33 2) This tn.Jss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by ethers) oftn.Jss to bearing plate capable ofwithstanding 34lb uplift atjQnt E and 271b upliftat}oinl D. LOAD CASE(S) Standard 16395 J:= The TI\JSS CO., Eugene, OR 97402 [TIllSS Type JACK I~ I~ JGl'eatHOU5eDesign 'fl3~ 1 Job Reference (gptlonall. fUOU 5 Aug 252004 MlTek lnduslries,lnc. Wed Nov 2411:40:472004 Page 1 Job \ 5-0-{) 5-0-{) , ~ LLJ' _.\"~.' lO.llllfiZ 3"U.lU20= DI ,~ 1-0-0 1-0-0 Plate ~ts lXY): rA:0-2.1.0-1-81.1B:~1-8.0-1-81. 10:0-1-13.0-1-81 ..-. I 5-0-{) 4-0-0 3IolMll2O= LOADING (pst) TClL 25.0 TCOL 8.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 P\ates Increase 1.15 Lumber Increase 1.15 RepStress Incr YES Code UBC9VANS~5 CSI TC 0.34 BC 0.19 we 0.08 (SImp"') DEFL Vert(LL) Vert(Tt) Hcn(Tl) in (1oc) -0.00 D-E ~.01 D-E ~.OO 0 ,... >999 >999 nla Ud 360 240 nIa PlATES GRIP MII20 1651148 Weight 191b LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HFSPF StudlSTO WEBS 2 X 4 HFSPF StudISTO BRACING TOP CHORD Sheathed or 5-0-0 oc pur1ins. BOT CHORD Rigid ceDing directly applied or e-o.o oc bracing. REACTIONS Oblslze) E=389IO-5-8, 0=510-5-8, 0=51()..5..8 Max HorzE=132(load case 5) Max. UpliftE=-53(Ioad case 5), D=-470oad case 4) Max GravE=3890oad case 1), D=45(Ioad case 2), D=5(1oad case 1) FORCES (Ib). Maximum c.........-'"""w..MaxlmumTension TOP CHORD A-~4, B-C=-8lW BOT CHORD A-E=-55I17, D-E=-118JO WEBS 8-E=-357/42,8-D=OI125 NOTES 1) This lruss has been designed for the wind loads ...._....."__. by 80 mph winds at 25ft above grwnd level, using 8.0 psf top chord dead load and 7.0 psfbottom chord dead load, 100 mi from hurricane oceanIlne, on an occupancy category I, condition I enclosed buildlng, of dimensions 45ft by 24ft with exposure B ASCE 7.93 per UBC97/ANSl95lf end verticals a cantilevers exist, they are exposed to wind. lfpaches exist, they ere exposed to wind. The lumber DOl Increase Is 1.33, and the plate grip Increase is 1.33 2) This lruss has been designed for a 10.0 psfbottom chord live load nonconcurrenlwith any other live loads. 3) Provide mechanlcal_......~_~.. (by others) oflruss to bearing plate capable ofwithstanding 53lb uplift at joint E and 471b uplift aljoint D. LOAD CASElS) Standanl Job 16395 1:=0 The TfUSS Co., Eugene, OR 9i4~ Ir=or",. ROOF TRUSS I~ I~ IGreatHouse Design 16395U 1 . Job Reference footional\ tUOO sAug 252004 MiTek Industries, Inc. Wed Nov 2411:40:482004 Page 1 . 3-1-15 3-1-15 6-0-0 2-1()'1 8-10-1 2-1().1 12-0.0 3-1-15 _MIl3l= ....1:211.1 , 1 , ~ ~ 1>5M1l3l= l2J , JleMlI2ll'" ~ WMIl2ll= 2IoIYII2O"" ~-. 1.()..0 1-0-0 PlateOffset5ex.Y1: IA:Q..3..1.~1-81.~;Q..3..1,~1-81 6-0-0 5-0-0 11-()'0 5-0-0 12-0.0 1-0-0 LOADING (psf) Ta.l. 25,0 TCOL 8.0 BCU 0.0 aeOL 7.0 SPACtNG 240 Plates Increase 1.15 Lurrtler Increase 1.15 Rep Stress Iocr YES Code UBC97/ANS195 CSl Te 0.16 BC 0.24 we 0.17 (Simpliflecl) OEFL Vort(U.) Vert(Tl) Horz(TL) in (Ioc) -0.02 G-H ~.03 C7H 0.00 F .dell >999 >999 nla Ud 360 240 nIa PlATES GRIP M112D 1851148 Weight 54lb LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HFSPF StudlSID BRACING TOP CHORD Sheathed or 6-Q..O oc purllns. BOT CHORD Rigid ceDing directly aPJ1ied or e.o.o oc bracing, REACTIONS (Iblslze) H=48OIO-5-8, F=48OIO-5-8 Max HorzH=-117(1oad case 3) Max UpliftH=-53(load case 5), F=-53(Ioad case 5) FORCES (Ib). Maximum Com~lmum Tension TOP CHORD A-8=t-141167, B-C=-233I6O, CO=-233I6O. o..E=-141187 BOT CHORD A-H=-127137, G-H~7/199. F-G=-3I199. E-F=-127137 WEBS a.G=-44I48, c-G=-64I139, D-G=-44I48. B-H=-546I48, D-F=-546I48 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind Ioadsgeneratecl by 80 mph winds at 25 ft above ground level, using 8.0 psftop chad dead load and 7.0 psfbottom chcnt 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 ASCE 7-93 per UBC97/ANSI95If end verticals crcantilevers exist, they are exposed to wind. 1fp0rche5 exist, they 3I1l exposed towlnct. The lumber DOL increase is 1.33, and the pIate!Jip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any ether live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstancting 53lb uplift at joint H and 53 lb uplift at joint F. LOAD CASE(S) Standard ::'5 I:~" The Truss Co., Eugene, OR 97402 IT"",T"" ROOF TRUSS I~ I~ , I Great House Design 163950 _ Job Reference (OOtional\ 13,100 5 AUg 25 2004 t.lITek Industries,lnc. Wed Nov 2411:40:48 2004 Page 1 . . 1-7-15 1-7-15 ~o 2-10-1 7-4-1 2-10-1 _0 1-7-15 . .....MII2lI= ac...,3.1 , ~I,IU;I:: 301..120= ;lIol~= 4-6-0 4-6-0 ~ 4-&-0 LOADING (psi) TeLL 25.0 TCDL 8.0 BCU 0.0 BCDL 7.0 LUMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HF NO.2 WEBS 2 X 4 HF$PF $bJG'$m SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 0.11 BC 0.19 WB 0.09 (Smplffiod) CEFL Verl(LL) Vort(T1.) Haz(Tl.) in pool -0.01 FoG ~)'02 F-G 0.00 F 'do' >999 >999 nla Ud 360 240 nla PLATES GRIP MII20 1851148 Weight 48lb BRACING TOP CHORD Sheathed or 6-0-0 DC purtins, except end verticals. BOT CHORD RIgIcl ceDing directly applied or 10-0-0 oc bracing. REACTIONS (Ib1slze) H=348IO-5-8, F=348J0..5-8 Max Hor.z:H::-128(load case 3) Max UpUftH=-38(load case 5), F=-38(load case 5) FORCES (Ib) - Maximum CompresslonlMaxlmum Tension TOP CHORD A-8=>-lB134, B-C=-195156, C-D=-195156, o..E=-16134, A-H=-46I25, E-F=-46125 BOT CHORD G-H=-87/148, F..G=-17/146 WEBS B-G=-41I54, c.G=-59I109, Q.G:::-41/54, e.H=-308I13, D-F=-308I13 NOTES 1) Unbalanced roof live loads have been ~_...;.__.~..:: fa" this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ftabove groond level, using 8.0 psftop chord dead load and 7.0 psfbottcm chord dead load, 100 mi from Iwrrlcane oceanIlne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95If end verticals or cantDevers exist. they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plata grip increase Is 1.33 3) This truss has been designed ror a 10.0 psfbottom chard live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38lb uplift at joint H and 38lb uplift at joint F. LOAD CASE(SI Standard 16395 J: The Truss Co.. Eugene, OR 97402 IT,"", T,.. ROOF TRUSS I~ I~ I ~I H0U58 Design 163950 1 Job Refert!nf!U2plional\ 6.100 sAug 25 2004 MiTek Industries, Inc. Wad Nov 2411:40;46 2004 Paga1 Job . . . . 6-0-0 6-0-0 12-0-0 6-0-0 3051o1l12G= __Hill J:6M1I:!11= 2:o4lo1ll2011 2:o410111:!11U 2:04 M1120 II 2:04_11 2:04 "'I:!II II 2:o4101l12G1I 305_= 12-0-0 12-0-0 Plate Offsets IX. Yli...lA:Q..3..1.~1~1'JE;~2-8,EOQe1. n;Q..3..1.()..1-81 LOAOtNG (pst) TCLL 25.0 TCDL 8.0 BCll 0.0 BCOL 7.0 SPACING 240 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSl TC 0.08 BC 0.06 we 0.04 (Matrix) llEfL Vorl(ll) Vert(TL) Horz(Tl) In (loe) IIdefl nIa "', nla nla 0.00 nla Ud 999 999 "', PLATES GRIP 1.11120 1851148 Weight: 55lb LUPIBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OlHERS 2 X 4 HFSPF StudISTD BRACING TOP CHORD Sheathed CI" 6-0-0 oe purlins. BOT CHORD Rlgkt ceiling directty applied a- 1Q.O.O oe bracing. REACTIONS (lblsize) A"'100112..Q..O, 1"'100112-0-0, 0=215/1240, N=651124O, 1.1=10011240, L=100112..Q..O, K=65I124O, J=215/12.Q.O Max Horz A=-117(load case 3) Max UplIftO=.13(1oad case 4), N=-10(1oad case 5), K=-10(1oad case 5), J=-12(load case 3) Max GravA=100(1oad case 1), 1=100(10ad case 1), 0=215(1oad case 1), N=67(1oad case 6), M=100(10ad case 1), L=100(10ad case 1), K=67(1oad case 7), J=215{1oad case 1) FORCES (Ib) - Maximum CompressiolVMaxlmum Tension TOP CHORD A-B=-109170, B-C=-61149, C-O=-46IS2, o.E=-39136, E..f=-39l36, F-G=-46I40, G-H=-61/19, H-1=-78148 BOT CHORD A..Q=-22I73, N-O=-22f73, M-N=-22I73, L-M=-22I73, K-L=-22I73, J-K.=-22f73, h1=-22173 WEBS B-Q:::-1S8141,C-N~4, [)-M:I.7B113, F-L=-781O, G-K~4, H.J=-1S8141 NOTES 1) Unbalanced roof live loads have been ~ ....:y~~... for this design. 2) 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 tJJnicane oceanIlne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95If end verticals a- cantilevers exist, they are exposed to wind. If perches exist. they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase Is 1.33 3) Truss designed forwind loads In the plane ofthatruss only. Fa- studs exposed to wind (normal to the face), see Mirek -Standard Gable End Detail" 4) Gable requires contll'llJOUS bottom chord bearing. S) Gable sbJds spaced at 1+0 ce. 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 131b uplift. at joint 0,10 Ib uplift. at joint N, 10 Ib uplilt at joint K and 12 Ib uplift atjolnt J. LOAD CASE(S) Sla"",", ~:95 I:~ The TNSS Co., Eugene, OR 97402 I Truss Type ROOF TRUSS I~ I~ JGreaI House Design 16J9sa 1 Job Referell~nnall 6.100 s Aug 25 2004 P.Uek Industries, Inc. Wed Nav 24 11 :40:48 2004 Page 1 . . . 1-10-15 1-10-15 2~0 0-1-1 . s...l:U 100lll1f q/ '><1 ,XI " 1>< IX , WMIl2Il= 1-5-8 1-5-8 1.10-15 0-5-7 ~_Offsets{X.Y): IA:0-2-1,D-1-81 ______~_ _ .._ .-.---------..