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CA. -91 ek fndusVfes; Inc. I ----- 2-10-8 2-10-8 5.00 12 T1 1 2x4 LOADING(psf) SPACING 2.0.0, TCLL 20-0 plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 SCLL 0.0 Rep Stress Incr YES BCD.!_ 14-a Dade UBC971ANSMS LUMBER T-- -- - - TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E City- 1 7 Job Referenceoptional)_ _ .5200 s Oet 21 2dn3 Milo hiduslrles, 1r c. Tue pec 23 13:51;33 2903 Page f -- — — -- -- -- ----- --- — 5-9-1 2-10-8 3x4 = Scale = 1:9.3 I 2 T1 31 3 Continuous Bearing 2x4 5-9-1 5-9-1 CSI DEFL in (Inc) tldefl Ltd PLATES GRIP TC 0,07 Ven(LL) nla - Wo 999 MII20 197- 144 BC 0.19 Ven(fL) nla nla 999 WB 0.110 Horz(TL) 0,00 3 We TIM (Mahix)— - - — — Weight 12Ib - BRACING - TOP CHORD Sheathed or 5-9-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing- REACTIONS(lb/size) 1=20615-9-1, 3=206/5-9-1 L Max Horz 1=17(load case 5) Max Upliftl=-40(load case 5), 3=-40(load case 6) FORCES (lb) -Maximum CompressionlMaximum Tension TOP CHORD 1-2=212176,.2-3=-212176 BOT CHORD 1-3=-561175 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1-33, and the plate grip increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-B, UBC-97, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 1 and 40 lb uplift atjoint 3- j LOAD CASE(S) Standard J FraFESSI L � 2Q�� T. f (3 m w C 34229 � x EXP-7 C�1 OF— J r L0/wq aX--] - 6ZZV �'I7p� , O)s a D ? piepuelS (S)3SVO aV01 , 'b jwof le jj!Idn ql 99 Pue C mof le lj!ldn ql ey 'I, julof le 4!ldn ql £q BUrpuels4l!m jO algedeo aleld 6uueaq of SsnJj jo (sja4jo Aq) uogoauuoo lea!uepgw aplAad (9 . - 'L6=Olin '8-9 L 'ON algel led Speol aA!l J9gj0 AUR gl!m IMN10u03u0u peal aA!l pjogo wolloq;sd 0-OL a joj pau6isap uaaq se4 ssrul s!gl (y •6uueaq pio4o wolloq snonu!luoo sai!nbau a1ge0 (E ££' L s! aseaioul dub aleld agl pue 'CC*[ s! aseajou! 100 jagwnl agl pu!m of pasodxa jou aie Aagl 'ls!xa segojod jI 'pu!m of pasodxa aie Aagl '1slx9 sJanal!lueo Jo sleo!yaA pug S61SNV/L608f1 jad 96-L 30SV 0 ainsodxa gl!m'bu!pi!nq pasoloue 1 uo!llpuoo'll tio6ajeo Aouedn000 ue uo auoz joou pug alge6 agj u!'peol peep pjo4o wopoq jsd 9'y pue peol peap pjogo col jsd 0'9 6u!sn '19nal puna6 anoge 8 SZ le spu!m gdw 99 Aq palejaua6 speol pu!m agl joj paulrsap uaeq se4 ssnyl g41(Z u6!sap smp iol pauap!suoo uaaq aneg speol anll 100; pa�ueleguf) (I S310N L6/00£-=4-Z S93M SEI£ =4 E'SE/E =4 l ❑a01-10108 ZE/E9-=E-Z'96/E8-=Z-L OaOHOd01 uo!sual wnwlxeA/uo!ssajdwoO wnwlxefn! - (ql) S30H03 l (L aseo peop99y=y'(9 aseo peol)OLL=£'(L aseo peoUOLI=LAeJO xeyl (9 aseo peol)89-=h'(9 aseo peol)84-=E '(S aseo peol)E4- ppidfl xeW (9 aseo peoU££=L zJoH xe!p L-6-6/89h=4'L-6-6/h9L=E'L-6-6/49L=L (az!s/ql) SNOUOVEIM I i pn1S dH 4 X Z Sa31410 'bu!oeiq oo 0-0-01, io pa!ldde /lloanp bu!1!ao p!6!8 OaOHO 108 39 L a099I, 3dS 4 X Z 0a0HO 108 I,- -sulund oo 0-0-9 jo paglea4S OaOHO dOl 39' L a099 L 3dS V X Z 080HO d0l i JNIOVUE! 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ROVED LUMBER COM ONST UCTION "Lumbermen Sinc7e8ae�� 2912 La Madre Way. North Las Vegas, NV 89031 (702) 633-5000 Fax: (702) 633-4826 DU MONT ENGINEERING A Consulting Engineers 30386 Esperanza, Suite #100 Rqncho Santa Margarita, CA 92688 (949) 709-5300 Fax (949) 709-5380 REVIEWED '. QF*VSEANDRESUBmrr -AQMAKE CORRECTIONS NOTED UREJECTED 'MIS is a omeral review only ff general conformance with the design OWEN TRENT concept and the information co nformallon co alned in the contract documents. and on "ew Contractor: 'rma"o" co a do&& not mn*ftdfk a rlaswn-cha , — Cho of dimensions, quantities. material or LA QUINTA�#2- ftbrication processes.1rawing is not a contract document and This shop Job Narnr e: therefore d06S nOt constitute an uthofization to deviate from the terms eef:Wi�ieft of Ift oon!ra&. s review shall not reUeve the Contractor. "7c, t 0- 66/ 0 4' ftb-CO�ractor or.yentloi-from co rmance with all aspects of the contract D a Fte: documan angfnelther the Engl or nor Owner shall be hold responsible Tor any 15 ,rro2 !.��review. I The A.C. Houston Lumber Company "Lumbermen Since 1884" To: Building department, building designer, and contractor Re: Truss design(s) for the following project(s): Customer: Owen Trent Job Name: LaQuinta #2 Tag: IT03-0089 The 58 aftached pages contain the truss designs for the project referenced above. These truss designs were developed based on information provided to A.C. Houston Lumber Company. These truss designs have been prepared at A.C. Houston Lumber Company using Mitek connector plates (code approvals: ICBO 1591, 1329, 4922) and must be fabricated by A.C. Houston Lumber Company. Refer to UBC 97, IBC 2000, ANSI/TPl 1-1995, WTCA 1-1995, HIB -91, commentaries and summaries available from WTCA, ICBO, ANSI, and TPI for important information about trusses, including scope of responsibilities of various parties. The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1-1995 §§ 2. DO NOT CUT, DRILL, NOTCH, MODIFY, OR OTHERWISE DAMAGE ANY TRUSS WITHOUT PRIOR WRITTEN PERMISSION BY TRUSS DESIGNER. REFER TO HIB -91 PRIOR TO INSTALLING FOR GENERAL INFORMATION ABOUT HANDLING, INSTALLATION, AND BRACING. DO NOT OVERLOAD TRUSSES WITH LARGE QUANTITIES OF CONSTRUCTION MATERIALS. THESE CONDITIONS MAY RESULT IN INJURY OR LOSS OF LIFE. ANY PARTY WHO DOES SO TAKES FULL RESPONSIBILITY FOR ALL COSTS INCLUDING INVESTIGATION AND ENGINEERING DESIGN. ALL BEAMS, HEADERS, AND THEIR CONNECTIONS ARE BY OTHERS. If you have any questions contact A.C. Houston Lumber Company at (760) 347-3692. Cordially, 7 William T. Bolduc, P.E. �0 IF �E 9/0 3 229 zm UJ z W C 34229 M EXP 0/07 0 - U6/30/07 _M 0�0 tp� C c /VIL 0 OPr'Al Irl Apr. 6, 2004 2912 East La Madre Way, North Las Vegas, NV 89031-2628 Telephone: (702) 633-5000 PO. Box 337410, North Las Vegas, NV 89033-0041 Fax: (702) 633-5005 www.achoustonlumber.com IT03-0089 JA01 ,'-A.-6.-H6'tTsf6n- Lumber Company. lnif�iCKA ROOF TRUSS �0-s 4-6-5 1 8-0-0 1 124-4 1 16-6-8 20-9-12 25-1-0 28-6-11 33-1-0 4-6-5 3- S-11 4-3-4 4-3-4 4-3-4 4-3-4 3-5-11 4-6-5 C.smte 1:53 ' 11 .b. MS"% 44 44 Z�4 11 Us 46 Wo 8.10 4.6 4.6 6.6 b4 11 :LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E SOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 HF Stud CS1 4-6-5 8-0-0 11-5-0 14-10-0 18-3-0 21-8-0 25-1-0 28-6-11 33-1-0 1 4-6-5 3-5-11 3-5-0 3-5-0 3-5-0 3-5-0 3-5-0 3-5-11 4-6-5 :LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E SOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 HF Stud CS1 L Plate OffsiTt-s(X.Y): [2 0-3-13.0-0-6]J.1 1 (loc) r L/d PLATES GRIP TC U.4b LOADING(psf) SPACING 2-0-0 >999 i TCLL 20.0 Plates Increase 1.25 1 TCDL 14.0 1 Lumber Increase 1.25 I BCLL 0.0 Rep Stress Incr NO BCDL 14.0 Code UBC97/ANS195 :LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E SOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 HF Stud CS1 DEFIL in (loc) I/defl L/d PLATES GRIP TC U.4b Vert(LL) 0.06 17 >999 240 M1120 185/144 BC 0.34 Vert(TL) -0.12 17 >999 180 WB 0.79 Horz(TL) 0.03 9 n1a n/a (Matrix) 7-11=-280/1135.8-11=-426/154,8-10=0/194 Weight: 150 lb NOTES 1) Unbalanced roof live loads have been tonsidered for this design. BRACING 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom TOPCHORD Sheathed or 4-5-7 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-7. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15,12-14. REAC11ONS (lb/size) 1=113810-7-4.9=692/0-7-4.14=4239/0-7-4 Max Hor-z 1 =-61 (load case 6) Max Upliftl=-252(load case 5), 9=-177(load case 6), 14=-995(foad case 3) Max Gravl=1154(load case 7), 9=715(load case 8), 14=4239(load case 1) FORCES ('Ib) - Maximum Compression/Maximum Tension TOPCHORD 1-2=-24391523, 2-3=-2078/501, 3-4=-1380/368, 4-5=44152,56=-41 11/1991, 6-7=-33/261, 7-8=-945/269.8-9=-1377/342 BOTCHORD 1-118=-492/2183, 17-18=-492/2183. 16-17=-398/1939, 15-16=-210/1080, 14-15=-965/285. 13-14=-6471193, 12-13=-6471193, 11-12=-141/886. 10-1 1=-266/1210. 9-10=-266/1210 WEBS 2- 8=0/170.2-17=-332/137,3-17=-274/1102.3-16=-794/`214.4-16=-282/1164,4-15=-1666/397,5-15=-449/1962,5-14=-2158:525,6-14=-21331506.6-12=-347/1549,7-12=-I476/329, 7-11=-280/1135.8-11=-426/154,8-10=0/194 NOTES 1) Unbalanced roof live loads have been tonsidered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load. in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per USC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 1 3) Provide adequate drainage to prevent water ponding, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 1, 177 lb uplift at joint 9 and 995 lb uplift at joint 14. 6) Girder carries hip end with 8-0-0 end setback 7) Design assumes 4x2 (flat orientation) pudins'at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 658.71b down and 180.61b up at 25-1-0, and 658.71b down 180.61b 8-0-0 on bottom The design/selection device(s) is the of others. and up at chord. of such special connection responsibility In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 99,0FEssl LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25. Plate Increase=1.25 0 Uniform Loads (plf) Vert: 1-3=-68, 3-7=-38(F=30). 7-9=-68, 1-17=-28, 11-17=-156(F=-128), 9-1 1=-28 (09 Concentrated Loads (lb) UJ C Vert: 17=-659(F) 11 =-659(F) Ly- 34229 M EXp. M 6/30/07 ;0 C / V, I - OF CAU� Apr. 6, 2004 I I I LA QU NTA #2 ROOF TRUSS 1 Job Ret, 5ss Truss Type Job Reference (optional) 0-6-----------JAi01A [IT03-0089 F Ho-u-sion' -Lum-be-rC*o-m-pany. Indio, CA 5.200 s Oct 21 2003 MiTek Industries. Inc. Mon Apr 05 14:46:39 2004 1�5-agT-11 1-0-9 4-6-5 8-0-0 12-3-4 16-6-8 20-9-12 25-1-0 28-6-11 33-1-0 14 1-0-6 4-6-5 3-5-11 4-3-4 4-3-4 4-3-4 4-3-4 3-5-11 4-6-5 1-0-0 S -.-I. - Cambw - 1116 [4 5.14 5,14 4.S 4.6 4,6 2.4 11 66 = �.6 = ftlo= 8.10 = 4.6 = 4X6 = 6.6 = b4 11 ["i5iii-eOffsets (X,Y): [IqL.0-3-0 0-4-4 [19-.0-3-0.0-A-4] J_ LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates In rease 1.25 TCOL 14.0 Lumber Iccrease 1.25 BCILL 0,0 Rep SI,ess Inc, NO BCOL 14.0 Code UBC97/ANS195 LUMBER TOP CHORD 2 X 4 SPF 165OF I.5E BOT CHORD 2 X 6 SPF -1650F 1.51E WCQC 2X4u-e� � CS1 TC 0.44 BC 0.30 WB 0.71 (Matrix) u 1i REACTIONS (lb/size) 2=1260/0-7-4,16=4245/0-7A,10=748/0-7-4 Max Horz 2=-82(load case 6) Max Uplift2=-331 (load case 5), 16=-991(load case 3), 10=-247(load case 6) Max Grav2=1276(load case 7). 16=4245(load case 1), 10=771(load case 8) DEFIL ' in 4-6-5 8-0-0 11-3-8 14-7-0 18-6-0 1 21-9-8 1 25-1-0 1 28-6-11 33-1-0 4-6-5 3-5-11 3�3-8 3-3-8 3-11-0 3-3-8 3-3-8 3-5-11 4-6-5 ["i5iii-eOffsets (X,Y): [IqL.0-3-0 0-4-4 [19-.0-3-0.0-A-4] J_ LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates In rease 1.25 TCOL 14.0 Lumber Iccrease 1.25 BCILL 0,0 Rep SI,ess Inc, NO BCOL 14.0 Code UBC97/ANS195 LUMBER TOP CHORD 2 X 4 SPF 165OF I.5E BOT CHORD 2 X 6 SPF -1650F 1.51E WCQC 2X4u-e� � CS1 TC 0.44 BC 0.30 WB 0.71 (Matrix) u 1i REACTIONS (lb/size) 2=1260/0-7-4,16=4245/0-7A,10=748/0-7-4 Max Horz 2=-82(load case 6) Max Uplift2=-331 (load case 5), 16=-991(load case 3), 10=-247(load case 6) Max Grav2=1276(load case 7). 16=4245(load case 1), 10=771(load case 8) DEFIL ' in (loc) I/defi L/d PLATES GRIP Vert(LL)' 0.06 19 >999 240 M1120 185/144 Vert(TQ -0.12 19 >999 180 Horz(TL) 0.03 10 n/a n1a Weight: 153 lb BRACING TOPCHORD Sheathed or 4-5-4 oc purlins, except 2-0-0 oc purlins (5-10-6 max.): 4-8. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-G-0 oc bracing: 1&17,14-16. ---4 FORCES (lb) - Maximum Compression/Maximum Tension JOPCHORD 172=0/31,2-3=-2465/508.3-4=-2132/514,4-5=-1486/396.5- ' 6=-281/119,6-7=-407/2013,7-8=-42/357.8-9=-830/253.9-10=-1246/307.10-li=0/31 !BOTCHORD 2-20=-468/2206,19-20=-46812206,18-19=-399/1989,17-18=-223/1165,16-17=-848/279,15-16=-803/236,14-15=-803/236,i3-14=-101/778,12-13=-202/1089,10-i2=-202/1089 WEBS 3-20=01162.3-19=-301/113,4-19=-266/1087,4-18=-728/ig6.5-18=-266/1100,5717=-1515/358,6-17=-456/2010,6-16=-2211.1534.7-16=-2049/481,7-14=-341/1561,8-14=-1489/325, 8-13=-272/1121, 9-13=-410/132, 9-12=0/1 91 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by'85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load. in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UB,--97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. lll�porches exist, they are not 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 nonconcurrent with any other live loads per Table No. 116-13, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 lb uplift at joint 2, 991 lb uplift at joint 16 and 247 lb uplift at joint 10. 6) Girder carries hip end with 8-0-0 end setback 7) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 658.71b down and 180.61b up at 25-1-0, and 658.71b down and 180.61b up at 8-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25,,Plate Increase= 1.25 Uniform Loads (plD Vert: 1-4=-68, 4-8=-38(F=30), 8-11 =-68, 2-19=-28. 13-19=-156(F=-128), 10-13=-28 ?pOF SS10 GO 0 -7- & 0 0 Concentrated Loads (lb) Vert: 19=-65g(F),13=-659(F) LU C 34229 EXP 6130107 C /V1 L OF Apr. 6, 2004 Job russ Type y IT03-0089 A02 ROOF TRUSS Job Reference (o tional) i A.C. Houston Lumber Company, Indio, C 5.200 s Odt 21 2003 MiTek Industries, Inc. Mon Apr 05 14:46:40 2004, Pi—ge—li 5-3-14 10-0-0 16-6-8 23-1-0 27-9-2 33-1-0 5-3-14 4-8-2 6-6-8 6-6-8 4-8-2 5-3-14 c 5.8 3,4 5.8 . 3�� = 3.4 = 3.4 = 3X4 = 3.4 = 10-0-0 1 14-10-0 1 18-3-0 23-1-0 33-1-0 10-0-0 4-10-0 3-5-0 4-10-0 10-0-0 41 PLATES GRIP M1120 1851144 Weight: 122 lb TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2 X 4 HF Stud BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. KhAU I IUNb (lb/size) 1 =671/0-7-4, 7=46310-7-4, 1 0=1 984/0-4-7 Max Horz 1 =-78(load case 6) Max Upliftl =-141 (load case 5), 7=-126(load case 6). 10=-390(load case' 3) Max Grav 1 =700(load case 7), 7=500(load case 8), 1 0= 1 984(load case 1) Maximum Compression/Maximum Tension JORCES (lb) TOPCHORD 1-2=- 1162/27 5, 2-3=-739/141. 