- LOADI:NG (pst) Teu 25.0 rCOl 8.0 BClL 0,0 BCOl 7.0 SPACING 2-0-0 Plates Increase 1.15 luTTb!r Increase 1.15 Rap Stress Iocr YES Code UBC97/ANSI95 CSI TC 0.06 Be 0.03 we 0.00 (M_) DEFl. Vert(LL) Vert(Tl) Hcn(1L) ~ (Ioc) -0.00 A -0.00 A -0.00 8 "dell >999 >999 nla LId J60 240 nla PlATES GRIP MII20 1851148 Weight 6 Ib WMBER TOP CHORD 2 X 4 HF NO.2 BOT CHORD 2 X 4 HFSPF StudlSlD BRACING TOP CHORD Sheathed or 1-10-15 oc pur1lns. BOT CHORD Rigid ceRing dIrectly applied Of 10-0-0 oc bracing. REACTIONS 0b1size) A=68IO-5-8, B=6OIMechanical, D=20i0-5-8 Max Horz.A=33(load case 4) Max UpliftB=-18(load case 4) Max GravA=68(load case 1), B=60~oad case 1), D=48(load case 2) FORCES (Ib) - Maximum CompresslonIMaxlmum Tension TOP CHORD A-8=-32132 BOT CHORD A-C=OIO. C-D=OIO NOTES 1) This InJss has been designed fa the wind loads generated by 60 mph winds at 25 ftabove ground level, using 8.0 psf top chord dead load and 7.0 psfbottom chord dead load, 100 mi from hurricane oceanllne, on an ocaJpancy category I, condition J enclosed buildIng, of dImensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95lf end verticals Of 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 is 1.33 2) This tnJss has been designed for a 10.0 psfbottom chord live load nonconcurrent with any other Ilve loads. 3) Refer to girder(s) for tnJss to tnJss connections. 4) Provide mechanical connection (by others) of tnJss to bearing plate capable of withstanding 18 Ib uplift at joint B. LOAD CASE(S) Standard , t . ~ ~ 16'6"0 _ e----.""'--.COU-,U....,,l:O."" _::--. !!~ 1'0 joo:llo 110 lie> n;::, , 1\ ,'", il ' I! ... '1'"-1r"'. ii" "'I'~ r::~; = , 1:'~ II 1'i:,'i"I'i' A"_ ~ II i ""'<'~;"\J' 11' - II' I 1111 i //11 '~ I I,.. i; f:" """il/' II _ --~... ".[1./ 1'1 r ~=-:"'-1 ~ I / / I ~ ' ~" /' ; I ! '~ ... , I ~ =-.=_=[J =~~" "J . ' ~ 1- ---~'."~~r~i- ,~~~~ I ~-------'-!Zo!U wli21~,! ,----'---.. . __m'" - m -.. --n -""..~ I I II I" I ! i II ~ ,m__ ii--Ti7 I I I f j( ------.~-V. r"~-- --~=i=J7' ; , ':::,1'0~ I?.'O"O "'1"-- 73'0"0 _I~ 4'6"o.l~ ::.-- ---. ::.---- 10'0"0 ;cI c.:: II ilI'I."4t"I") !I l.:: lI~h'41" I ~ !!rT~l ,IIiTl I ~ II I il ,il I -'" rrl lIiTi IIlTl IH~ II II _III 1) Il~ t II -II jj~/V ! . ./ "":~ I I ~~~: l.~' i~ ' j T2" II ~ II' !l171J3 II ,,' "-fll~ II I." II !l , . I.t, I ! r~' , II I I , II II Ii II I it, ::, l!l) l! 11 , .! I . ~J H 5'6"0 >- ro -' 1- , , I I <--U~1 .. r I >-.- -1- 5'6"0 - T I I I ! I j, i.~ i-I -~ (4), I ' , II I' I I i I ; I i I . i I I 1 ~ <\6 (6) II 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 wilfbe manufactured as approved. , nnl~ , - -- ~ '" ~~//_~ ~ /' _ "'"1', '_'vi__ _ __ I 11/ L 10'0"0 12'0"0 __I.- ""1-= _I~ "'I"" l ~ ('i'0"0) IR'O"O )'."5'\ s: V"ir II II~ 1'.3 ":;J::----"cM-,, ~I-, i -" ...::....~ .,1....11..1:. !~~ V-~_u j ~ .~~-:::::.=-=~ H ~ 1\ II _1)'0"0 ~ :rl~--'--'-'--'i~ /, ~! :=~~~-- 'lll ,1/ r '" A: ~ /~r/ !,i 1"-'1'" II 1" "/ II~/ jl · I " r I~t ffilC. .... ....1' '" I !I f,; rul: . ~;-,--- " .' I 'II Y1~~hl' ~ I I I !,II I ""'III I 1,/'( I I , ~,!I " I I '-:'il_. 'Il! .. I, " "~~'rL'- ". J9G~~ I" 1'~r "'1---11 -I--J-- . ,;~J ~ '" I ' I "'!'~-!-II------'~ or II II 1 I 'T6;- i, il II j--- j=--- 'J1 ~ =~' ______1__1...1 I~,',."I~~~ '~,- ill ;,:-[1 "1 I ,. , I Ii Ii;; I . ",,,-1 ~ 1'1,:""1111,:1--'(9;- II' 1,:1' -- II"'" pi! II i'- ,! t /;~ . .. ..1 II " II / 'I 'it II~ 110 " ''----.JLn-'1 ' I I , " I, II I ~"', I L 13'0"0 I{ 1\ s: c r- II -iI s: . c " II o LayoulApproved o LayoulAppro~cduNoled o Tnm En&ineerins Approved D T=..........Ap""'... As Notea - o NOIApproved:Resubmil NOTE: Composition Roof Pitch: Te: 10112 Overhang: l' 0" ~ BUILDER: Great House Design .~ . ~~i~~e~~7~ JOB ADDRESS: L_~ (541)688-8671 Need Address theTRUSSco. -inc. MODEL: Pratt Residence ~ WWW.THETRUSSCO.COM ~. REVISION# I~n. 24/11/04 DATE rWBY'lkm I~~ 163950 NTS - .-. . VlI1'11.00q -01 fS ~ '3 t go tkydfWI ~i~~ STRUCTURAL CALCULATIONS , " . ~ , " For the Pratt Family Residence To be Built on Hayden Bridge Road Springfield, Oregon c.... '.' ~ , .. .... . . . . . . . .. .. . ..... . . ..... . . ...... ...... . . . .. ...... . . .. ...... ... . . . . . .. .. .. .... . . .... . . . .. .. .... ...... . ... . . . . . .... .. . ...... . Prepared for Tim Belleville, Great House Design Eugene, OR ...... . . .. ...... . . .. .. November 24, 2004 Artisan Project No. 04011.21 ./JiJ1R7l'USAIM EEIMGUIMIEIEIRUIMG, IJ..IJ..({; 325 West 13'" Avenue Eugene, Oregon 97401-3402 Phone: 541-338-9488 Fax: 541-338-9483 www.artisanengineering.com ffiJIR7l'USAN ~NGUNlElEfRUNG~ IJ..I1.C 325 West 13'" Avenue Eugene, Oregon 97401-3402 Phone: 541-338-9488 Fax: 541-338-9483 www.artisanengineering.com November 24, 2004 . Tim Belleville Great House Design PO Box 41999 Eugene, OR 97404 , Re: Structural Design for the Pratt Residence to be Built on Hayden Bridge Road in Springfield, OR Dear Tim: We have completed a structural design and reviewed your drawings for the two-story Pratt Family Residence to be built on Hayden Bridge Road in northeast Springfield. The residence is to have a large ... open Great Room at the center of the main floor level. There is a two-car garage at the right side at the front and a single car shop/storage area at the right side rear portion of the structure. The two-car garage will have a large bonus room above and there is a large hobby room above the rear garage. .. The review is limited to design of the various floor joists and floor beams, sizing the headers at the perimeter and designing the footings. We have also check the cantilevered and standard framed deck at the left rear upper level and have sized the necessary beam members and joist hangers for the application. Shearwalls have been designed at both the upper and lower level. We have detailed numerous shear panels at the front and right side elevations due to the limited amount of wall area. WIt.. have also required that the rear wall of the garage be a shear wall to reduce the.roaGl to the elilerior M11r. I .. ...... ...... panes. ....... .... . ...... We understand that the majority of the roof is to be constructed with trusses that have been engineeretl.. . by an Engineer licensed in the State of Oregon and will be manufactured bX .T~e. Trus~ Company ~.. Eugene. We have reviewed the girder and hip master truss reactions and have .sized .tiell~ers and-.. footing that account for the final truss layout. .. :. .: . ... . .. . .... . We analyzed critical elements utilizing the provisions set forth in the 1997 uKd:~h State. I'll Oregp~::: Amendments (OSSC). Floor live loads of 40 psf and roof snow loads of 25 psf were usett foe frarrftgg.. . and footing design. The walls have been checked for lateral 'iv........ We used Zone 3 (Ctl=Cf.36) with R=5.5 for the wood-framed shearwalls and 80 mph wind at Exposure B. Wind forces controlled the lateral design for the tall wood structure. A soil bearing value of 1000 psf with the allowable increase for excavation was used to check bearing pressures for retaining walls, strip, and pad footings. We have reviewed your final drawings to ensure that the . 'c.....~ structural elements, connections, and fasteners determined by our calculations have been incorporated into the final drawings. We have enjoyed assisting you with this project and please call if you have comments or questions. \l0nL- Timothy Wen, P.E. Principal, Artisan Engineering, llC r ( . IJObNO.: 401} .2.1 I By: -r: 13A&.JN I Project: ?lZmI I ,_-+-- -LJ-I I __L.L,,_'--L_.l._i__-+_I____.._.__ I 'I i;! I Iii j i , i I Iii . I>h\l6J_,,--,! !~ ilj\1=-Jj! r ~11';- Z~,'4~1~,~.b~~~\[\),---r;.. I I I' i'l 'I i, 'I I' ,'-i-\-\, Ii! i ; : . I . t I, " , (01 i ~t-~ rsa.,~: fA:;'. : I ! I ~\~rr\,,-Lrl c{: I I I Iii i I I I I' I' , . I: ": :! 1; i.; !::: ~~.J'1lt; i nl\\~lLE\J\L~_L~__.-L II I I' I ' , : ~,9~..~4t-~.J ! 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Primary Load Group - Residential- Living Areas (psi): 40,0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical ReactlOll8 (Iba) Del8iI Other WIdtII Langth l.IveIDeadllJpllftlTofal 1 Stud wan 3,50" 2,25. 429/111/0/541 End, Rim 1 Ply 1 1/4" x 9 112" 0.8E T J-Strand Rim Board4l> 2 Stud wan 3.5a' 3.5a' 1179/35410/1533 In... ..~:lte None 3 Stud waD 3.5a' 2.25" 429/111/01541 End, Rim 1 Ply 11/4" x 9112"0.8E TJ-Strand Rim Board4l> . DESIGN CONTROLS: _urn Dealgn Control Shear(lbs) 766 701 1342 Vertical Rll8dion (1bs) 1533 1533 1935 Momen1 (FI-lbs) -1808 -1808 2380 Live Load Defl fm) 0.139 0.393 Total Load Defl (In) 0.164 0.590 TJPro 51 50 -DeIIectio., Criteria: STANDARO(Ll:lJ38O,Tl:L124O). -DefIecIion analysis is based on composite action wiIh single layer of 1 1/8. Panels (48" Span Rating) GLUED & NAILED wood decking, -8tacing(Lu): All .. ",. ,~,; ., edges (lIlp and _) must be braced at z: 8" ole unless detailed _. Proper allachment and positioning of 1at8ra1 bracing is raquired to achieve member sIabiIiIy. -The load condiIIons c:onsidered in !his design analysis include al\ema1ll member pal\em loading, Control Passed (S2'llo) Passed (79%) Passed (76%) Passed ~) Passed (LI882) Passed L. _,,~'. II end Span 2 under Floor loading Bearing 2 under Floor loading Bearing 2 under Floor loading MID Span 2 under Floor AlTERNATE span loading MID Span 2 under Floor AlTERNATE span loading Span 1 ..... . . .... ..... ADDITJONALNOTES~ e.._ :...:. ...... -lMPORT~ 'f!'e analysis ,. ..",'" ~ is oulputfrom ~ ., ,..., J by TN8 Joist (T J). TJ wananls Ihe ~ ~ ~ p'~llhltls by this SO~ l"1I be ,....,.8hed.. .... ".' ., wiIh TJ pnlducldeslgn aI\eria and code ~.."