3-4=-3/102, 4-5=-951835, 5-6=-235184. 6-7=-679/238 BOTCHORD 1 -!2= -271/1032.11 -12=-46/643.10-11=.368/169,9-10=0/176,8-9=0/176,7-8=-1601592 WEBS 2- 2= -444/247,3 -12= -20/530,3 -11= -892/165,4 -11= -85/694,4-10=-1204/319.5-10=-1214/196,5-8=-20/534.6-8=-475/250 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above groubd level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per USC97/ANS195 if end verticals or cantilevers exist. they are exposed to wind. If porches exist, they are not 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 nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 5) Provide mechanical connection (by others) of truss,to bearing plate capable of withstanding 141 lb uplift at joint 1, 126 lb uplift at joint 7 and 390 lb uplift at joint 10. 6) Design assumes 4x2 (flat orientation) purfins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 9,0 F ES,310 Lu � 34229) P 61 P / T E�X J 0/0 .630/07 ;0 C c IVIL '0 Op CAU� Apr. 6, 2004 Plate Offsets (TY—Y. 1.0-3-0.-d--1 - ]J3_.0-2-00-3-4], [5:0-2-0,0-3-4 , 7:0-3-0.0-1-8]__ LOADING(psf) I SPACING 2-0-0 CS1 DEFIL in (loc) lidell L/d TCLL 20.0 Plates In rease 1.25 TC 0.53 Vert(LL)' -0.20 1-12 >999 243 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.51 1-12 >424 183 1 IICLL 0*0 BCDL 14.0 Rep Stress Inc, YES Code UBC97/ANS195 WB 0,97 (Matrix) H.q(TL) 0.03 7 n/a n/.a 4 !LUMBER BRACING 41 PLATES GRIP M1120 1851144 Weight: 122 lb TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2 X 4 HF Stud BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. KhAU I IUNb (lb/size) 1 =671/0-7-4, 7=46310-7-4, 1 0=1 984/0-4-7 Max Horz 1 =-78(load case 6) Max Upliftl =-141 (load case 5), 7=-126(load case 6). 10=-390(load case' 3) Max Grav 1 =700(load case 7), 7=500(load case 8), 1 0= 1 984(load case 1) Maximum Compression/Maximum Tension JORCES (lb) TOPCHORD 1-2=- 1162/27 5, 2-3=-739/141. 3-4=-3/102, 4-5=-951835, 5-6=-235184. 6-7=-679/238 BOTCHORD 1 -!2= -271/1032.11 -12=-46/643.10-11=.368/169,9-10=0/176,8-9=0/176,7-8=-1601592 WEBS 2- 2= -444/247,3 -12= -20/530,3 -11= -892/165,4 -11= -85/694,4-10=-1204/319.5-10=-1214/196,5-8=-20/534.6-8=-475/250 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above groubd level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per USC97/ANS195 if end verticals or cantilevers exist. they are exposed to wind. If porches exist, they are not 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 nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 5) Provide mechanical connection (by others) of truss,to bearing plate capable of withstanding 141 lb uplift at joint 1, 126 lb uplift at joint 7 and 390 lb uplift at joint 10. 6) Design assumes 4x2 (flat orientation) purfins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 9,0 F ES,310 Lu � 34229) P 61 P / T E�X J 0/0 .630/07 ;0 C c IVIL '0 Op CAU� Apr. 6, 2004 aty [ly -]5K—QU1,NTA41 A02A iROOFTRUSS J IT03-0089 Job Reh ice (optiona mpany, Indio. CA �t. Ffo o� Luriib�rc-- 5.200 s Oct 21 2003 MiTek Industries, Inc. Mon Apr95 14:46:40 2004, P 1-0-� 5-3-14 10-0-0 1 16-6-8 23-1-0 27-9-2 1 33-1-0 1-0-0 5-3-14 4-8-2 6-6-8 6-6-8 4-8-2 5-3-14 5,8 = 9M ..S.W: s� 4 mb. SFIS.� — I - — 314 3.4 3X4 = 3.4 3X4 10-0-0 1 14-7-0 18-6-0 1 23-1-0 33-1-0 10-0-0 4-7-0 3-11-0 4-7-0 10-0-0 PLATES GRIP M1120 185/144 Weight: 123 lb .TOPCHORD 2 X 4 SPF 1650F 1.5E TOPCHORD Sheathed or 6-0-0 oc purlins, except BOTCHORD 2 X 4 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 4-6. WEBS 2 X 4 HF Stud BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 8=443/0-7-4,2=779/0-7-4,11=1988/0-7-4 Max Horz2=103(load case 5) Max Uplift8=-124(load case 6). 2=-216(load case 5), 1 1=-388(load case 4) Max Grav8=481(load case 8), 2=807(load case 7), 1 1=1988(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORE) 1-2=0/27, 2-3=-1 171/264, 3-4=-759/144, 4-5=-78/68, 5-6=-98/853. 6-7=-187n9,7-8=-633/233 BOT CHORD 2' 13=-258/1036,12-13=-451662,11-12=-324/164, 10-1 1=-2b/1 31. 9-10=-29/131, 8-9=-1 55/550 WEBS 3- 1 3=.4271233, 4-13=-1 1/521. 4-12=-836/151, 5-12=-83�695, 5-1 1=-1 217/321, 6-11 =-1205/197, 6-9=-211531, 7-9=-478/250 :NOTES 1) Unbalanced roof live loads have been considered for this design..' 1 2) This truss has been designed for the wind loads generated by �15 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom h rd dead load, in the gable end roof zone on an occupancy'category 11, condition I enclosed building, with exposure C ASCE 7-95 per UB--97/ANS195 If end verlicals or cantilevers exist. they are exposed to wind. If porches exist, they are not 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. c 0 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 1 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 8, 216 lb uplift at joint 2 and 388 lb uplift at joint ; 11. ; 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard �-�-,?q,OFESSIO ID \F,,M T a CO LU Z C 34229 M EXp 6/301 M 07 CIVIL OF CALV Apr. 6, 2004 41 �0.0-1-BJI.0-1-12,0-3-11, [��,0-1-12,0-3-�4, Lq.,0-3-0,0-1-81_______ LOADING(psf) SPACING 2-0-0' CS1 T 11FL in (loc) I/defl L/J TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.20 2-13 �999 24�, TCDL 14.0 Lumber Increase 1.25 BC 0.6.3 Vert(TL) -0.50 2-13 >435 180 1 BCLL 00 Rep Stress Incr YES WB 0.91 Horz(TL) 0.02 8 n/a n/a BCDL 140 Code USC97/ANS195 (Matrix) :LUMBER BRACING PLATES GRIP M1120 185/144 Weight: 123 lb .TOPCHORD 2 X 4 SPF 1650F 1.5E TOPCHORD Sheathed or 6-0-0 oc purlins, except BOTCHORD 2 X 4 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 4-6. WEBS 2 X 4 HF Stud BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 8=443/0-7-4,2=779/0-7-4,11=1988/0-7-4 Max Horz2=103(load case 5) Max Uplift8=-124(load case 6). 2=-216(load case 5), 1 1=-388(load case 4) Max Grav8=481(load case 8), 2=807(load case 7), 1 1=1988(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORE) 1-2=0/27, 2-3=-1 171/264, 3-4=-759/144, 4-5=-78/68, 5-6=-98/853. 6-7=-187n9,7-8=-633/233 BOT CHORD 2' 13=-258/1036,12-13=-451662,11-12=-324/164, 10-1 1=-2b/1 31. 9-10=-29/131, 8-9=-1 55/550 WEBS 3- 1 3=.4271233, 4-13=-1 1/521. 4-12=-836/151, 5-12=-83�695, 5-1 1=-1 217/321, 6-11 =-1205/197, 6-9=-211531, 7-9=-478/250 :NOTES 1) Unbalanced roof live loads have been considered for this design..' 1 2) This truss has been designed for the wind loads generated by �15 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom h rd dead load, in the gable end roof zone on an occupancy'category 11, condition I enclosed building, with exposure C ASCE 7-95 per UB--97/ANS195 If end verlicals or cantilevers exist. they are exposed to wind. If porches exist, they are not 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. c 0 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 1 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 8, 216 lb uplift at joint 2 and 388 lb uplift at joint ; 11. ; 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard �-�-,?q,OFESSIO ID \F,,M T a CO LU Z C 34229 M EXp 6/301 M 07 CIVIL OF CALV Apr. 6, 2004 41 Fuss ype US ru�s R70 0 FT7 IT03-0089 TR S J1 �.C. Houston Lumber Company, Indio. CA 5-3-14 10-0-0 16-6-8 5-3-14 4-8-2 6-6-8 6-6-8 414 4.4 b4 11 s 27-9-2 33-1-0 4-8-2 5-3-14 S.W: 1:53. _W, S116R RM 314 �4 3X4 3,4 10-0-0 14-10-0 18-3-0 23-1-0 33-1-0 10-0-0 4-10-0 3-5-0 4-10-0 10-0-0 1 LOADING(Psf) SPACING 2-0-0 CS1 DEFL i n (loc) I/dell L/d PLA'TES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 VeFt(LL)' -0.20 1-17 >999 240 1 M1120 1851144 TCDL 14.0 Lumber Increase 1.25 SC 0.&3 Veriff-L) -0.51 1-17 >425 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 HorzITQ 0.02 12 n1a n/a BCOL 14.0 Code UBC97/ANS195 (Matrix) Weight: 140 lb BRACING 'LUMBER I ITOPCHORD 2 X 4 SPF 1 650F 11.5E TOPCHORD Sheathed OF 6-0-0 oc purlins, except BOTCHORD � X 4 SPF 1 65OF .5E 2-0-0 oc purlins (6-0-0 max.): 3-10, 5-8. Except: WEBS 2 X 4 HF Stud 1 Row at midpt 3-10 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 1=664/0-7-4,12=454/0-7-4,15=2000/0-7-4 Max Hor-z 1 =,94(load case 6) Max Upliftl=,149(load case 5), 12=-133(load case 6), 15=-333(load case 3) Max Grav 1 =704(load case 7), 12=506(load case 8), 15=2000(load Case 1) FORCES (lb) - Maximum Compression/Maximum Tension !TOPCHORD 1-2=-1178/293,2-3=-735/143,3-5=-135/109.3-4=-37/218,4r6=-40/228,6-9=-165/936,9-10=-160/919,8-10=-102/105.10-11=-236/101,11-12=-703/254,5-7=-119/il5,7-8=-llg/115 BOTCHORD 1 -17= -304/1048,16 -17= -77/615,15 -16=-421/187,14-15=-,66/153,13-14=-661153,12-13=-174/616 WEBS 2-17=-4751247, 3-17=-20/536.3-16=-902/206, 6-16=-119n2l, 6-15=-1182/269, 10-15=-1228/233,10-13=-20/541, 11-13=-5111251, 4-5=-139/45, 8-9=-179151,6-7=-379/179 iNOTES 1) Unbalanced roof live loads have been considered for this design/ 2) This truss has been designed for the wind loads generated by �5 mph winds at 25 ft above ground level. using 5.0 psf top chord dead load and 4.8 psf bottom C h rd dead load in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantiievers exist. they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, a -id the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 0 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss,16 bearing plate capable ofwithstanding 149 lb uplift at joint 1, 133 lb uplift at joint 12 and 333 lb uplift at joint 1 5. 6) Design assumes 4x2 (flat orientation) pudins at,oc spacing indicated, fastened to truss TC w/ 2-10d nails. i LOAD CASE(S) Standard q?,0FEsslo I/ \p,,M T. U., C Ir 34229 IT) EX M P /30/07 Z C/VIL Op CA Apr. 6, 2004 IT03-0089 A03A ROOF TRUSS A.C. Houston Lumber Company, Indio, CA 1 -0-� 5-3-14 10-0-0 16-6-8 23-1-0 27-9-2 33-1-0 1-0-0 5-3-14 4-8-2 6-6-8 6-6-8 478-2 5-3-14 1 2004 c.S.1�: 1:55 ", ft� 5116:.� 3�4 = 3x4 = 3.4 = 3.4 = 3x4 = 10-0-0 14-7-0 18-6-0 23�1 -0 33-1-0 10-0-0 4-7-0 3-11-0 4-7-0 10-0-0 V I -PF.!k- [2:0-3-0,0-1- ]J13:0-3-0.0-1-81 DEFL ,* LOADING(psf) SPACING 2-0-0 CS1 I/defl TCLL 20.0 Plates Increase 1.25 TC 0.43 TCCL 14.0 Lumber Increase 1.25 SC 0.62 BCLL 0-0 Rep Stress Incr YES WB 0.92 BCDL 14 Code UBC97/ANS195 (Matrix) LUMBER >436 TOP CHORD 2 X 4 SPF 1650F 1.5E Horz�TQ BOTCHORD 2 X 4 SPF 1650F 1.5E 13 n/a WEBS 2 X 4 HF Stud REACTIONS (lb/size) 13=437/0-7-4, 2=77410-7-4. 16=1999/0-7-4 Max Horz2=119(load case 5) Max Upliftl3=-130(load case 6), 2=-225(load case 5), 16=-329(load case 4 Max Gravl3=490(load case 8), 2=813(load case 7), 16=1999(load case 1) DEFL ,* in (loc) I/defl L/d PLATES GRIP VeFt(LL)' -0.20 2-18 �999 240 M1120 185/144 Vert(TL) -0.50 2-18 >436 180 Horz�TQ 0.02 13 n/a n/a Weight: 141 lb BRACING ' TOPCHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-11, 6-9. Except: 1 Row at midpt 4-11 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1 FORCES (lb) - Maximum Compression/Maximum Tension ITOPCHORD 1-2=0/27,2-3=-1190/284.3-4=-759/143,4-6=-1501111,4-5=-27/167,5-7=-30/177,7-10=-167/959.10-11=-162/942,9-11=-113/107,11-12=-195/126,12-13=-663/248,6-8=-132/117, 8-9=- 1311117 BOTCHORD 2-18=-292/1055,17-18=-78/639,16-17=.372/182,15-16��/96/127,14-15=-g6/127,13-14=-169/579 WEBS 3-18=-457/233,4-18=-11/527, 4-17=-845/190,7-17=-1z16f722, 7-16=-1189/270. il-16=-1218/231. 11-14=-22/538, 12-14=-514/252, 5-6=-133/44, 9-10=-178151. 7-8=-377/179 NOTES 1, Unbalanced roof live loads have been considered for Ilis design, 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level. using 5.0 psf top chord dead load and 4.8 psf bottom c hord dead load, in the gable end roof zone on an occupa9cy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UEC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If.porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip i 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 nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 5) Provide mechanical connection 'by others) of truss to bearing plate capable of withstanding 110 lb uplift a, join, 13, 115 lb uplift a, join, I and 319 lb uplift at join, 16. 6) Design assumes 4x2 (flat orientation) pudins,at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ??,OFEssio NM T 80 C9 0 (D uJ C 34229 M rn EXp. 6130107 C/VIL CAU�0'— Apr. 6, 2004 Job s IT03-0089 A04 A.C. Housto�--L—umbiir Compa y, Indio, CA ROOF TRUSS Job Reference s Ott 21 2003 5-3-14 10-0-0 16-6-8 23-1-0 1 27-9-2 33-1-0 1 5-3-14 4-8-2 6-6-8 6-6-8 4-8-2 5-3-14 am N r"* - ':53.d C.— - 5116 1� - I I I 3�4 = b— b4 = 3.4 = 3.4 = 10-0-0 14-10-0 18-3-0 23-1-0 33-1-0 10-0-0 4-10-0 3-5-0 4-10-0 10-0-0 NOTES 1) Unbalanced roof live loads have been considered for this desi'g. n. 2) This truss has been designed for the wind loads generated.by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load. in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 It end verticals or cantilevers exist, they are exposed to wind, If porches exist, they are not 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. 1 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurron, with any other live loads per Table No, 16-B, U "C-91, 5) Provide mechanical connection (by others) of truis to bearing plate capable of withstanding 164 lb uplift at joint 1, 147 lb uplift at joint 11 and 257 lb uplift at joint 14. 