~,",.J design vaJues. The specifie piddJd applICation, .nput des~n loads, and ata1Ild dimensions haw been provided by Ihe soflware user. This output has not been reviewed by a T J Asst>ciate. .:..: -Mol aU produclB 8Ill11llldily 1MIiIabIe. Check wilh your supplier or TJ ~....d-' ...".ooe.a..ti... far productavailabilily. .. .THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL VI PRODUCT SUElSTlTU110N VOIDS THIS ANAL YSI~ ... .... .. :..: .AJIowabIa Stress Design mer,. ;,,'....: was used far Building Code UBC analyzing Ihe T J CUS10m product listed _. . . .: .... ...... . . .. .. .... . . .... .... . . . .... ...... . . .. . ... . .. .. . ...... . . .... PROJECT INFORMATION: Job #4011.21 OPERATOR INFORMATION; COpyr1~t 0 2003 by T~ Joht. . ..Y'lrhAaulIor au.lnellllS TJI. and To1-&'''' ar. req.hter.-cl tradtlmarll:lI ot' Trull .Joist. ...1 Joist-.Pro. and TJ'-pro. are trad...rka of Tru8 Joist. .l1 ~~ __ :a"tievered floor@joislsn TJ.8oam(lU)1l10...... .7002113778 11718 TJI@110 24 ole THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED V~\ u..: 2 1W1Bt2004 2:33:04 PM PIOB 1 e.,pn. VenIan: t .10.3 OVerall Dimension: 9' I ~ ~ , I i I "tiJ . , . 7'---4 6" Produd Diagram is C. ..",,~.1111. lOADS: AnaJysis Is for a Joist Member. Primary Laad Group. Residantial. living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead su.....u......;),~ Input Baarlng VertlcallL .,.... Ply Deplh NaDIng DetaR Other WJdtb langth (Ibs) Deplh UvelDeadlUpUft/Total 1 Ta,""".......lll LSL 3.50" Hanger 2461521.191298 1 11.88" N1A Top Mount None Beam Hanger 2 Stud waD 3.50" 3.50" 5451164101709 N1A N1A N1A Overhang 1 Ply 117/S"TJI4l> 110 HANGERS: Slmoson SIm__ TlsGi) Connectors Support _I Slope S_ 1 Top Mount Hanger 1TT11.88 0112 0 R....... Flan_ N1A Top F1ange Offset No Top Flange Slope o Support Wood Species N1A -Nai1ing for Support 1: Face: 2-N10 . Top 4-N10 , Member: 2-N10 DESIGN CONTROLS:, llaxlmum Design Con1l'ol Control location Shear(1bs) 327 312 1560 Passed (20%) Right OH under Floor loading Vertical R-.. (lbs) 709 709 1935 Passed (37%) Bearing 2 under Floor loading Moment (A-lbs) -515 -515 3015 Passed (17%) R1ghtOH under Floor ALTERNATE span loading ..... . . UwLaad Deft (in) 0.016 0210 Passed (2L1999+) RightOHunderFloorALTERNAli6lpenloadil)9 ..... Total LoacI Deft (in) O.OlS 0.315 Passed (2L1999+) Right OH under Floor ALTERNA"1iE spe~ Ioadi... :. ...... TJPro 71 50 Passed Spen1 ....... .... ..Qeftedion Criteria: STANDARO(LL:l.J36O,TL:lJ240). ...:..: ..[)e~, analysis Is basad on .... .., ita action willi single layer of 1 118" Panels (48" Span Rating) GLUED & NAILED wood decking. . . -BIlIcing(Lu): AD ...', ,.".,,,iln edges (lop and _) must be _ at 2' 8" ole unless _ .:,. .~). f>roAIlt aIlA;hment_ pcliitioniJ1O!JI": lateral bracing Is required to ac:hi8ve ,.:.,. stabitity. . .. . .: . . . . -'The load conditions cansidemd in this design analysis incItM:te attemate ""'_ pattern loading. . . : . . : . .... .. . ADDf[I~a:"".~i. .. .... . ..... . .... -IMPORTANT! The ",.,,:" . "" ". Isoulputflomsollware ." .,., 1byTN8Joist(TJ). TJ wanantsthe~Qf0i4producfsWthls~wiIl be """ ished in" .... ;" ., willi TJ product design _ and code , .00,'" J design values. The specific productapplic:a1idh, mt dasi!f11Ipf~, and _.., ".".., haw -. pIOvldecI by the software usar. This output has not been ,. ,,: by a T J ,'.~_";".a. ... -Not aD produda lII8 raadiIy _ 0Ieck willi your suppIiIlr or T J .,. ' .- -', ".. ,.", ," live for product 1MIiIabiIily. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONl VI PRODUCT Sl._....mON VOIDS THIS ANAL YSlS. -ADowable Stress DesIgn methodology was used for Building Code use analyzing the T J Custom product IIstIld above. PROJECT INFORMATION: JoblJ401121 OPERATOR INFORMATION: COpyrlQbt 0 2003 by TnJa .Jolat. . ..yel'baeu_r Buslbtl.a t.n..T,}-... aDd T~l'Strand:ll ar. reqlster.:l tl'.da:..u~lt. of T~ .Joist. .-1 .Jo1at-.Pro- and TJ-PrQ- are trlldeaerk.s of Trus .Joist. SlJ::IpsoQ Stroaq-Tl" COzmecton is . reqhtend tr~rk of S1llpson Stronq-Tl. Coap&ny, IDC. ~~ ~1.J'7_ 15' span main floor joisls .-' . ~:.: -- /8"T"'" @24" T_..'......_,002113n. 11 7 J..." 110 ole =~ :...~~: THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED zo I J I t!"" I 1 {iI , . Produd Diagnm Is ConceptuaL LOADS: Analysis is for a Joist Member. PrimaJy Load Group - Residential- living Areas (psi): 40.0 live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing VertIcaJ l\,,,.: . os Ply Depth NaHlng DelaO Other Widlh length (Ibs) Depth UveJDeadlUplift/Total Stud waD 3.5a' 3.5a' fHT/l791 0 1776 NlA NlA NlA End. T JI Blocking 1 P1y1171l1"TJIe 110 2 Tunberstrand LSL 3.50" Hanger 6031181/0/784 11.88" N/A Top Mount None Beam Hanger HANGERS: SlmDBOf1 Strono- TieCli) ConnBCtors Support . _I Slope Skew 2 Top Mount Hanger m11.88 0112 0 Reverse Flanges N1A Top Flange Offset No Top Flange Slope o Support Wood Species N1A -NailingforSupport2: Face: 2-Nl0, Top4-N10. Member. 2-1'/10 DESIGN __,......_LS: Maximum Deslgn Control Con1roI L . ""., Shear(lbs) 754 -754 1560 Passed (48%) Rl end Span 1 under Floor loading Vertical ReacIion (Ibs) 754 754 1350 Passed (56%) Bearing 2 under Floor loading Moment (Ft-Uls) 2733 2733 3015 Passed (91%) MID Span 1 under Floor loading ..... Uve Load Deft (11"1) 0.265 0.483 Passed (LJ657) MID Span 1 under Floor loading .. . . . . : .. . Total Load Deft (In) 0.344 0.725 Passed (lJ505) MID Span 1 under Floor loading .. . . :... :. ...... TJPro 50 50 Passed Span 1 ....... .... -Oton..Jlun Criteria: STANDARD(LL:lJ36O,Tl:LI24O). ...:.. : ~n eneIysls is _ on .. _ ,,;:, acIion wilh single layer of 1 11l1" Panels (48" Span Reting) GLUED & NAILED wood decking. . . -8racing(Lu): AD .., ,~'. edges (lIlpend boltDm) must be braced at'Z8"oIcunless "'''~, ~ _. Pmfl8r~fend JlOfiliOnin!l~... lateral bracing is required to achieve member stability. .... . .... . . ... .. ...... .... ADDITI~ tjpTES: . .. . . . -1MPORTANTI The analysis , ,.",:,Jisoutputirllm ,,,I', ',., de'.,IIlIle<jIlyTrusJoist(TJ). TJWllfTllj,lBthesi7iaQfR~'llisllClitoiflWND be ".., ,~",l1ed In "'...,~.. wilh TJ produclcleaign crilBria and code' 'e~1ed cIeaign veIues. The specificP!l!du.!:!applicationtlnputclesiQ'l~' and stated dmensions have been provided by the softwaJe user. This output has not been . ';. .., by a TJ ~~::...~~ . ... .... . -Nolan products 818 readily evaiIabIe. Clleckwilh your supplier or TJ lIlchnicel ftlPlIlS' :,,,: ,forproduct availability. .... : .... -TItlS ANALYSIS FOR TRUS JOIST PRODUCTS ONL Y1 PRODUCT Slo"", , , JTION VOIDS THIS ANALYSIS. -AIIowabIeStnlss Design me . . ,', .,.'wss.-forBuilding Code USC8ll8lyzillll the TJ CuslIlm productlisled_. PROJECT INFORMATiON; Jobt4011.21 PPERATOR INFORMATION: Copyrl4bt 0 2003 by TI'UJI Jo1lllt. ,. hyerb.aeuser au.lnesa TJI..TJ-Be" aDd T1IIberstraadll are reqlatered tradeaarka of Tru.s Ja13t:. .-1 Jol.~.Pro-' and TJ-Prg- are tr.a-rb of T'nJ:s Joist. Su.paon Stronq-Tl" connectors 18 . req1stued tracs-r.t of Simpson Strooq-Tle CclapalIy. Inc. l:~ ~ w;~6Nt 20.5' span main floorjoists . ~:.: -- T "'" O@16" . r_8.,o__7002,,3778 117/8" J...,,36 olc THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS USTED '2-\ u-: 2 1l)'tQl2OO4 2:30:51 PM PlQe1 ErcJIneVenicln:1.tO.3 10'6" I ~2) , I ~ PI [J. , Product Diagram Is conceptuaL lOADS: Analysis is for a Joist Member. PrimaJy Load Grllllp - Residential- living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SL...~~o'\..':': Input Bearing Vertical R ". .., ". (Iba) DetaIl Other W1dth LengtIl lMlIIleadIUplIftfTotal 1 Stud wall 3.50" 3.50" 5471164/0/711 End. T JI BIod<ing 1 Ply 11 718" TJlilD 360 2 Stud wall 3.50" 3.50" 547/164/01711 End. T JI Blocking 1 Ply 11 718" TJIGD 360 DESIGN CONTROLS:, Maximum DesIgn Control Shear (Ibs) 696 -690 1705 Vertical Reaction (Ibs) 696 696 1505 Moment(FHbs) 3496 3496 6180 Live Load 0efI Cm) 0.414 0.502 ToIalload 0efI Cm) 0.538 1.004 TJPm 51 50 -0.', ..:. CrilIlria: STANOARD(LL:U480,Tl:1I24O). -Illlllectiu., analysis is based on ..,'. .~':. action with single layer of 1 1/8" Penels (48" Span Rating) GLUEO & NAlLEO wood ~~":,:,,o' -Brac:ing(\.u): AD .." .,..<,:. edges (lIlp _ boIlIlm) must be braced at 2' 8" ole unless ., ..:,.. othet.Jise. Proper atlachmentand positioning of lateral blllCing Is required to achieve" . '.. slabiIity. Control Passed (40%) Passed (46%) Passed (57%) Passed (U582) Passed (U448) Passed Location Rl _ Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Roo' loading MID Span 1 under Floor loading Span 1 ADDIl'9t1Al NOTES: . . . . . -lMPORTANTI T!'" anaJysis p~,1Ild is oulput from ~ _eloped by Trus Jois! IT J). T J W8rTBnts Ih'!, sizi'l!l vI.its ~ucts by lIIis soI\lt(lh ~ be ,....' lIshed m aa:ordance with T J product design _ _ ~ a<:cepllld design values. The.... ~ _.,. prod",,! -wJiCa'!":'. m' desiij~ ~:. and_., ..... .. havebeen.... ...lbylhesoflwareuser. TIlls ouIput has not been . . . JbyaTJAsSot:umI. . . . -NolaR products BI8 readily available. CI1edc with yourSllpplleror TJ IIlchnical ",' ,.".