1 6) Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard LF] p,0 F ESSIO \pM T. LU C 34229 rn EXP 6/30/0?, M C /V1 1�/ CAU�t7�� Apr. 6, 2004 LOADING(psf) SPACING 2-0-0 CS1 DEFL , in (loc) I/defl L;d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.20 1-16 >999 240 M1120 1851144 TCDL 14*0 Lumber Increase 1.25 IIC 0.6,3 Vert(TL) -0.51 1-16 �424 1E0 BCLL 0.0 Rep Stress Incr YES WB 0.81 Hori(TL) 0.03 11 n/a n;a BCDL 14.0 Code UBC97/ANS195 (Matrix) Weight: 141 lb !LUMBER BRACING 'TOPCHORD 2 X 4 SPR 1650F 1.5E TOP CHORD Sheathed or 5-9-13 oc purlins, except BOTCHORD 2 X 4 SPF -1 650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 3-9, 5-7, Except: WEBS 2 X 4 HF Stud 1 Row at midpt 3-9 BOTCHORD Rigid ceiling directIV applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. WEBS 1 Row at midpt 9-14 REACTIONS (lb/size) 1=703/0-7-4,11=502/0-7-4,14=1913/0-7-4 Max Horzl=-110(load case 6) Max Upliftl=-164(load case 5), 11=-147(load case 6), 14=-257(load case 5) Max Gravl=739(load case 7), 11=554(load case 8), 14=1913(lc�ad' case 1) FORCES (lb, - Maximum CompressionlMaximum Tension .TOPCHORD 1-2�1262/328,2-3=-826/183,3-5�393/216,3-4=-131/4`56,4-6=-134/468.6-8=-229/1171.8-9=-225/1158,7-9=-389/214.9-'O=-361/141.10-11=-814/288,5-7=-337/223 i BOTCHORD 1-16=-35111124.15-16=-13lf7Ol.l4-15=-440/204,13�14=0/270,12-13=0/270,11-12=-205Rl6 WEBS 2-16=-469/240, 3-16=-17/535, 3-15=-1008/261. 6-15r-'159/800.6-14=-1017/204, 9-14=-13241290,9-12=-17/538, 10-12=-498/243,4-5=-178/54. 7-8=-196/56 NOTES 1) Unbalanced roof live loads have been considered for this desi'g. n. 2) This truss has been designed for the wind loads generated.by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load. in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 It end verticals or cantilevers exist, they are exposed to wind, If porches exist, they are not 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. 1 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurron, with any other live loads per Table No, 16-B, U "C-91, 5) Provide mechanical connection (by others) of truis to bearing plate capable of withstanding 164 lb uplift at joint 1, 147 lb uplift at joint 11 and 257 lb uplift at joint 14. 1 6) Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard LF] p,0 F ESSIO \pM T. LU C 34229 rn EXP 6/30/0?, M C /V1 1�/ CAU�t7�� Apr. 6, 2004 Job ,;;i Type r[A-0111-NTA #2 IT03-0089 A04A ROOF TRUSS Job Reference (optional) -A-C.—Ho-.it6n C6,66erlff6r�pany, Indio, CA 5.200 s Ott 21 2003 MiTek Industries, Inc. Mon Apr 05 14:46:42 2004,'P56i 1-0-� 5-3-14 10-0-0 16-6-8 23-1-0 27-9-2 33-1-0 1-0-0 5-3-14 4-8-2 6-6-8 6-6-8 4�8-2 5-3-14 C'smle: 1-55 6 .ft 5/16 in' 6.6 6.6 5 a 11 US = 5).6 = 34 = 10-0-0 16-6-8 23-1-0 33-1-0 10-0-0 6-6-8 6-6-8 10-0-0 BOTCHORD Rigid ceiling directly applied or 6-0-0 ac bracing. I REACTIONS (lb/size) 12=68310-74, 2=779/0-7-4. 14=1748/0-7-4 Max Horz2=134(load case 5) Max Upliftl2=-183(load case 6), 2=-238(load case 5), 14=-225(load case 5) 'Max Gravl 2=71 1(load case 8), 2=808(load case 7), 14=1 748(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=0/26, 2-3=-1 175/312. 3-4=-751/179. 4-5=-520/234, 4-6=-259/116, 6-7=-265/120, 7-9=-268/157, 9-10=-262/154. 8-10=-520/233. 10-11 =-757/230. 1 1-12=-1 1931371 , 5-8=-4271233 BOT CHORD 2-15=-333/1041, 14-15=-527/173, 13-14=-5271173, 12-13�,281/1061 WEBS 3-15=-454/221. 4-15=-252/160. 7-15=-299/1279, 7-14=-161'2/268, 7-13=-277/1287, 10-13=-246/140, 11-13=-470/233, 5-6=-149/51, 8-9=-149/50 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss his been designed for the wind loals generated by 85 mph winds at 25 11 above round level, using 1.0 psf lop chord dead load and 4,8 psf bottom chord dead load. in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, End 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 nonconcurrent with any other live loads per Table No. `16-B, UBC -97. 5) Provide mechanical connection (by others) of trusstb bearing plate capable of withstanding 183 lb uplift at joint 12, 238 lb uplift at joint 2 and 225 lb uplift at joint 14. 6) Design assumes 4x2 (flat orientation) purlins at,oc spacing indicated, fastened to truss TC wl 2-10d nails. LOAD CASE(S) Standard ?pOFE S10 \P"m T 8 0 0 LU CZ 34229 M ��XR 6130107 M C/VIL Op CALII� Apr. 6, 2004 '-V1aTii-U—ffsE�i­s 1L(L2-4,Edgi2], [1g.0-2-4,Edgf]. [14:0-3-0,0-3-0 1 LOADING(psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/deg Lid PLATES GRIP TCLL 20.0 Plates Increase 25 TC 0.43 Vert(LL)' -0.19 12-13 >999 24 M1120 185/144 a 5 TCDL 14.0 Lumber Incre se 1�2 BC 0.59 Vert(TL) -0.50 12-13 >389 180 BCLL 0,0 Rep Stress Incr YES W13 0.60 Hori(TQ 0.02 12 n/a nia BCDL 140 Code UBC97/ANSI95 (Matrix) Weight: 140 lb LUMBER BRACING TOP CHORD 2 X 4 SPF `1650F 1.5E TOP CHORD Sheathed or 5-11 -'4 oc purlins. except BOT CHORD 2 X 4 SPF 1650F 1.5E 2-0-0 oc p6dins (6-0-0 max.): 4-10, 5-8. Except: WEBS 2 X 4 HF Stud 2 Rows at 1/3 pts 4-10 BOTCHORD Rigid ceiling directly applied or 6-0-0 ac bracing. I REACTIONS (lb/size) 12=68310-74, 2=779/0-7-4. 14=1748/0-7-4 Max Horz2=134(load case 5) Max Upliftl2=-183(load case 6), 2=-238(load case 5), 14=-225(load case 5) 'Max Gravl 2=71 1(load case 8), 2=808(load case 7), 14=1 748(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=0/26, 2-3=-1 175/312. 3-4=-751/179. 4-5=-520/234, 4-6=-259/116, 6-7=-265/120, 7-9=-268/157, 9-10=-262/154. 8-10=-520/233. 10-11 =-757/230. 1 1-12=-1 1931371 , 5-8=-4271233 BOT CHORD 2-15=-333/1041, 14-15=-527/173, 13-14=-5271173, 12-13�,281/1061 WEBS 3-15=-454/221. 4-15=-252/160. 7-15=-299/1279, 7-14=-161'2/268, 7-13=-277/1287, 10-13=-246/140, 11-13=-470/233, 5-6=-149/51, 8-9=-149/50 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss his been designed for the wind loals generated by 85 mph winds at 25 11 above round level, using 1.0 psf lop chord dead load and 4,8 psf bottom chord dead load. in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, End 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 nonconcurrent with any other live loads per Table No. `16-B, UBC -97. 5) Provide mechanical connection (by others) of trusstb bearing plate capable of withstanding 183 lb uplift at joint 12, 238 lb uplift at joint 2 and 225 lb uplift at joint 14. 6) Design assumes 4x2 (flat orientation) purlins at,oc spacing indicated, fastened to truss TC wl 2-10d nails. LOAD CASE(S) Standard ?pOFE S10 \P"m T 8 0 0 LU CZ 34229 M ��XR 6130107 M C/VIL Op CALII� Apr. 6, 2004 I � -1 I ---M Jss b-O-INTA R IT03-0089 A05 ROOF TRUSS 21Job Reference (optional) I -'AZ� aw-66it-"' Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Mon Apr 05 14:4�-.43 -2004,'�ig-�T, 5-7-13 10-7-14 15-7-14 17-5-2 22-5-2 27-5-3 33-1-0 5-7-13 5-0-0 5-0-0 1-9-4 5-0-0 5-0-0 5-7-13 .b. '116:4 2X4 11 3,4 = 8110= 44=54= U4 = N4 11 1 REACTIONS (lb/size) 1 =2104/0-7-4, 8=2552/075-8, 13=9406/0-7-6 (input: 0-7-4) Max Horz 1 =1 19(load case 5) Max Upliftl=-529(load case 5), 8=-664(load case 6),13=-2174(load case 5) Max Gravl=2156(load case 7), 8=2610(load case 8).13=9406(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=-334lf788, 2-3=-256/553, 3-4=-680/3215, 4-5=-409/2030, 5-6=-497/2401, 6-7=-1509/431, 7-8=-4459/1125 BOTCHORD 1-15=.758/2822. 14-15=-758/2822. 13-14=-271/212, 12-13=-2838R91, 11-12=-2838ngl, 10-11 =-21411133, 9-10=-951/3859. B-9=-951/3859 WEBS 2- 1 5=-1 191810, 2-14=-3128/838, 3-14=-351/1645, 3-1,3=-3338/903, 4-13=-5598/1304, 4-11 =-816/3262. 