~.',~ e for product availaIMI9.... .. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONlYI PRODUCT SUBST1TUTION VOIDS THIS ANAL YSI'S. ..:.. : -Allowable SIress Oeslgn methodology was used for BuildIng Code UBC analyzing Ihe T J Custom product IisIIld above. . . . . ...... . .. .... .. ... .... .. .. ...... . . .. .. .... . . .... .... . . . .... ...... . . .. . ... . .. .. . ...... . . .... PROJEPTINFORllATION; Job 14011.21 OPERATOR INFORMATION: ~1~t 0 2003 by Tn1a .Jo1et. . ..,.~.. Bua1-. TJ1. aDd TJ-ae... u. r:eqlst.rec1 t.r~ru of Trua Jo1st. ...1 JohC-. Pro- ~ TJ-Pto- ar. tr~rks of Trwt .Jolst. ""''''''''''''' User: KW-06Q6135, Vet 5.8.0. 1-Dec-2003 (cI1983-2003 ENERCALC i ~:: .. Software Description TIlle: Prall Osg"r: ns Oescrlpllon : Scope : Gravity Design pg 2 Timber Beam & Joist I Timber Member Infonnatlon TImber_on Beam WIdth Beam Depth Le: Unbraced Length TImber Grade Fb - Basic ADow Fv - Basic ADow EIaslic Modulus Load ~ Faclot Member Type Repetitive Slatus I Center Span Data span Dead Load Live Load Dead Load Live Load Start End Point #1 DI. LL @x PointIl2 DL LL @x I Results Mmax @ Center @x= tb : AcIuaI Fb:_ Iv : AcIuaI Fv:_ I Reactions @ LeII End DI. LL Mal<. DI. +LL @ Righl End DL LL Mal<. DI. +LL I DefIec:tIons Center DI. Dell UDefI Ratio Center LL Dell UDefI Ratio Center ToI8I Dell Loc:alIon UDefI Rallo II tIIft tIIft #Ill tIIft II II Ibs Ibs II Ibs Ibs II Rallo = in-Ic II psi psi Job'4011.21 Data: 4: 12PM. 22 OCT 04 2' _ .4~,~,1:~~:~~,~~~~ ,~ Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined." q hdrO A far Truss J hdrO 1 b A5GIl bIr01 for bUss HIhdr 01.2 Ibr bss 0 hdr 0 1 for M In in II '""0 3.500 9250 2.00 ............ lMd1, No.2 900.0 180.0 1.800.0 1.150 Sawn No psi psi ksj 2.50 2,480.00 4,098.00 1.250 psi psi 0.7962 49.18 1.25 985.4 1,237.8 _"" 151.9 207.0 "'-"" '""0 3.500 9.250 2.00 ............ lMd1, No.2 900.0 180.0 1.800.0 1.150 Sawn No 2.50 2, 167.00 3.612.00 1.250 0.7017 43.34 1.25 868.4 1.237.6 _OIl 133.9 207.0 "'-"" ... 3.500 7.250 2.00 ...........- .-.. No.2 900.0 180.0 1.800.0 1.150 Sawn No 2.50 1,050.00 1,751.00 1.250 0.5107 21.01 1.25 685.1 1,341.5 _OIl 82.8 207.0 _"" Ibs Ibs Ibs Ibs Ibs Ibs 1,230.00 2,049.00 3,279.00 1,230.00 2,049.00 3,279.00 Ratio OK 1,083.50 525.00 1,806.00 675.50 2,889.50 1,400.50 1,083.50 525.00 1,806.00 675.50 2,889.50 1,400.50 L:;~"':"..OK L::c_'. .OK in -ll.004 8.007.8 -ll.00Il 4,806.9 -ll.010 1250 3,003.8 In in II -ll.003 9,090.3 -ll.00Il 5,453.7 -ll.009 1250 3,408.7 -ll.003 9,033.1 -ll.00Il 5.416.8 -ll.009 1250 3.388.2 ... 3.500 5.500 2.00 ............ .-.. No.2 900.0 180.0 1.800.0 1.150 Sawn No 509.00 849.00 1.250 0.4299 10.19 1.25 577.2 1.342.5 _"" 52.9 207.0 _"" 254.50 424.50 679.00 254.50 424.50 679.00 Defteclion OK -ll.004 8,135.5 -ll.00Il 4,877.5 -ll.010 1.250 3,049.3 2.50 ... 3.500 5.500 2.00 ...........- lMd1, No.2 900.0 180.0 1,800.0 1.150 Sawn No 2.50 383.00 638.00 1.250 0.3232 to'OlbE5 BMA03tares?? ... 3.500 7.250 2.00 ...........- lMd1, No.2 900.0 180.0 1.800.0 1.150 Sawn No 510.00 850.00 2.000 510.00 850.00 4.000 0.5285 6.75x18 6.750 18.000 2.00 OcugIiIIsRr,24F- YO 2,400.0 240.0 1.800.0 1.150 GluLam No J 4.50 24.50 60.00 100.00 180.00 300.00 18.000 540.00 900.00 12.000 1.050.00 1,751.00 16.000 0.7897 q 7.66 21.74 729._:.. . 1.25.... 2.00 12.GI... 434.cf. .. 709.1S...:. 2.OOOli.... 1.342.!\......1.341.! 2.532.9.... BltIdng ox BendiDg OK BeadIDg OK . ...... 39.8 53.6 98.3 . . . . 207.0 207.0 276.0 sa-- OK . ...... OK SbeDr 0If . . . . . . .. .... .. .:.;..,~ w.: .w.:j 191.50 .. '340.00 3.338.lIlI 319.00.. ... . 566.~ .... .5.565.06' .. .. 510.50........ .906.67 .... 8.903.tL.... 191.50 680.OQ.. :. :z.961.~.... 319.00 l,l33.3:l'.. 04,935.94 510.50 1,813.33 7,897.06 Delleclion OK Delleclion OK Deflection OK -ll.003 10,811.9 -ll.005 6.490.5 -ll.007 1.250 4,055.8 -ll.012 4,381.7 -ll.021 2,629.0 -ll.033 2.250 1,643.1 , -ll.406 724.2 -ll.677 434.5 -1.083 12.348 271.5 TIlle : Pratt Dsgnr: TLB Description: z;; Job'4011.21 Date: 4: 12PM, 22 OCT 04 Scope : r"W. """"'" User. KW-060St35. Vel 5.8.0, 1-De0-20D3 (c)1983-2D03ENERCAl.CE... 1,.Saftwant . Description more Gravity loads Timber Beam & Joist Page 1 I 4011.21:ecw:~ I Tnnber Member Infonnation BMA Code Ref: 2001 NOS, .2003 IBe, 2003 N,FPA .5000. Base .allowab~ a,~ ~~ defi~~.." ,J 8MB &Me BMD grdrtruss gngedocrhdr BMDOC TImber SeclIon 5.125:113.5 8.15001. I.. ~, ..1.75x11 I...... ..1.15x11 8.75>311 5.125x19.5 .. .... ..o4x12 Beam WidIII in 5.125 8.750 1.750 1.750 8.750 5.125 3.500 Beam Depth in 13.500 15.000 11.875 11.875 36.000 19.5OO 11.875 Le: Un!lraald Length fl 2.00 2.00 2.00 2.00 2.00 2.00 2.00 TImber Grade _Rr,24F- DoogIas B'; w- 1luss _- lluss_ - DougIiJsA'".w- DougIiJsA'".24F- 1luss _. .... .... -. -. .... .... -. Fb - _ Allow pS 2,400.0 2,400.0 2,250.0 2,250.0 2,400.0 2.400.0 2.250.0 Fv-_AIIow pS 240.0 240.0 285.0 285.0 240.0 240.0 285.0 Elastic Modulus ksI 1,800.0 1,800.0 1,500.0 1,500.0 1,800.0 1,800.0 1,500.0 Load Duration Factor 1.150 1.000 1.150 1.150 1.000 1.150 1.000 Member Type ManullPine GIuI.am ManuflPlne ManufJPine Glulam G1uLam ManuflPine Repetitive Slalus No No No 'No No No No I Center Span Data J '''.. Span fl 24.50 22.50 13.50 10.00 24.00 18.50 8.00 Dead Load IIIfI 144.00 240.00 210.00 349.00 Uve Load IIIfI 480.00 400.00 300.00 712.00 Dead Load IIIfI 90.00 108.00 108.00 Uve Load IIIfI 150.00 100.00 100.00 Start ft 6.000 4.000 End ft 18.000 6.000 10.000 Point ItI Ol Ibo 540.00 338.00 450.00 454.00 LL Ibo 900.00 313.00 750.00 420.00 @X ft 12.250 18.500 18.000 3.500 Poin1 t2 Ol Ibo 821.00 LL Ibo 1,370.00 @X ft 4.000 Poin1 <<3 Ol Ibo 3,220.00 LL Ibo 5,363.00 @X tlj 9.500 ..... . . I Results Ralio~ 0.6202 0.6870 0.2690 0.2179 0.1574. ... . .p.9359. . 0.5~:.~. Mmax@CerIIIlr !rHo 265.59 497.58 27.18 22.01 597.00.';. ~ ".' ..eos.51.... .." ... 101.b6... . @x~ fl 12.25 11.52 4.64 5.80 12.48 9.47 4.00 . ...... Ib:ActuaI pS 1.706.1 1.518.4 660.8 535.3 315.9 2,480.0 1.238.2.... Fb : Allowable pS 2.750.6 2,207.3 2,456.8 2,456.8 2,006.8 2,649.8 2,235.2 _OK _OK _OK .........OK _OK ..~OK ... BeIJdInIIOK..:..: Iv : Actual pS 47.5 n.3 55.5 48.6 31.8 .. .158.0 . . 116.~. .. .. Fv:_ pS 276.0 240.0 327.8 327.8 . 240.0......276.0 285.0 .... _OK _OK _OK _OK _ OK . ....... OJ( Shear OK. . , ..... ... .......,. I ReactionS ...... . . . . .... @ Left End Ol Ibs 821.02 1,710.13 504.00 194.40 2,992.50 4.520.58.. 'I : 'I i:396.oe. 'I 'I 'I 'I LL Ibs 1.368.37 5,483.48 486.87 180.00 4,987.50 6,798.35 '1'1 848.00 Max. Ol +lL Ibo 2, 189.39 7,193.80 970.67 374.40 7,980.00 11318.93 4.244.00 @RlghtEndDl Ibo 798.98 1,887.87 144.00 453.60 3,217.50 3,859.42 1,396.00 LL Ibo 1,331.63 5.829.53 133.33 420.00 5.382.50 5,904.65 2,848.00 Max. Ol +lL Ibo 2, 130.61 7,497.40 277.33 873.60 8,580.00 9,764.07 4,244.00 I Deflections Ratio OK Defledion OK Defleclion OK Deflection OK Deflection OK Deflection OK Deflection OK . Center Olllell in ~.421 ~210 ~.092 ~.044 ~.032 ~258 ~.044 UllelI Ratio 897.6 1,284.8 1,768.1 2,744.0 9,064.1 868.6 2, 186.7 Center LL llelI in ~.702 ~.848 ~.085 ~.040 ~.053 ~.395 ~.090 UllelI Ratio 416.5 418.1 1,907.4 2,963.5 5,438.5 561.5 1,071.9 Center TotaIllelI in -1.124 ~.858 ~.177 ~.084 ~.085 ~.851 ~.133 location ft 12.250 11.340 6.102 5.280 12.096 9.176 4.000 LJOeII Ratio 261.6 315.4 917.0 1,424.8 3.399.0 341.1 719.3 .' I_- User: KW-OOC613S,. Vet5.B.O, 1-Qec..2003 (_......:..:.___ENERCAlCf ."" Softw8nt Tide: Prall Dsgnr: TlB Descrtptlon : Scope : Description more gravity loads pg 4 Timber Beam & Joist I TImber Member Infonnatlon Timber SectIon Beam WIdIh Beam Ileplh Le: UnIlraced L.engtIl Timber Gmde Fb - Basic-'- Fv - Basic ADow EIaslIc Modulus lDad 0_ FadDt Member Type ~SIatus I Center Span Data span Dead lDad u.e lDad Dead lDad' Live lDad Slart End Point #1 Ol LL @X I Results Mmax@ Center @X= Ib:Aduat Fb:AIIowabIe Iv : AcIuaI Fv : Allowable I Reactions @ Lelt End DL LL Max. DL +U @ RighI End Ol LL Max. 0l+U I Deflections Center DL Dell UDetI Rallo Center LL Dell UDetI Rallo Center Total Dell LocatIon UDetI Rallo Rallo = BME IbrStmct: 1.75x11 In In ft 1.750 11.875 2.00 lluss _- - 2,250.0 285.0 1,500.0 1.000 ManuIJPine No psi psi ksi 11 f/II f/II f/II till 11 ft Ibs Ibs ft 14.50 36.00 120.00 36.00 120.00 6.000 in-k' ft psi psi 0.7595 67.49 6.03 1,640.9 2,160.4 _01< 113.0 285.0 _01< psi psi ZLi Job III 4011.21 Dal8: 4:12PM. 22 OCT 04 ,,_. ,~~~.,~,~.~~~ Code Ref: 2001 NOS. 2003IBC, 2003 NFPA 5000' Base allowal>~ ~re ~rd~ned._._,,~ 8Mf HDRGOl 8M" 8MJ BMK 8Ml ,..":,,, ..1.75x11 1.750 11.875 2.00 .......laIst- - 2,250.0 285.0 1.500.0 1.000 ManufIPlne No 8.00 84.00 280.00 2.000 8.000 432.00 1,441.00 2.000 0.6234 55.40 2.98 1,346.9 2,160.4 _OIl 160.5 285.0 _OIl ... . 