5-1 1=-1434/358, 6-1-3896/1035, 6-10=-448/2050, 7-10=-2983/806, 7-9=-90/686 iNOTES 1, 2-pl, truss to be connected together will 0,131"xY Nails as foll6ws: Top chords connected as follows: 2 X 6 - 2 rows 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 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 85 mph winds a, 25 ft above ground level, using 5,0 psf top chord dead load and 4,8 psf bottom chord dead load, in the gable end roof zone on in occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to prevent watei r ponding. 6) This truss has been designed for a 10.0,psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 1) WARNING: Required bearing size at joint's) 11 greater than input bearing size, 9v,0FEss/ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb uplift at joint 1, 664 lb uplift at joint 8 and 2174 lb uplift at joint 0 13. \PM T. 80 9) Design assumes 4x2 (flat orientation) purfins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. I . \�' LOAD CASE(S) Standard 1) Regular: Lumber Increase -1.25, Plate Increase=1.25, Uniform Loads (plf) Vert: I -4=-306(F=-238), 4-5=-306(F=-238), 5-8=-306(F=-238), 1-8=-1 26(F=-98) G) C 34229 Z IT EX M P 6/30/07 ;D C/VIL k�JF CA 1� Apr. 6, 2004 5-7-13 10-7-14 15-7-14 17-5-2 22-5-2 27-5-3 33-1-0 5-7-13 5-0-0 5-0-0 1-9-4 5-0-0 5-0-0 5-7-13 [L-9-2 �12O s -LL -3-8 -4:91 P�it� 00 e� Edg-eldil.0-0 -'-W�--O r l LOADING (p SPACING 2-0-0' CS1 DEFIL in (loc) I/defl PLATES GRIP, TCLL 20so Plates Increase 1.25 TC 0.39 Vert(LL) -0.05 9 >999 240 M1120 1851144 TCDL 14,0 Lumber Increase 1 25 BC 0,44 Vert(TL) -0.11 9-10 >999 180 Rep Stress Inci r 8CLL 0.0 1 WB 0.79 Horz(TL) 0.03 8 n/a n/a BCDL 14.0 Code UBC97/A�SI905 (Matrix) Weight, 364 lb !LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOPCHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 6 SPF 165OF 1.5E 2-0-0 oc purlins (1G-0-0 max.): 4-5. WEBS 2 X 4 HF Stud BOTCHORD Rigid ceiling directly applied or 10-G-0 oc bracing. Except: 6-G-0 oc bracing: I �- 14,11-13. WEBS 1 Row at midpt 4-13 REACTIONS (lb/size) 1 =2104/0-7-4, 8=2552/075-8, 13=9406/0-7-6 (input: 0-7-4) Max Horz 1 =1 19(load case 5) Max Upliftl=-529(load case 5), 8=-664(load case 6),13=-2174(load case 5) Max Gravl=2156(load case 7), 8=2610(load case 8).13=9406(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=-334lf788, 2-3=-256/553, 3-4=-680/3215, 4-5=-409/2030, 5-6=-497/2401, 6-7=-1509/431, 7-8=-4459/1125 BOTCHORD 1-15=.758/2822. 14-15=-758/2822. 13-14=-271/212, 12-13=-2838R91, 11-12=-2838ngl, 10-11 =-21411133, 9-10=-951/3859. B-9=-951/3859 WEBS 2- 1 5=-1 191810, 2-14=-3128/838, 3-14=-351/1645, 3-1,3=-3338/903, 4-13=-5598/1304, 4-11 =-816/3262. 5-1 1=-1434/358, 6-1-3896/1035, 6-10=-448/2050, 7-10=-2983/806, 7-9=-90/686 iNOTES 1, 2-pl, truss to be connected together will 0,131"xY Nails as foll6ws: Top chords connected as follows: 2 X 6 - 2 rows 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 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 85 mph winds a, 25 ft above ground level, using 5,0 psf top chord dead load and 4,8 psf bottom chord dead load, in the gable end roof zone on in occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to prevent watei r ponding. 6) This truss has been designed for a 10.0,psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 1) WARNING: Required bearing size at joint's) 11 greater than input bearing size, 9v,0FEss/ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb uplift at joint 1, 664 lb uplift at joint 8 and 2174 lb uplift at joint 0 13. \PM T. 80 9) Design assumes 4x2 (flat orientation) purfins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. I . \�' LOAD CASE(S) Standard 1) Regular: Lumber Increase -1.25, Plate Increase=1.25, Uniform Loads (plf) Vert: I -4=-306(F=-238), 4-5=-306(F=-238), 5-8=-306(F=-238), 1-8=-1 26(F=-98) G) C 34229 Z IT EX M P 6/30/07 ;D C/VIL k�JF CA 1� Apr. 6, 2004 11 I I ihb— -,Tr—uss-----*— i IT03-0089 A06A r itio —nL u m lie —rC Erii Va ii V.1 -nd -io,- C A TRUSS ,i�r-6-57474(�:�-42U-0�4Pig-i I I -0-� 5-3-14 10-0-0 16-6-8 23-1-0 27-9-2 33-1-0 1-0-0 5-3-14 4-8-2 6-6-8 6-6-8 4-8-2 5-3-14 Smie 1:55 � U-Wl 9161� i i 10 N8 = 5.6 = Ja = 10-0-0 16-6-8 23-1-0 33-1-0 10-0-0 6-6-8 6-6-8 10-0-0 Plate Offsets :0-2-4.Ed e 8: -0.0- 1 -01-, T, 15--0-24,Ed9-2L11 1 LOADING (psf) SPACING 2-0-0 CS1 TCLL 20.0 Plates Increase 1.25 TC 0.43 TCDL 14,0 Lumber Increase 1.25 BC 0 57 BCLL 0.0 Rep Stress Incr YES WS 0*31 BCDL 14.0 Code.. UBC97/ANSI95 (Matrix) :LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOTCHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud REACTIONS (lb/size) 15=583/0-7-4.2=67910-7-4.17=1949/0-7-4 Max Horz2=149(load case 5) Max Upliftl 5=-1 69(load case 6), 2=-220(load case 5). 17=-297(load case 5) Max Gravl5=624(load case 8), 2=719(load case 7), 17=1949(load case 1) DEFL in (loc) I/defl Lid PLATES GRIP Vert(LL) -0.19 15-16 >999 24C M1120 1851144 Vert(TL) -0.50 15-16 >391 180 Hor-z(TL) 0.01 15 n/a n/z Weight: 143 lb BRACING TOPCHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc pudins (10-0-0 max.): 4-13, 7-10. Except: 2 Rows at 1/3 pis 4-13 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORE) 1-2=0/26, 2-3=-957/265, 3-4=-536/137. 4-5=-9/245, 5-7=0/27.5, 4-6=-609/202. 6-8=-610/203, 8-11 =-614/239,11-13=-6131238, 10-1 2=0/275. 12-1 3=0/245, 13-14=-545/199, 14-1 5=-9781335. 7-9=0/21 1. 9-10=0/211 BOTCHORD 2-18�3041841. 17-18=-5451187, i6-17=-545/187, 15-16=-248/864 WEBS 3- 8=-453/214,4-18=-123/153,8-18=-281/1041.8-17=1814/341.8-16=-261/1049,13-16=-ll7/134,14-16=-469/226,8-9=-524/93,5-6=-118/67.11-12=-118/65 ;NOTES 1) Unbalanced roof live loads have been considered for this desigr�. 2) T is truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom Th chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals gr cantilevers exist, they are exposed to wind. Ifporches exist, they are not 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 hat been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 1) Provide mechanical connection 'by others) of truss to bearing plate capable of withslanling 169 lb u,llft at join, 11, 220 lb uplift a, join, 2 anl 297 lb uplift a, join, 17. 6) Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard OFESs/ \pM T. So 0 G U.) C 4229 -Z M M EXR 6/30/07 Z 1`i/l L C A L I `F �0�'- Apr .6,2004 Truss Type oty Ply LA QUINTA #2 IT03-0089 ;A07AFAU IROOF TRUSS 1 IJobReference( tional Ui-r�bir ��,ompaijn-y-jndio-,Z�� 5.200 s Ctt 21 2003 MiTek Industries, Inc. Mon Apr 05 14:46:45 2064TPa6�—J.� 1-0-? 