3.500 5.500 2.00 -~- .......1ID..2 900.0 180.0 1,600.0 1.000 Sawn No 306.00 1.020.00 2.000 0.6610 13.62 2.00 771.9 1,187.8 _01< 59.0 180.0 _01< Ibs Ibs Ibs Ibs Ibs Ibs 432.31 1,441.03 1,873.34 305.69 1,018.97 1,324.65 RaIioOK 513.00 131.14 1.710.75 437.14 2,223.75 568.29 423.00 174.86 1,410.25 582.86 1,833.25 757.71 Deftec:tion OK Deflection OK In .0.133 1,303.9 .0.445 391.2 .0.578 7.078 300.9 in In 11 -a033 2,900.0 .0.110 889.7 -0.143 3.840 869.1 .0.008 7.093.8 .0.020 2,128.1 .0.026 1.820 1.637.0 3.50 .....:.. .1.25x11. 1.250 11.875 2.00 lluss _- - 1,700.0 400.0 1.300.0 1.000 ManuflPine No 9.00 72.00 240.00 0.8549 37.91 4.50 1.290.3 1.509.4 -"" 111.2 400.0 _OK 324.00 1,080.00 1 ,404.00 324.00 1,080.00 1,404.00 Delleclion OK .0.047 2,304.2 .0.156 691.3 .0.203 4.500 531.7 ..,;,.. . 1.25x11. TmtrStmd 1.25x11. 1.250 1.250 11.875 11.875 2.00 2.00 TnmJoEst- TrussJoEst- - - 1,700.0 1,700.0 400.0 400.0 1,300.0 1.300.0 1.000 1.000 ManuflPine ManufIPine "No No I" ..,), ,,1.75x11 1.750 11.875 2.00 .......-. -- 1,700.0 400.0 1.300.0 1.000 ManuflPine No J 4.50 24.00 80.00 8.00 24.00 80.00 8.00 90.00 300.00 96.00 320.00 4.CNJd-:.. . .-.. ---~. 0.0712 a. .".225~ ?...:.O.7001.~*': 3.16......9.98 47.42.. 2.25. 4.00 4.OQ..... 107.5 339.8 1,153.0 .... 1,509.4 . J .509.4 1.645.~ . .. . . BeadIng OK . ae.dbIg OK .. I OK . . ... .... .. 13.4......31.9 .. 100.6 .... 400.0 . i4OO.0 400.0 . Sheer OK !I85ar OIl Shear OK . .... . - .. . ... 11 l""'U-. . I I. . . . . 11408.00. . . . .. 1~.OO 1,768.00 408.00 1,360.00 1,768.00 Deftection OK Defleclion OK Deflection OK . .................. . . 54.00 180.00 234.00 54.00 180.00 234.00 96.00 320.00 416.00 96.00 320.00 416.00 .0.001 55,301.2 .0.003 18,590.3 .0.004 2.250 12,761.8 .0.010 9.842.4 -0.033 2.952.7 .0.042 4.000 2,271.3 -0.032 3,028.4 -0.106 908.5 -0.137 4.000 698.9 -- User: KW-0606135. Vet 5.8.0. 1..()ec..2003 (c:)1983-2003 ENERCA1.C Engineemg Saftwent Description Center Dl DefI UDell RatIo Center Ll DefI UDell RatIo CenterTolaI Deft Loc:alion UDell RatIo CanliIever Dl 0efI Ce_ Ll 0efI Total Cent DefI UDell RatIo gravity pg 4, pg 5 In .0.012 6,334.0 .0.041 1,900.2 .0.053 3.536 1,461.7 In .In ft "' "' i -.~ TIae: Pratt Degnr: TlB Descrlpllon : Job'4011.21 Date: 4:12PM. 22 OCT 04 Scope : Timber Beam & Joist 40,,1.,~1.~;~~ .0.037 .0.010 .0.181 .0.043 .0.213 0.014 2,624.6 5,530.1 1,391.1 2.102.8 902.9 5,132.9 .0.122 .0.016 .0.604 .0.143 .0.214 0.014 787.4 3,318.1 417.3 630.9 896.6 5.326.3 .0.158 .0.026 .0.785 .0.185 .0.427 0.028 4.000 2.250 10.584 3.870 7.936 3.528 605.7 2,073.8 321.0 485.3 449.9 2,614.2 .0.056 .0.057 .0.114 633.5 ..... . . .... ..... . . . . . . ...... ...... . . . ...... .. . ...... . . .. . . .... .. . . . ... . . . .. . . . .. .. .. ...... ... . . . . .. . .... . ...... . . .... . . .... .. .. ...... . ... . . . . . .... .. . Rev. 580005 USer: ~135. Vet 5.8.0, 1~2003 (e)1983-2003 ENERCALC E '". . Softwant Description gravity pg 4. pg 5 I Timber Member Infonnation TImber SeclIon Beam Wodlh Beam Depth Le: Unbraced Length nmber~ Fb.. Baslc ADow Fv.. Baslc ADow Elastic Modulus Load Duration FacIot Member Type RepetilMlSlalus I Center Span Data Span Dead Load Live Load Dead Load Live Load Start End Point... OL LL @X I Cantilever Span " Span Uniform Dead Load Uniform Live Load Point... OL LL @X I Results Mmax @ Center @x= Mmax@ CanliIlNer lb:_ Fb:_ fv:_ Fv:_ I R~,~::.JlS @ Lsft End Ol LL Max. OL+lL @ RIght End OL LL Max. OL +lL I Deflections ..... I DSImd 1.25x11. TmtwSImd 1..2Sx11. In 1250 in 11.875 ft 2.00 ......-. -.. psi 1,700.0 psi 400.0 ksi 1,300.0 1.000 ManuflPlne No ft 6.50 #III 24.00 #III 80.00 #/II #III ft ft Ibs 408.00 Ibs 1,360.00 ft 5.500 ft #III #III Ibs Ibs ft Ratio = 0.4821 21.38 5.49 0.00 7Zl.7 1,509.4 _OK 174.9 400.0 -"" "1 IrHl psi psi psi psi TItle: Pratt Dsgnr: TlB Description: Scope: Timber Beam & Joist Job' 4011.21 Date: 4: 12PM. 22 OCT 04 .- , LL.. ... ..... .. ."'"21.oc!c~;~J Code Ref: 2001 NOS,.2OO3IBC: 2003 NFPA~O...Base al~owables are user deft~~:...J 8MN 8MP BMR BMS 8M V HMo.. T 1.250 11.875 2.00 ......-. - 1,700.0 400.0 1,300.0 1.000 ManuIIPIne No 8.00 90.00 300.00 0.8443 37.44 4.00 0.00 1,274.4 1,509.4 -"" 119.8 400.0 -"" ...., .1.25x11. 1.250 11.875 2.00 ......-- - 1.700.0 400.0 1,300.0 1.000 ManuflPlne No .... 4.50 240.00 400.00 0.4384 19.44 2.25 0.00 661.7 1,509.4 -"" 82.7 400.0 -"" Ibs Ibs Ibs Ibs Ibs Ibs 14O.n 469.23 610.00 423.23 1.410.n 1,834.00 Ratio OK 360.00 540.00 1,200.00 900.00 1,560.00 1.440.00 360.00 540.00 1,200.00 900.00 1.560.00 1,440.00 Deflection OK DefIeclion OK LVL:5.25Ox11.815 5250 11.875 2.00 ......-. - 2,600.0 285.0 1,900.0 1.000 ManullPlne No I...., ~. 4x10 LVl:3.5(Xbct1.B1S 3.500 9.250 2.00 ......-. - 2.250.0 285.0 1,500.0 1.000 ManuflPlne No , n,... ..., ....."".,~._...... 21.00 7.50 54.00 180.00 72.00 240.00 16.000 0.5134 164.29 10.84 0.00 1,331.5 2.593.5 _OK 59.6 285.0 -"" 584.14 1,947.14 2,531.28 621.86 2.072.86 2,694.71 Deflection OK 126.00 420.00 5.000 622.00 2,073.00 5.000 3.500 11.875 2.00 Tnmloist- -.. 2.600.0 285.0 1,900.0 1.150 Manuf/Pine No 16.00 142.00 143.00 13.500 .... . . LVL:3.5OOr11.875 3.500 11.875 2.00 ......-- -.. 2,600.0 285.0 1,900.0 1.000 ManuflPine No J 6.00 24.00 80.00 ..- - -. ,.-. ..-....-- ...... . 2,167.00 3,613.00 6.~.... . . ."11". R~. 3.00 . . . 24.OCP.:..: 80.00 . . 1.108.0c)..... .... (116.00...... .. 3.000 ...... .~.. 0.7267 . .. ~.4265 ... _ _ 0.403G: g 81.20 ..:.11.'04.16'''....'' 0.00 I,... 4.98.. .. 7.81 . ... 0.O<<t....: 0.00 0.00.... :-85.68.... 1.626.9 1.266.3 1,041.6 2,238.7 2.969.2 2,584.5 _"" _"" _ox 125.4 70.4 87.9 285.0 327.8 285.0 saa.r OK se-- OK $beer OK 627.33 2,091.00 2.718.33 624.67 2,082.00 2.706.67 . . . . .. .. . 1,108.27 1.116.07 2,224.34 808.73 814.43 1.623.16 Deflection OK Deflection OK ~ -alO.OO -378.00 -378.00 3,991.00 5,627.00 9.818.00 Deflection OK n I."" TltIe: Prall Dsgnr: TlB Description: Job' 4011.21 Date: 4:12PM. 22 OCT 04 Scope : Rev: :iIJJD05 User:KW..Q606135.Vflr5.8.0.1~ (c)1983-2003 ENERCAlC : ,.- . Softwafe Timber Beam & Joist Page 1 R , ~t1.21:OCW:~~ 11 Description pg 6 I TImber Member Inf., .: . n Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. " ~ IIMW -- IIMX ... 01_ TImber SectIon S.125lc1D.5 "'" .... lSl.:4-1.75lrI1.8B Beam Width In 5.125 1.500 3.500 7.000 Beam Ilepth In 10.500 7.250 7.250 11.875 le: Unbraced length II 2.00 2.00 2.00 2.00 TImber Grade JcuglasRr, 24F~ -.... -"'- Truss _. Y4 ...... No.2 ......110.2 -.. Fb - Basic Allow psi 2,400.0 900.0 900.0 2,250.0 Fv . Basic Allow psi 240.0 180.0 180.0 285.0 Elastic Modulus ksi 1,800.0 1,600.0 1,600.0 1,500.0 Load Duration Factor 1.000 1.000 1.000 1.330 Member Type GluLam Sawn Sawn ManufJPine R;...."" , SlaIus No No ,No No I Center Span Data .J . .,... .-.. ..... . OM "_'~_'.~.'h' , ",.. __". Span II 18.00 7.00 9.00 24.50 Dead Load tIIft 48.00 16.00 118.00 live Load tIIft 240.00 80.00 85.00 152.00 I Results Ratio = 0.6207 0.5051 0.6214 0.2785 .-.......-, ....,. ... ....--- ........--..,. ._~ Mmax @ Center in-l< 139.97 7.06 22.23 136.86 @X= II 9.00 3.50 4.50 12.25 fb : Actual psi 1.486.3 537.0 ns.2 831.9 Fb:AIIowabIe psi 2.394.6 1,063.1 1.167.0 2,986.4 _OK _OK _01< _"" ..... . . fv:AcIuaI psi 65.3 38.6 42.4 .... ..... 30.9 . . . . Fv : Allowable psi 240.0 180.0 180.0 379.1 . . ...... ...... . . . _OK _01< _OK _OK ...... .. I Reactions . ...~. ...._~., -. ,". '... "'~~, . @ lelI End Ol Ibs 432.00 56.00 531.00 0.00 . . ..... . II Ibs 2.160.00 280.00 292.50 1,862.00 . . . ... . . . Max. OL +ll Ibs 2.592.00 336.00 823.50 1.862.00 .. . . . .. .. .. @ RigIlt End OL Ibs 432.00 56.00 531.00 0.00 ...... .... . . . LL Ibs 2.160.00 280.00 292.50 1,862.00 .. . .... . Max. Ol+lL Ibs 2,592.00 336.00 823.50 1,862.00 ...... . . .... o 0 .... I Deflections Ratio OK Dellection OK Dellection OK Delleclion OK .. .. .. J" . ... . . J ' . Cenler DL 0elI in -0.127 -0.011 -0.098 0.000 LJDeft Ratio 1,695.5 7,4f1T.0 1,102.6 0.0 Cenler II 0elI in -0.637 -0.057 -0.054 -0.641 LJDeft Ratio 339.1 1,481.4 2.001.7 349.6 Cenler TolaI Deft in -0.764 -0.068 -0.152 -0.641 location II 9.000 3.500 4.500 12.250 LJDeft Ratio 282.6 1,234.5 711.0 349.6 Title: Prall Dsgnr: TLB Descrtptlon : Sc:ope : R~~1 .. ""'" _'35. Vw5.80.1-Qoo.2Oll3 Timber Column Design Ic)1983-2003 ENERCAl.C:: .. Saha'W , " Description C8 col (heaviest Ioad- E5GR reaction) I Generallnfonnation Wood SectIon Prflm: 3.5x5.25 Rectangular Column Column Depth 525 In WJdIh 3.50 In Manu! Job' 4011.21 0a1e: 2:37PM. 26 OCT 04 2~ 4011.21.~~~ ," ~.~ Code Ref: 2001. NOS, 2003IBC, 2003 NFPA ~. Base alJowables are user defim!d'.' Total Column Hetgh1 9.00 It Le XX for Axial 9.00 It Load Duration Factor 1.15 La YY for Axial 9.00 It Fe 1,600.00 psi Lu XX for Bending 9.00 It Fb 2,900.00 psi E - Elastic Modulus 2.000 ksi Truss Joist - MacMillan, ParaDam 2 I Loads AxIal Load E' ....,. ~ :,..-~" Dead Load 4,245.00 Ibs O.oooln I Summary I lhIRLOAd 7,073.00 Ibs fc:~"'f"."