5-9-14 11-0-0 16-6-8 22-1-0 27-3-2 33-1-0 i . i i i i --1 : 1-0-0 5-9-14 5-2-2 5-6-8 5-6-8 5-2-2 5-9-14 SlAte 1:53 118 For access to HVAC equipment only The truss space is dangerous and should be e only with caution by trained professionals having appropriate insurance. No storage allowed. enter' d 5.00 F172 W2 IV r --i 82 13 11 10 9 b4 11 6.10 64 7�4 11 1 5-9-14 11-0-0 1 W-4 16-3-4 1§4-8 22-1-0 27-3-2 33-1-0 5-9-14 5-2-2 0-3-4 5-0-0 0-3-4 5-6-8 5-2-2 5-9-14 GRIP 185/144 I FORCES (lb) - Maximum Compression/Maximum Tension iTOPCHORD 1-2�0/26, 2-3=-1222/178, 3-4=-528ni, 4-5=-231/1773, 5-6=-210/1757, 6-7=-381/164, 7-8=-1058/278 BOT CHORD 2-14=-230/1052.13-14=-230/1052,12-13=-32/421, 11-12=-31/415, 10-1 1=-31/415, 9-10=-192/904, 8-9=-192/904 WEBS 3-14=0/305, 3-13=-711/219,4-13=0/537, 12-15=-1742P69, 5-15=-1712/303,6-15=-i793/283, 6-10=-33/554, 7-10=-692/228, 7-9=0/288, 4-15=-18881357, 10-15=-417/291 NOTES 1) Unbalanced roof live loads have been considered for this desigr�. 2)Thist ss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chard dead load and 4.8 psf bottom chordrdead load, in the gable end roof zone on an occupancy category 11. condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end I verlicals or cantilevers exist. they are exposed to wind. If,porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 3) 200.01b AC unit load placed on the bottom chord, 13-9-4 from left end, supported at two points. 5-0-0 apart. 4) All plates are 3x4 M1120 unless otherwise indicated. ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 160 lb uplift at joint 8, 199 lb uplift at joint 2 and 115 lb uplift at joint 12. 7) Special hanger(s) or other connection deviceis) shall be provided sufficient to support concentrated load(s) 1 OO.Olb down at 11-3-4, and 100.01b down at 16-3-4 an bottom chord. The design/selection ofiuch special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 0 ES8/ 0 T. Lu C 34229 M M EXP 6/30/07 /V1 L Op CA 1� Apr. 6, 2004 I E�la [L�:�[10-0-0.0-0-01. [4:0-0-0.0-0-0 [5:0-0-0,0-0-0]. [§.,.0-0-0.0-0-0]J7*.0- LOADING(psf) SPACING 2-0-0' CS1 DEFIL in (loc) I/defl Lid PLATES TCLL 20.0 Plates Increase 1:25 TC 0.59 Vert(LL)' 0.09 13-14 �999 240 M1120 a 1 TCDL 14.0 Lumber Incre se 25 BC 0.40 Vert(TL) -0.20 13-14 >973 180 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.85 Ho rzjTL) 0.03 8 n/a n/a BCDL 14.0 Code UBC97/ANS195 (Matrix) I , Weight: 145 lb ';LUMBER BRACING -TOPCHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOTCHORD 2 X 4 SPIF 1650F 1.5E BOTCHORD Rigid ceiling directly applied or 10-G-0 oc bracing. WEBS 2 X 4 HF Stud *Except* W4 2 X 6 SPF 1650F 1.5E WEBS' 1 Row at midpt 6-15,4-15 JOINTS 1 Brace at Jt(s): 15 REACTIONS (lb/size) 8=603i0-7--4, 2=734/0-7-4..12=2073/2-4-6 Max Horz 2=1 56(load case 5) Max UpliftB=-160(load case 6), 2=-199(load case 5),12=-I 15(load ca'se 6). Max Grav8=620(load case 8), 2=788(load case 7), 12=2073(load.r-ase 1) GRIP 185/144 I FORCES (lb) - Maximum Compression/Maximum Tension iTOPCHORD 1-2�0/26, 2-3=-1222/178, 3-4=-528ni, 4-5=-231/1773, 5-6=-210/1757, 6-7=-381/164, 7-8=-1058/278 BOT CHORD 2-14=-230/1052.13-14=-230/1052,12-13=-32/421, 11-12=-31/415, 10-1 1=-31/415, 9-10=-192/904, 8-9=-192/904 WEBS 3-14=0/305, 3-13=-711/219,4-13=0/537, 12-15=-1742P69, 5-15=-1712/303,6-15=-i793/283, 6-10=-33/554, 7-10=-692/228, 7-9=0/288, 4-15=-18881357, 10-15=-417/291 NOTES 1) Unbalanced roof live loads have been considered for this desigr�. 2)Thist ss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chard dead load and 4.8 psf bottom chordrdead load, in the gable end roof zone on an occupancy category 11. condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end I verlicals or cantilevers exist. they are exposed to wind. If,porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 3) 200.01b AC unit load placed on the bottom chord, 13-9-4 from left end, supported at two points. 5-0-0 apart. 4) All plates are 3x4 M1120 unless otherwise indicated. ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 160 lb uplift at joint 8, 199 lb uplift at joint 2 and 115 lb uplift at joint 12. 7) Special hanger(s) or other connection deviceis) shall be provided sufficient to support concentrated load(s) 1 OO.Olb down at 11-3-4, and 100.01b down at 16-3-4 an bottom chord. The design/selection ofiuch special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 0 ES8/ 0 T. Lu C 34229 M M EXP 6/30/07 /V1 L Op CA 1� Apr. 6, 2004 lJob —'------7fr—Us�—Type —1c IT03-0089 A078FAU ROOF TRUSS Lumber Company, Indio, CA I s 11-0-9 5-9-14 11-0-0 16-6-8 22-1-0 27-3-2 33-1-0 i j '1-0-6 5-9-14 5-2-2 5-6-8 5-6-8 5-2-2 5-9-14 Sr.1, 153) For a,c,,s lo HVAC equipmenl only. Ce.b. 118 h ; The truss space is dangerous and should be entered only with caution by trained professionals havi appropriate insurance. No storage allowed. ng 31 18-6-0 5-9-14 11-0-0 1 ir�-4 16-3-4 116r�-8 1 22-1-0 1 27-3-2 33-1-0 5-9-14 5-2-2 0- 3 -4 5-0-0 0- 3 -4 3-7-0 5-2-2 5-9-14 1-11-8 V�' -t- (�3 G) Lu �i 0� C 34229 M rn EXp. 6130107 C/VIL Apr. 6, 2004 W4 2 X 6 SPF 165OF 1.5E WEBS 1 Row at midpt 4-16.12-16 JOINTS 1 Brace at Jt(s): 16 LOADING(pso SPACING 2-0-0' REACTIONS (lb/size) 8=439/0-7-4, 2=828/0-7-4,.12=2144/0-7-4 CS1 DEFL in (loc) Ildeft L/d PLATES GRIP Max Uplift8=-131 (load case 6), 2=-200(load case 5). 12=-155(load cAe 6) TCLL 20.0 Plates Increase 1.25 TC 0 54 Vert(LL) 0.09 14-15 >999 240 M1120 1851144 :TOPCHORD 1-2=0/26,2-3=-1435/181,3-4=-752/73.4-5=-213/1564,5-6�--191/1547.6-7=-10/211,7-8=-696/2b7 TCDL 14.0 Lumber Increase 1.25 D 2 -15= -232/1246,14 -15= -232/1246,13 -14= -34/628,12 -13= -33/622,11-12=-170/82,10-11=-170/82,9-10=-128/574.8-9=-1281574 BC Oi4 Vert(TL) -0.20 14-15 >999 180 3-15=01300,3-14=-6931219,4-14=0/553,13-16=0/353.,5-16=-1544/288,6-16=-1139/256,6-10=-50/453,7-10=-705/231,7-9=01289,4-16=-1904/343,12-16=-2070/211.6-12=-496/278 BCLL 0.0 Rep Stress Incr YES NOTES WB 0.77 Horz(TL) 0.03 8 n/a n/a BCDL 14.0 Code UBC97/ANSI95 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom (Matrix) Weight: 149 lb chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASC E 7-95 per UEC97/ANS195 If end 1LUMBER verticals or cantilevers exist, they are exposed to wind. Ifporches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOPCHORD Sheathed or 5-8-13 oc purlins. SOT CHORD 2 X 4 SPF -1 65OF 1.5E 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 HF Stud *Except* 6-0-0 oc bracing: 10-12. V�' -t- (�3 G) Lu �i 0� C 34229 M rn EXp. 6130107 C/VIL Apr. 6, 2004 W4 2 X 6 SPF 165OF 1.5E WEBS 1 Row at midpt 4-16.12-16 JOINTS 1 Brace at Jt(s): 16 REACTIONS (lb/size) 8=439/0-7-4, 2=828/0-7-4,.12=2144/0-7-4 Max Horz 2=1 56(load case 5) Max Uplift8=-131 (load case 6), 2=-200(load case 5). 12=-155(load cAe 6) Max Grav8=472(load case 8), 2=876(load case 7), 12=2144(foad.case 1) FORCES (lb) - Maximum Compression/Maximum Tension :TOPCHORD 1-2=0/26,2-3=-1435/181,3-4=-752/73.4-5=-213/1564,5-6�--191/1547.6-7=-10/211,7-8=-696/2b7 D 2 -15= -232/1246,14 -15= -232/1246,13 -14= -34/628,12 -13= -33/622,11-12=-170/82,10-11=-170/82,9-10=-128/574.8-9=-1281574 3-15=01300,3-14=-6931219,4-14=0/553,13-16=0/353.,5-16=-1544/288,6-16=-1139/256,6-10=-50/453,7-10=-705/231,7-9=01289,4-16=-1904/343,12-16=-2070/211.6-12=-496/278 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASC E 7-95 per UEC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. Ifporches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 � unit load placed on the bottom chord, 13-9-4 from left end, supported at two points, 5-0-0 apart. 