^,,,,"-:ion Fc:_ Using: Pr1lm: 3.5x5.25, Width= 3.50in, Depth= 5.25in, Total Column Ht= 9.00f! ~+U m+u+~ 615.95 psi 615.95 psi 798.46 psi 813.53 psi tbx : Flexural F'bx:_ 0.00 psi 2.864.14 psi I. .,,,,..;..1 Value I Stress Details 0.7714 Fe:x"X Fc:Y-Y Pc : Allowable Pc:AIJow' Load OUr Fador Pbx Pbx . Load Ouratlon Factor 798.46 psi 1,327.80 psi 798.46 psi 813.53 psi 2,864.14 psi 3,285.99 psi 0.00 psi 3,285.99 psi 0.7571 For Bending Slnlss Cales... Maxk"Lu/d Aclual k"luJd MIn. Allow k"Lu / d Cf:Bendlng Rb: (Led/1t'2l'.S For AxIaI_ Calcs.... Cf: Axial Axial x-x k Lu / d Axial Y-Y k Lu / d Shftrt Tenn Load 0.00 Ibs Column OK Dl+ST 231.02 psi 813.53 psi 0.00 psi 3.285.99 psi 0.2840 ... . . . . '. . ..,. ..... . ...... . 50.00 22.12 11.00 1.eGG . . . 9.229 . . . . . .. .. . ...... . . .. ...... . . .. .. 1.QM.. . 30.88'.. 20.~ :-: .. . .,.~ .. ... o . , ...~.~..1{. . . .. ...... . . .. ...... . . .. .. .... . . . .... ...... . . .... I ~~135.Vet5.8.~-1~~--- Ic)1983-2003 ENERCAlC E -.. . Software .. I Description 8M W support I Generallnf . ,', : on Wood Section Rectangular Column Column Depth Width Sawn I Loads AxIal Load Ea:entricily f, Summary "., O.OOOIn FIe;. ~. ~ TItle: Pratt Dsgnr: TlB Description: Job #4011.21 Dal8: 4:12PM, 22 OCT 04 Scope: Timber Column Design ",' "". _.._ ... ~l1~~~~~~,';J Code Ref: 2001 NOS, 2003 IBe, 2003 NFPA 5000' ~ allowables are user d~~. , Total COlumn Height 9.00 tt Le XX lor AxIal 9.00 II LoadOurationFactor 1.15 LeYVlorAxlaI 9.0011 Fc 1,350.00 psi Lu XX lor Bending 9.00 II Fb 900.00 psi E - EIaslic Modulus 1,600 ksI Douglas Fir - Larch, NO.2 4><6 5.50 in 3.50 in Dead Load 432.00 Ibs Using: 4x6, Width= 3.50in, Depth= 5.50in, OL+LL 134.65 psi 462.32 psi Ie : Compression Fc : Allowable lb. : Flexural Pbx : AUowable ln1eracllon Value I Stress Details Fc : X-X Fc:Y-Y Pc : Allowable Pc:AlIow. Load OUr Factor Pbx Pbx . Load Duration Factor 0.00 psi 1.159.95 psi 0.2912 462.32 psi 931.42 psi 462.32 psi 468.66 psi 1.159.95 psi 1,331.90 psi g . iVR Load 2.160.00 Ibs Short Tenn load 0.00 Ibs Column OK Total Column Ht= 9.0Oft DL+U+ST 134.65 psi 468.66 psi DL+ST 22.44 psi 468.66 psi 0.00 psi 1.331.90 psi 0.00 psi 1.331_90 psi 0.2873 0.0479 ..... . . .tJ... ,. ~ "'._. .JJ:. . : .. .... . . . . FOr BendIng sinss c..1CS.:.. Max k*Lu I d Actual k*Lu/d Min. Allow k*Lu I d Cf:Bending Rb:(Led/b"2)^.5 For AxIal StrMs Cales... Cf : AxIal AxIal X-X k Lu I d AxIal Y-Y k Lu I d ,-~~_.- ...... . ...... . . .. ...... . . .. .. 9.446 .... . . . .... ...... . . .. ......1.100. ..... ......30.86 .... 19.64.. :.: .. . ...... . . .... TItle : Pratt Osgnr: TUl Description : Job. 4011.21 DatIl: 4:12PM. 22 OCT 04 ~ Scope: General Footing Analysis & Design eg, C10 Page 1 II 4011.21.ecw:~J1 1,013.0 psi 1.330 3 Code Ref: AC.131~. 1997 UBC, 2003IBC, 2003 NFPA 5000 ~ Dimensions... Wldth along X~ Axis - length along Y -Y Axis Footing Thickness Col Dim. Along X~ Axis Col Oim. Along Y-Y Axis Base - , : ,~'-.J HeigIlt 3.500ft 3.750ft 12.00 in 6.00 in 6.00 in 24.000 in 2,500.0 psi 60,000.0 psi f45.00 pel 0.00 psi Min S1eel % Rebar Center To Edge OIslance 0.0014 3.00 in , "~ 4.521 k 6.798 k k C~RntatlqI)mnY-'( Axis (pressURlS @ left & right) k-ft k-ft k-ft c~ Romtlqn,l/Oid Y-'( ~ (pressuRlS @ left & righ1) k k k ...ace along X-X Axis ...ace along Y- Y Axis 0.000 in 0.000 in C"",!- RoIaIion aJ>out 15-x J.m (pressuRlS @ top & bot) k-ft k-ft k-ft C",oJ- Rmatk>Q aJ>nul15-~ (pressURlS @ top & bot) k k k Footing Design OK 12.0in Thick, wI Column Support 6.00 x 6.001n x 24.01n high !&!.l. pL +l!- +5;1' A9!!i!I Allowablol 1,012.9 1,012.9 psi Max Mu 1.609 1.013.0 1,347.3 psi Required Steel Area 0.259 0.000 in 0.000 in Shear Stresses.... llll Vn.~ 0.000111 0.000111 I-Way 11.364 85.000 psi , 0veI1um1ng 1.500:1 2-Way 29.362 170.000 psi , 0veIlum1ng I l ~ ACI C-3 VlJ .f'Ili Bpsf 25.69 psi 6.65 psi 170.00 psi ZpsI 6.38 psi 2.15 psi 85.00 psi ZpsI 8.38 psi 2.15 psi 85.00 psi BpsI 10.02 psi 2.56 psi 85.00 psi BpsI 10.02ps1 2.56 psi 85.00 psi l IIl<l..l<:Z ~ Rulf'l1i &L RAft'd 4k-ft 1.38k-ft 0.35 k-ft 21.1 psi 0.26102 perft 4k-ft 1.38k-ft 0.35 k-ft 21.1 psi 0.26 in2 perft lk-ft 1.59k-ft 0.41 k-ft 24.8 psi 0.26 in2 perft lk-ft 1.59k-ft 0.41 k-ft 24.8 psi 0.26 io2 perft Job. 4011.21 DatIl: 4:12PM. 22 OCT 04 Page 2 R 4011.21,~~:~~ Bottom 1,012.92 psf 1,012.92 psf 1,573.48 psi 1,410.36 psi 440.51 psf '''"Fador 10' seisinlC l" Factor lot seismIC .... . . . . . . ...... . ...... . . . . .. .. . ... . . . .. ...... . . .. ...... . . .. .. .... . . .... . ... . .. .. . 1.400 . ~ 0.900 ...7 ~ ')\ ij ..... . . ..... ...... . . .. ...... . . .. ..... . . . .. .. .... . . . .... ...... . . . ... KeY: 580001 User: KW-0605135. Vet 5.8.0, 1-Dec.2003 le)1~2003 ENERCAlC u..,;._b.... Softwa-e Description footing for C13 I General Infonnatlon _ SoD Bearing Short Tenn lnaease Seismic ZOne live & Shott Tenn Combined fc Fy ConcretIl Weight 0veIbutden Weight I Loads AppOed v..- LoacL_ Dead load live load Shott Tenn load AppIIecI M_.. Dead load live load ShottTenn AppIIecI SMars... Dead load lMlload Short Tenn TIlle: Platt Dsgnr: TLB Descrlptlon : 0'.., Job II 4011.21 Date: 4:12PM. 22 OCT 04 Code Ret ACIJ1s.m, 1997 UBC, 2OO31BC, 2003 NFPA 5000 ~ DImensIons... Width along x-x Axis length along Y-Y Axis Fooling Thickness Co! Dim. Along X-X Axis Co! Dim. Along Y- Y Axis Base Pedestal Height Scope : General Footing Analysis & Design 1,000.0 psf 1.330 3 2,500.0 psi 60,000.0 psi 145.00 pet 0.00 pst Mln Steel % Rebar Center To Edge Oistance 1.870k 5.630 k k c",,- RoIatl2n mot v-v p,m (pressures @ left & right) k-ft k-ft k-ft c"'JdA" R""",!>l' P'lPI.~ y-y Am (pressures @ left & right) k k k ...ea: along X-X Axis ...ea: along Y-Y Axis 0.000 in 0.000 in Creatas R_ _boutx-xp,m (pressures @ top & boll k.ft k-ft k-ft Cm~ Rotmio,!! RPmI ~-x ~ (pressures @ top & boI) k k k I Summary I 2.500 x 4.00ft Footing, 12.0in Thick, wI Column Support 6.00 x 6.00in x O.Oin high .... . . ~ pL+U+ST ~ . Max SolI Pressure 895.0 895.0 pst Max Mu 1't8O& . . Allowable 1,000.0 1,330.0 pst Required Steel Ate_ . "X' Ece, of Resuftant 0.000 in 0.000 in ". ~hear .).,..........."'"'".... ll!I. . "Y' Ece, of Resuftanl 0.000 in 0.000 in 1-Way 11.813. . X-X MIn. Stablfdy Rallo No o.ertumlng 1.500:1 2-Way 19.oM . Y-Y MIn. StabIBly Rallo No OverturnIng ...... . . I Footln~1 Desl,gln ...... . '" .. 51-. Forces ACI~1 ~ ACI C-3 Vn . phi .. .. -r-way Shear 19.08 psi 16.44 psi 2.63 psi 170.00 psi One-Way Shears... Vu @ Lafl 2.66 psi 2.29 psi 0.36 psi 65.00 psi Vu @ RIght 2.66 psi 2.29 psi 0.36 psi 85.00 psi Vu@Tap 11.91 psi 10.27 psi 1.69 psi 85.00 psi Vu @ Bottom 11.91 psi 10.27 psi 1.69 psi 85.00 psi 1Iom.n~ ACI~1 ~ ~ Ru I Phi MIl@Lafl 0.61k-ft O.52k-ft 0.08 k-ft 8.4 psi MIl @ RIght 0.61k-ft O.52k-ft 0.08 k-ft 8.4 psi Mu @ Tap 1.87k-ft 1.61k-ft 0.26 k-ft 25.6 psi MIl @ Bottom 1.87k-ft 1.61k-ft 0.26 k-ft 25.6 psi .._,. ~~.~,:~1;~~~~J 2.500ft 4.000ft 12.00 in 6.00 in 6.00 in 0.000 in 0.0014 J.OOin _..,.__.J Footing Design OK .el .. , . ..' .. . . '. .. ADtWIM .. . .. 0.259 .. .... , . .. Vn . Phi .. .... ~.eQO Osi , . .. .. 170.000",,1 .... . ......... - ..,. . . ...T. . .....11 . . ... . . . . . .... .. . As Reo'd 0.26 in2 per ft 0.26 in2 per ft 0.26 in2 per ft 0.26 in2 peril T11/8 : Prall Dsgnr: TlB Descrtptlon : Scope : Rew: 560001 User: KW-0608135. V. 5.8.0. 1-Dec-2003 .v,.-....---.ENERCALC: .'. Software General Footing Analysis & Design Description footing forC13 I Soil Pressure Summary ServIce load SOU Pressures DL+U DL+U+ST FacIonld Load SoIl Pressures ACI Eq. Col 1.421.90 ACI Eq. Co2 1,253.00 ACI Eq. C-3 298.80 I ACI Factors (per AC1318-02, applied internally to entered loads) ACI Col & Co2 DL 1.400 ACI Co2 Gmup Factor ACI Col & Co2 LL 1.700 ACI C-3 Dead load Factor ACI Col & Co2 ST 1.700 ACI C-3 Short Term Factor ....seismic = ST . : 1.100 Used In ACI Co2 & Co3 Left 895.00 895.00 Right 895.00 895.00 1,421.90 1,253.00 298.80 Top 895.00 895.00 1,421.90 1,253.00 298.80 Job . 4011.21 Da1B: 4:12PM. 22 OCT 04 '5'3 ~,1~2::~;~_~ Boltom 895.00 psi 895.00 psi 1,421.90 psi 1,253.00 psi 298.80 pst 0.750 0.900 1.300 Add"l"1.4" F8ctor lOr seismiC Add") "0.9" Factor for seismiC .... . . . . . . ...... . ...... . . . . .. .. . ...... . . .. ... . . . .. .... . . .... . ... . .. .. . .. .... . . .. .. _....J .g 1.400 0.900 ..... . . ..... ...... . . .. ...... . . .. ..... . . . .. .. .... . . . .... ...... . . .... I Rev: 580D01 User. KW-0606135. VetS.8.0, 1...Qec...2003 (c)19B3-20D3 ENERCAlC.;;.~ I "Softw;we Description footing for C5 I Generallnfonnation Allowable SOU Bearing Shott Term Increase Seismic Zone Live & Short Term Combined rc Fy ConaeIB Weight Overburden Weight I Loads Applied VIlftIcaI Load... Dead Load Live Load Short Tenn Load ApplIed r . ., Dead Load Live Load Short Tenn ApplIed Sheara._ Dead Load Live Load Short Term . TIlle: Prall Dsgnr: TlB Description: JobtJ4011.21 Da18: 4:13PM. 22 OCT 04 3l( Code Ref: AC1318-ll2, 1997 UBC. 20031BC, 2003 NFPA 5000 ij Dimensions... Width along x-x Axis Length along Y - Y Axis Footing Thickness Cot Dim. Along X-X Axis CoI Dbn. Along Y - Y Axis Base Pedestal Height Scope : General Footing Analysis & Design 1,000.0 pst 1.330 3 2,500.0 psi 60,000.0 psi 145.00 pet 0.00 pst MIn StIleI 'lIo Rebar Center To Edge Olstance 2.054 k 4.023 k k ~ RolJoti!!n ~ v-v Allis (plessures @ left & right) k~ k~ k-ft C.......-R~n~y_V~ (pressures @ left & right) k k k ...ace along X-X Axis ...ace along Y-Y Axis 0.000 in 0.000 in c....."", Rolatiof! a""'ot )!_X p..k (pressures @ top & bot) k-fl k-fl k-fl C""'1'" R"""",!! aJ>nut )!-l!.&!!! (pressures @ top & bot) k k k Summary 1\ 2.500 x 3.000 Footing, 12.0in Thick, wI Column Support 6.00 x 6.00in x 24.0in high .... . . Q!.!b!. pL +1A +ST ~ . Max SoD Pressure 964.9 964.9 pst Max Mu 1~.. Allowable 1,000.0 1,330.0 pst Required S1ee1 Area . ")(' Ecc, 01 R8suIIanI 0.000 in 0.000 in Shear S1rllsses.... Vu "Y' Ecc, 01 R8suIIanI 0.000 in 0.000 in 1-Way 6:a&I . . . X-X MIn. SIabi6Iy Ratio No o.ertuming 2-Way 14.4M . 1.500:1 Y-Y MIn. StaIliIity Ratio No OverturnIng ...... . . I FootinA Design ...... ACIc....3 " .. SMarFan:es AqP-t ~ Vn . P!1l .. T-Way Shear 14.50 psi 12.57 psi 2.73 psi 170.00 psi Onft.Way Sheanl... VU@L.eII 2.88 psi 2.48 psi 0.53 psi 85.00 psi VU C!l RIght 2.88psi 2.48 psi 0.53 psi 85.00 psi VU @Top 6.00 psi 5.25 psi 1.14 psi 85.00 psi VU @ Bottom 6.00 psi 5.25 psi 1.14 psi 85.00 psi ACI 1<-1 ~ ~ RuiPhi MuC!lL.ell O.65k-ft 0.57 k~ 0.12 k-ft 9.0 psi Mu @ RIght O.65k-ft 0.57k-ft 0.12 k-ft 9.0 psi Mu@Top 1.02k-ft O.89k-ft 0.19 k-fl 14.0 psi Mu @ Bottom 1.02k-ft O.89k-ft 0.19 k-ft 14.0 psi Page 1 I 401':21,.~CaIculatiom, U 2.5OOft 3.0oofl 12.00 in 6.00 In 6.00 in 24.000 in 0.0014 3.00 in .__J Footing Design OK .., .. , . ... .. . . AiLMllbV ..< ... . .. 0.259 .. ,... . .. Vn-Phi .. ,... , . .. .. 89!aqjI IZsi 170.llOO'psi .... . - . . 1M . "If. ,.,,,,,,, . . . .... . ... . .. .. . As Rea'll 0.26 in2 perfl 0.26 in2 per fl 0.26 in2 per fl 0.26 in2 pert! T1Ue : Prall Osgnr: TlB OescrIpUon : Scope : R8V::J60001 User.: KW-06DB135. Vet 5.B.O, 1...()ec-2Q03 (c)l983-2003 ENERCALC E ~ ,Software General Footing Analysis & Design Description footing for C5 I Soil Pressure Summary _load SolI Pressures Dl+LL OL+LL+ST Fadonld load SolI Pressures ACI Eq. C-l 1,511.83 ACl Eq. C-2 1,337.37 ACI Eq. C-3 378.98 I ACI Factors (per AC1316-02, appIled inlernally 10 _ loads) ACI C-l & C-2 DL 1.400 ACl C-2 Group Factor ACI C-l & C-2 LL 1.700 ACI C-3 Dead load Fector ACI C-1& C-2 ST 1.700 ACI C-3 Short Term FacIor ....seismic = ST.: 1.100 Used inACI C-2 & C-3 l.81l 964.93 964.93 Rlgh1 964.93 964.93 1,511.83 1,337.37 378.98 Top 964.93 964.93 1,511.83 1,337.37 378.98 ,. ./ Job'4011.21 Date: 4:13PM, 22 OCT 04 Page -4011.21.ecw:"'.w." Bottom 964.93 psf 964.93 pst 1,511.83 ps1 1,337.37 ps1 376.98 pst 0.750 0.900 1.300 Adcf'I "1.4" Factor far Seismic Add"1 "0.9" Factor far Seismic .... . . . . ...... . . . . .. .. . ...... . . .. ...... . . .. .. . . ...... . ... . . . .. .... . . .... . ... . .. .. . 2y ~ ~ Q 1.400 0.900 ..... . . ..... ...... . . .. ...... . . .. ...... . . .. .. .... . . . .... ...... . . .... I RI!IY: 58lXI01 User: KW-OOQ6t35, Vets.aD. 1-Dec-2003 !c)1983-2003 EHERCALC I: ." "' Software - , Description footing for C1 I Generallnfonnation ADowabIe SoD Bearing Short Term Increase Seismic Zone Uve& Sholl Term C. ,.: ,.,1 fc Fy Conael8 Welg/lt OVerburden Welg/lt I Loads Applied V_ Load... Dead load Uve load Short Term Load Applied MornenIB... Dead Load Uve Load Short Tenn Applied s-.s.- Dead load Uve load Sholl Term TlUe : Pratt Dsgnr: TLB OescrIptlon : Job . 4011 ,21 Qa1B: 4:13PM. 22 OCT 04 3lP Code Rot ACI31~: 199~ ~,~~,' ~:~~~:~~,3,_NFPA,5000,j Dimensions... Width along X~ Axis Length along Y-Y Axis Footing Thickness Co! Dim. Along X~ Axis CoI Dim. Along Y- Y Axis Base Pedestal Height Scope: General Footing Analysis & Design 1,000.0 pst 1.330 3 2.500.0 psi 60,000.0 psi 145.00 pet 0.00 pst MID Steel 'llo Rebar Center To Edge Distance "..., ,,~.~~.,~.1.~~~.~~J 3.5OOft 3.5OOft 12.00 in 6.00 in 6.00 in 24.000 in 0.0014 3.00 in -~- --..--"'" ij 3.991 k 5.827 k k ,Cmptes R~ ,1!.O!d v-v ~ (pressures @ left & right) k-ll k-ll k-ft ~ Rm.fi2n l'I!.O!d y-y p.m (pressures @ left & right) k k k ...ace along X~ Axis ,..ace along Y-Y Axis 0.000 in 0.000 in 'Summary , Footing Design OK 3.500 x 3.50f! Footing, 12.Oin Thick, wI Column Support 6.00 x 6.00in x 24.0in high Cn>aJM R_ about x-x Axis (pressures @ top & boll k-ft k-ll k-ll g....,... Rotation a!JouI.l$-X Axis (pressures @ top & boll k k k .... ~ DL +LL +ST Actuf.1. . . Max SoD Press"", 952.4 952.4 pst Max Mu 1...w. . . ~Ie 1.000.0 1.330.0 pst Requinld Steel Anla . "X' Ecc. of ResuIIanI 0.000 in 0.000 in Shear Stresses.... l!!I -yo Ecc. of ReslllIant 0.000 in 0.000 in l-Way 8~1. . . X-X Min. SIabIIIIy RatIo No Ovef1uming 1.500:1 2-Way 24._ . Y-Y Min. SIabIIIIy RatIo No Overturning .'!"! I Footin~1 Desll~n \,"', I , s__ Q.!a ~ ACIC-q Vn*.f'I:ti .. .. Two-Way Shear 24.95 psi 21.99 psi 5.75 psi 170.00 psi One-Way Shears... Vu @ left 8.84 psi 7.79ps1 2.04 psi 85.00 psi Vu @ RIght 8.84 psi 7.79 psi 2.04 psi 85.00 psi Vu@Top 8.84 psi 7.79 psi 2.04 psi 85.00 psi Vu @ BolIom 8.84 psi 7.79 psi 2.04 psi 85.00 psi Mon_lb. Q.!a ACI c" Md.ld Ru/Phi Mu@left 1.43k-ll 1,26k-ll 0.33 k-ft 19.6 psi Mu ell RIght 1.43k-ft 1,26k-ft 0.33 k-ll 19.6 psi Mu@Top 1.43k-ll l.26k-ll 0.33 k-ll 19.6 psi Mu @ BolIom 1.43k-ll l.26k-ll 0.33 k-ll 19.6 psi ... ., . oo oo . . .. ,... AI_ , . - oo 0.259 .. .... , . .. Vn*Phi .. .... &5.IlOO.... , . 170.oc1Q.4s; .. oo .... . .... . l . . .. . . "'..'~ . . oo. . . . . . .... oo . ~R""'d _ 0,26 in2 per ft 0.26 in2 pe, Il 0.26 in2 per ft 0.26 in2 peril TIlle : Pratt Dsgnr: TlB DescrlpUon : Scope : ..-. 580001 User. KW-0606135. V.. 5.8.0. 1-Dec-2003 Ic)198J..2003 ENERCALC E.,.i, . . , ~,Software General Footing Analysis & Design DesCription fooling for C1 I Soli Pressure Summary SeMce Load Soil Pressures DL+LL Dl+LL+ST Faclofed Load SoD Pressures ACl Eq. C-l 1,476.04 ACI Eq. C-2 1,325.06 ACI Eq. C-3 423.n I ACI Factors (per AC1318-02, appfled in\emaJly to entered loads) ACI C-l & C-2 Dl 1.400 ACI C-2 Group Fador ACI C-l & C-2 LL 1.700 ACI C-3 Dead Load Factor ACI C-l & C-2 ST 1.700 ACI C-3 Short Term Factor ....aetsmle = ST . : 1.100 Used in ACI C-2 & C-3 Left 952.39 952.39 Right 952.39 952.39 1,476.04 1,325.06 423.n Top 952.39 952.39 1,476.04 1,325.06 423.72 Job1J4011.21 Data: 4:13PM. 22 OCT 04 37 ,,~..u .~,~~~.,~l.~~~~ti~,~ Bottom 952.39 pst 952.39 pst 1,476.04 pst 1,325.06 pst 423.72 psf 0.750 0.900 1.300 Add"1"1.4" Factor iOi seiSini.: Add"1 "0.9" Factor for seismic .... . . . . . . ...... . ...... . . . . .. .. . ... . . . .. ...... . . .. .... . . .... . ... . .. .. . ...... . . .. .. _.__J ,..J 1.400 0.900 ..... . . ..... ...... . . .. ...... . . .. ...... . . .. .. .... . . . .... ...... . . .... _58OllO1 User. KW-0606135. V.5.8.0. 1..0e0.2003 (cI19B3-2003 ENERCALC : ..: . SdtMn 1lU8 : Prall Dsgnr: TUl Des. "". Scope: Description footing for C8 General Footing Analysis & Design I Generallnfonnatlon AIIow8ble sou Bearing Short Term lnaease Selsmic Zone live & Short Term Combined fc Fy Conaete Weight OverlJurden Weight I Loads Applied VerlIcaI Load... Dead Load live Load Short Term Load ApplIed 1Ioments... Dead Load live Load Short Term Applied S........... Dead Load live Load Short Term . Summary I 4.000 x 4.50fl Footing. Max Soil Pressure AIIow8bIe "X' Ecc, of Resultant "Y' Ecc, of ResuDanl x-x MIn. SlabIIIty Ralio y-y Mill. SlabIIIty Ralio I Footing Design , Shear_ T-.way Shear On&-Way She8ra... VU@lBft VU @ RIght VU @ Tap VU @ Bottom M"",renta Mu@lBft Mu @ RIght MIl @ Top Mu@BoItom Yo Job'4011.21 Dale: 2:39PM. 26 OCT 04 ~1.21.~~ t' 1...1 1,000.0 psI 1.330 3 Code Ref: ACI 318-02. 1997 UBC. 2OO31BC. 2003 NFPA 5000 I 01.,........-.,.....1-. 2,500.0 psi 60.000.0 psi 145.00 pel 0.00 psf 4.240 k 7.070 k k C"""", Rotatio.!> ,!toy! y-y ~ (pressul1lS @ left & right) k-ft k-ft k-ft em,.,.,. RotRtIQn Jlboul Y- Y Axis (Pressul1lS @ left & right) k k k WIdth along X-X Axis Length aJong Y-Y Axis Footing Thickness CoI Oim. Along X-X Axis CoI Dim. Along Y-Y Axis Base Pedeslal Height Min Steel 'lIo Rebar Cen1Br To Edge Distance ...ecc along x-x Axis ...ecc along Y-Y Axis 4.000 It 4.500 It 12.00 in 6.00 in 48.00 in 24.000 in 0.0014 3.00 in J O.DOOin 0.000 in c~ Rotation Rpotlt x-x Axis (Pressul1lS @ top & bot) k-It k-It k-ft Cm"l- Rot_I! "!><>"" ~_x Am (pressul1lS @ top & boI) k k k 12.0in Thick, wI Column Support 6.00 x 48.00in x 24.0in high ~ 805.6 1,000.0 0.000 in 0.000 in No OVerturning No Overturning pL+LL+~ 805.6 psf 1.330.0 psf 0.000 in 0.000 in 1.500:1 Footing Design OK ... ., . .. .. .... . 0 0 ~. f .. :..: l,~~k"perlt' .. . O.259in2perl. :..: .. Max Mu Required Steel Area Shear Stresses.... 1.JN0Iy 2.JN0Iy VU '10~. . . 9.664 . ACI C-3 v~oPN ' ..11l ~ ~ .. .. 9.65 psi 8.15psi 1.96 psi 125.00 psi 10.20 psi 8.82 psi 2.11 psi 65.00 psi 10.20 psi 8.82 psi 2.11 psi 85.00 psi 0.00 psi 0.00 psi 0.00 psi 85.00 psi 0.00 psi 0.00 psi 0.00 psi 85.00 psi ACI C-t ~ !\oCI C-3 Bl!.1.flli 1.60k-ft 1.35k-ft 0.32 k-ft 21.9 psi 1.60k-ft 1.35k-ft 0.32 k-ft 21.9 psi O.03k-ft O.03k-ft 0.01 k-ft 0.4 psi O.03k-ft O.03k-ft 0.01 k-It 0.4 psi Vn . Phi .... .. , 0 .. .. .... . &a.llOOjISi 125.0lfQ.4si .I!": .... o 0 o , .. 0 .... . o 0 .... . ... 000 .. 0 ~ Reo'd . 0.26 in2 per It 0.26 in2 per It 0.26 in2 per It 0.26 in2 per It Tltla: Pratt Dsgnr: 11.8 Description : Scope: lj_ 5B0001 User. KW-0606135. Vet 5.ao, 1~2003 (clll9B3-20D3ENL=:Rr:Al.C::: ,:. ,_ , I Scftw;a..a . I _. Description fooling for C8 General Footing Analysis & Design Page 2-n 4011.21.ecw:Cak:u&ations, U I Soli Pressure Summary Service Load Soil Pressures DL+LL DL+LL+ST Factollld Load SolI Pressures ACI Eq. C-1 1,245.61 ACI Eq. C-2 1,082.67 ACI Eq. C-3 342.50 I ACI Factors (per AC1318-02. appJIed internally to a_loads) ACI C-1 & C-2 OL 1.400 ACI C-2 Group Factor ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor ACIC-1&C-2 ST 1.700 ACIC-3ShortTermFector ....seismic = ST . : 1.100 Used in ACI C-2 & C-3 Left 805.56 805.56 RIght 805.56 805.56 1,245.61 1,082.67 342.50 Top 805.56 805.56 1,245.61 1,082.67 342.50 .....'''-.1 Job.4011.21 0eI8: 2:39PM. 26 OCT 04 . .,,, Bottom 805.56 pst 805.56 pst 1,245.61 pst 1,082.67 pst 342.50 pst 0.750 0.900 1.300 Add"l "1.4" Factor for seismic Add"! "0.9" Factor for Seismic .... . . . . ...... . . . . .. .. . ...... . . .. ...... . . .. .. . . ...... . ... . . . .. .... . . .... . ... . .. .. . j u 1.400 0.900 ..... . . ..... ...... . . .. ...... . . .. ...... . . .. .. .... . . . .. .. ...... . . .... , TItle: Prall Dagnr: TlB Description: Job'4011.21 Date: 4:13PM, 22 OCT 04 4i Scope : "",,5llllOO1 u.er.KW......,35.V"~.~I__2003 General Footing Analysis & Design {c)19B3-2003ENERCALC -: .,' '. Software Description exterior strip footing @ 3 ... . ". . ~1~~.~:;~~ ~ I Generallnfonnatlon _ SolI Bearlng Short Tenn lnaease SeIsmIc Zone Uve& ShortTenn ~ fc Fy ConcnlIe Welgl1t Ovelbwden WeIgI1l I Loads AppIIecI V...- Load- Dead load Uve load Short Term Load Applied __.. Dead Load Uve Load ShollTenn Applied sman.... Dead load Uve load ShoIlTenn Code Ref: ACI318-02, 1997 UBC. 2003 IBC, 2003 NFPA 5000. g Dimensions... Width elong X-X Axis length along Y - Y Axis Footing: :,:.:..."~ Co! Dim. Along X-X Axis Co! Dim. Along Y- Y Axis Base Pedestal Height MIn Steel " Rebar Center To Edge Distance 1,000.0 pst 1.330 3 2.500.0 psi 60,000.0 psi 145.00 pel 0.00 pst 0.498 k 0.610 k k C~ ~i'!RJIY-Y J1uds. (PrassURlS @ left & right) k-ft k-ft k-ft Creates RoIDtion a!J$l!d Y-Y ~ (prassuRlS @lletl & right) k k k ...ace along x-x Axis ...ecc along Y-Y Axis 1.5OOft 1.000ft 10.00 in 6.00 in 12.00 in 24.000 in 0.0014 3.00 in --~ 0.000 in 0.000 in CfBl!\e!l Rotatioo:! a!x>ul x-x Axis (pressures @ lop & boll k-ft k-ft k-ft CIeaj89 Rotatioo:! a!x>ullS-li./Im (pressures @ top & boll k k k DL+Ll.+S"{ .... Qbtl,b ~. Max SolI Pressure 956.2 956.2 pst Max MIl 0.61. Allowable 1.000.0 1,330.0 pst Required SleeI Area ...... "X' Ecc, 01_ 0.000 In 0.000 In . ...,. Ecc, 01 ResuIIanl 0.000 in 0.000 in Shear Stresses.... Vu l-Way 0.000 . X-X Min. SlabIIiIy Rallo No OVertuming 1.500:1 2.JNay ~~ . . Y-Y MIn. SlabflIIy Rallo No Overturning ...... I Footing Design .. ~ .. SMar"- aW<:1 &.<;:Z vft.* .PM . . oo oo Two-Way Shear 1.24 psi 0.99 psi 0.29 psi 170.00 psi On<HVay Shea..... Vu@Lell 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu@Tap O.OOpsi 0.00 psi 0.00 psi 85.00 psi Vu @ BotlIlm 0.00 psi 0.00 psi 0.00 psi 85.00 psi I aw<:1 ~ ACI C-3 !lILLfl!i MIl@Lell 0.16k-ft o.13k-ft 0.04 k-ft 3.7 psi MIl @ Right 0.18k-ft 0.13k-ft 0.04 k-ft 3.7 psi MIl@Tap O.OOk-ft O.OOk-ft 0.00 k-ft 0.0 psi MIl@_ O.OOk-ft O.OOk-ft 0.00 k-ft 0.0 psi I Summary I Footing Design OK 1.500 x 1.000 Footing, 10.0in Thick, wI Column Support 6.00 x 12.00in x 24.Oin high ..... . . ..... 1lnwaft~ ...... . . . oo 0.216 ..l... . Vn . Phi oo 85.000 ,psi oo ,... . 1~1l.~t"'i .. oo .... . .... ~. .... . . .'" ...... . ... . . . . . .... oo . As Rep'd 0.22 in2 per ft 0.22 in2 per ft 0.02 in2 perft 0.02 in2 per ft . T1tle : Prall Osgnr: TLB DescrIption : Scope : Rev: 5BD001 u_ KW<l606'35. Vw 5.ao. .......2003 General Footing Analysis & Design (c)t9B3-2003ENERCALC: ,:, . Software Description exterior strip footing @ 3 I Soil Pressure Summary Service Loed SoH PressuIllS DL+Ll. DL+Ll.+ST Faclored Load SoH PressuIllS ACI Eq. C-l 1,460.63 ACI Eq. C-2 1,203.30 ACI Eq. C-3 407.55 I ACI Factors (pet ACI 318-02, applled Internally to entered loads) ACI C-l & C-2 DL 1.400 ACI C-2 Group Factor ACI C-l & C-2 Ll. 1.700 ACI C-3 !lead Load Factor ACI C-l & C-2 ST 1.700 ACI C-3 Short Term Factor ....seismlc ~ ST . : 1.100 Used in ACI C-2 & C-3 Left 956.17 956.17 Right 956.17 956.17 1,460.63 1,203.30 407.55 Top 956.17 956.17 1,460.63 1,203.30 407.55 Job # 4011.21 Date: 4:13PM. 22 OCT 04 ~~12'~~~~. ,: 2~ J ......".. .J Bottom 956.17 psf 956.17 psi 1,460.63 psi 1,203.30 psf 407.55 psi 0.750 0.900 1.300 Add'1"1.4" Factor tor SeiSmic Add"1 "0.9" Factor for Seismic '_" J 1.400 0.900 ..... . . .... ..... . . . . ...... . . ...... . . . ...... .. . ...... . . .. . . ...... . . . . . . ... .. .. .. . . . .. ...... .... . . . .. . .... . ...... . . .... . . .... ...... .. .. . ... . . . . . .... .. . . TItle: Prall Dsgnr: Tl.B Description : Scope : I Rev: 580001 ~~';"37.l:ltt"".~~-... General Footing Analysis & Design Description interior strip footing @ C.3 I Generallnfonnatlon Allowable SoD Bearing SholtTenn Inaease SeIsmic Zone LNe& ShortTenn C." ~",J tc Fy ConcnltIl Weight Overbwden weight I Loads AppIled V8rlIc:aI Load... Dead Load lMl Load Short Term Load Applied MomentB... Dead Load lMl Load Short Term AppUed S_..... Dead Load lMl Load Short Tenn Code Ret ACI318-02. 1997 UBC, 2003IBC, 2003 NFPA ~" DImensIons_ WIdth along X-X Axis l.engtll along Y-Y Axis Fooling T: " ~.",".J Co! Dim. Along X.X Axis CoI 0Im. Along Y-Y Axis Base Pedestal Height 1,000.0 pst 1.330 3 2,500.0 psi 60,000.0 psi 145.00 pet 0.00 pst Min Steel 'lIo Rebar Center To Edge llislance 0.437 k 0.813k k Creates R~ i>1/O\d 't.y p.m (pressures @ left & right) k-II k.1I k.1I Cm;>tes '3!ll!!ll2n f!1o!II y. Y p.m (pressures @ left & right) k k k ...ecc along X-X Axis ...ecc along Y-Y Axis Cr8aJe5 R"""",,, alx>ut ~_x ~ (pressures @ top & bot) k-ft k-ft k.1I CreaJaA RoIallnn aJ>out l!~ ~ (pressures @ top & boI) k k k . Summary I 1.500 x 1.00ft Footing, 8.Oin Thick. wI Column Support 6.00 x 12.00in x O.Oin high 1.\ Job#4011.21 Da1Il: 4:13PM, 22 OCT 04 " ",,",~1.2?~~~~ 1.50011 1.00011 8.00 In 6.00 In 12.00 In 0.000 in 0.0014 3.00 In .... ......_.__._0 0.000 in 0.000 in Footing Design OK ..... . . ... .. AfIevta"- ..l... . , . .. 0.173 ..1... . Vn . Phi .. ~.poo psi .. ,... . 170.0!lQ ~i .. .. ,... .... ... .1. . .. ...... . ... . . , . . .... .. . .... Q!,!M. OL+l'-+ST ~ . . Max SoB Pressure 930.0 930.0 pst Max Mu q.lfli.. .. Allowable 1,000.0 1,330.0 pst Required Steel Anla . "X' Ecc, of ResuIIan1 0.000 In 0.000 In Shear Slresses.... lllI "Y' Ecc, of ResuIIan1 0.000 In 0.000 In 1-Way 1.966 .. X-X MIn. SIablIlly RatIo No o.ertumIng 1.500:1 2-Way 2-:"1a. : Y- Y MIn. SIabIIIIy RatIo No Overturning ...... IF, .. ;, ." Design .. -"- &.!a ~ ACI C-3 ,\h)'ptlj ." '.~~i .. .. _ayS'-r 2.71 psi 2.38 psi 0.54 psi 170.00 psi One-Way Shear.l... Vu@Left 1.56 psi 1.38 psi 0.29 psi 85.00 psi Vu @ RIght 1.56 psi 1.36 psi 0.29 psi 85.00 psi Vu@Top 0.00 psi 0.00ps! 0.00 ps! 85.00 psi Vu @ Bottom O.oopsl 0.00 psi 0.00 psi 85.00 psi &<uC1 ~ ~ !ll!.Lfb! MII@Left 0.17k-ft o.15k-ft 0.03 k-ft 7.4 psi MIl @ RighI O.17k-fl 0.15k-1I 0.03 k-ft 7.4 psi MII@Top O.ook-fl O.ook-II 0.00 k.1I 0.0 psi MIl @ Bottom O.ook-fl O.OOk-ft 0.00 k-ft 0.0 psi As Rea'd 0.171n2 peril 0.171n2 pe,1I 0.01 In2 pe, II 0.01 In2 per II Tille: Platt Dsgnr: TLB Description: Scope : r-......' ~~.k~~~O..'~_ General Footing Analysis & Design Description interior strip footing @ C.3 I Soil Pressure Summary ServIce Load Soil Pressures Dl+LL OL+LL+ST Factored Load SoU Pressures ACl Eq. C-l 1,464.60 ACl Eq. C-2 1,302.00 ACI Eq. C-3 349.20 I ACI Factors (per ACI318-02. applied internally to entered loads) ACI C-l & C-2 Dl 1.400 ACI C-2 Group Factor ACI C-l & C-2 LL 1.700 ACI C-3 Dead Load Factor ACIC-l&C-2 ST 1.700 ACIC-3ShortTermFactor ....seismic = ST . : 1.100 Used in ACI C-2 & C-3 Left 930.00 930.00 Right 930.00 930.00 1,464.60 1,302.00 349.20 Top 930.00 930.00 1.464.60 1.302.00 349.20 l1 Job . 4011.21 Date: 4:13PM, 22 OCT 04 .,." ". .~".~,.._...,~1,~.~~.~~~~~~J Boltom 930.00 pst 930.00 psf 1.464.60 pst 1,302.00 pst 349.20 psf 0.750 0.900 1.300 Add'1"1 :4" Faa"r for SeiSmic Ad<n "0.9" Factor for Seismic ... . . . . . ...... . . . . .. .. . ...... . . .. ...... . . .. .. . . ...... . ... . . . .. .... . . ..... . ... . .. .. . .---j , 1.400 0.900 ..... . . ..... ...... . . .. ...... . . .. .'1.... . . .. .. .... . . . .... ...... . . ....