4� All plates are 3x4 M1120 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 8, 200 lb uplift at joint 2 and 155 lb uplift at joint 12. 7) Special hanger(s) or other connection deviceis) shall be provided sufficient to support concentrated load(s) 100.01b down at 11-3-4. and 100.Olb down at 16-3-4 on bottom chord. The design/selection of.�uch special connection device(s) is the responsibility of others. LOAD CASE(S) Standard ?-OFEssio Q \pM T. 0 V�' -t- (�3 G) Lu �i 0� C 34229 M rn EXp. 6130107 C/VIL Apr. 6, 2004 Job Truss Type oty ly ILA QUINTA #2 Tru ROOFTRUSS IT03-0089 JA0 7SC F AU 1 Job Reference (op A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Mon Apr 05 14:46:46 2004, Page I - 1-0-9 5-9-14 11-0-0 16-6-8 22-1-0 27-3-2 33-1-0 1-0-6 5-9-14 5-2-2 5-6-8 5-6-8 5-2-2 5-9-14 S�le 1:53.4! For access to HVAC equipment only. Ca.� 118 . ! tThe truss space is dangerous and should be entered only with caution by trained professionals having appropriate insurance. No storage allowed. 5�6 17-10-12 5-9-14 11-0-0 1 ir�-4 16-3-4 16 22-1-0 27-3-2 33-1-0 1 11-8 1 1 . i 5-9-14 5-2-2 0-3-4 5-0-0 0-3-4 4-2-4 5-2-2 5-9-14 1 1-4-4 Plate OffsetLQ�,YL[16.0-6-0,0-3-121 LOADING(PsO SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 SCLL 0.0 Rep Stress Incr YES 14.0 Code UBC971ANS195 SCOL CS1 I DEFIL in (loc) Ildefl Ud PLATES GRIP TC 0.56 Vert(LL)' 0.09 14-15 >999 240 1 M1120 185/144 BC 0.37 Verl(TL) -0.21 14-15 >999 180 1 WB 0.97 1 Hori(TL) 0.03 8 We n/a (Matrix) I :,TOPCHORD 1-2=0/26,2-3=-i372/178,3-4=-685nO,4-5=-212/1638,5-6=-190/1620,6-7=-111/112,7-8=-794/218 Weight: 149 1b I ;LUMBER BRACING 1TOPCHORD 2 X 4 SPF 1650F 1.5E TOPCHORD Sheathed or 5-10-6 oc pudins. BOTCHORD 2 X 4 SPF 11650F 1.5E BOTCHORD Rigid ceiling direct.y applied or 10-0-0 oc bracing. Except: WEBS 2 X 4 HF Stud *Except* 6-0-0 oc bracing: 10-12. W4 2 X 6 SPF 165OF 1.5E WEBS 1 Row at midpt 4-16 JOINTS 1 Brace at Jt(s): 16 REACTIONS (lb/size) 8=487/0-7-4, 2=795/0-7-4,.12=2129/0-11-12 Max Horz 2=1 56(load case 5) Max Uplift8=-135(load case 6), 2=-199(load case 5), 12=-153(load case 6) Max Grav8=512(load case 8), 2=850(load rase 7), 12=2129(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension :,TOPCHORD 1-2=0/26,2-3=-i372/178,3-4=-685nO,4-5=-212/1638,5-6=-190/1620,6-7=-111/112,7-8=-794/218 ;BOTCHORD 2-15=-229/1189,14-15=-229/1189,13-14=-31/566,12-13=-30/559,11-12=-85n2,IG-11=-85R2.9-10=-137/663,8-9=-137/E63 I WEBS 3- 1 5=0/301. 3-14=-700/220,4-14=0/551, 13-16=0/349�, �-116=-1602/287. 6-16=-1335/272, 6-10=-48/458, 7-10=-700/231. 7-9=0/287. 4-16=-1893/339, 12-16=-2065/223. 6-12=-441/287 'NOTES 1) Unbalanced roof live loads have been considered for this design' 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building. with exposure C ASCE 7-9.5 per UBC971ANS195 If end verticals or cantilevers exist, they are exposed to wind. It porches exist. they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) 200.01b AC unit load placed on the bottom chord, 13-9-4' from left end, supported at two points. 5-0-0 apart. 4) All plates are 3x4 M1120 unless otherwise indicated. 51 This truss has been designed for a 10.0 psl bottom chord live load nonconcurren, with an, other live loads per Table No , 16-B , UBC -91, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 8, 199 lb uplift at joint 2 anJ 153 lb uplift at joint 12. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100.01b down at 11-3-4, and 100.01b down at 16-3-4 on bottom chord. The design/selection orsuch special connection device(s) is the responsibility of others. LOAD CASE(S) Standard ?,0 F ES,3/0 �V \pM T. &o / Lu C 34229 Of M EXR 6/30/07 rn C/VIL CA I Apr. 6, 2004 I LA QUINTA #2 - -------- - -Ply- TL i IT03-0089 A07DFAU IROOFTRUSS 1, 0 Job Reference Lp1Lnat_ CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Mon Apr 05 14:46:46 2004, Page I I 1-0-� 5-9-14 11-0-0 16-6-8 22-1-0 27-3-2 33-1-0 1-0-0 5-9-14 5-2-2 5-6-8 5-6-8 5-2-2 5-9-14 S�W - 1:53.41 c..b. - va i4 For access to HVAC equipment only. i The truss space is dangerous and should be entered only with caution by trained professionals having appropriate insurance. No storage allowed. 56 5 W5 W5 5 00 [71-2 621 1 5.8= W7 7 3.0 W2 2 W4 Q U' m 0 1 13 hE��2 1 10 9 214 11 6.10 6.8 34= N4 16-6-8 5-9-14 11-0-0 11 -4 15-10-12 22-1-0 27-3-2 33-1-0 5-9-14 5-2-2 0-3-4 4-7-8 04 8 5-6-8 5-2-2 5-9-14 0-3-4 LUMB. E--R- T-O-P-CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF -1650F 1.5E WEBS 2 X 4 HF Stud *Except' W4 2 X 6 SPF 11350F 1 *5E CS1 DEFIL TC 0.59 Vert(LL)' BC 0.40 Vert(TL) 11 LOADING(ps') Horil-rl-) SPACING 2-0-0 1 TCLL 20.0 Plates Increase 1.25 TcDL 140 Lumber Increase 1.25 BCLL 0.0 r Rep St ass Incr YES BCDL 14.0 Code UBC97/ANS195 LUMB. E--R- T-O-P-CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF -1650F 1.5E WEBS 2 X 4 HF Stud *Except' W4 2 X 6 SPF 11350F 1 *5E CS1 DEFIL TC 0.59 Vert(LL)' BC 0.40 Vert(TL) W13 0.85 Horil-rl-) (Matrix) 1 Brace at Jt(s): 15 in floc) Ildefl L/d PLATES GRIP 0.09 13-14 >999 240 M1120 185/144 -0.20 13-14 �973 180 0.03 8 n/a n/a Weight: 145 lb BRACING TOP CHORD Sheathed or 6-0-0 cc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS' I Row at midpt 6-15,4-15 JOINTS 1 Brace at Jt(s): 15 REACTIONS (lb/size) 8=603/0-7-4, 2=734/0-7-4, 12=2073/0-11-12 Max Horz2=156(load case 5) Max Uplift8=-160(load case 6), 2=-199(load case 5), 12=-1 15(load case 6) Max Grav8=620(load case 8). 2=788(load case 7), 12=2073(load.6se 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26. 2-3=-1222/178, 3-4=-528/71, 4-5=-231/1773.5-6�-210/11757, 6-7=-381/164, 7-8=-1058/278 BOT CHORD 2-14=-230/1052, 13-14=-230/1052, 12-13=-32/421, 11-12=-31/415. 10- 1 1=-31/415.9-10=-1921904, 8-9=-1921904 WEBS 3-14=0/305.3-13=-7111219, 4-13=0/537, 12-15=-i742/269, 5-15=-1712/303, 6-15=-1793/283, 6-10=-33/554. 7-10=-692/228.7-9=0/288. 4-15=-1888/357. 10-15=-417/291 NOTES 1) Unbalanced roof live loads have been considered for this design 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom I chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) 200.01b AC unit load placed on the bottom chord. 13-9-4 from left end, supported at two points, 5-0-0 apart. 4) All plates are 3x4 M1120 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 8. 199 lb uplift at joint 2 anc 115 lb uplift at joint 12. 'uch special connection device(s) is the responsibility of others. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 OO.Olb down at 11-3-4. and 100.01b down at 16-3-4 on bottom chord. The design/selection ofs LOAD CASE(S) Standard -OFESs/ \pM T. 80 G) Lu 2 X C 34229 M EXP. 6/3 M 0/07 /V1 L Apr. 6, 2004 F- ----.-----TTr—uTs---- ----TT—russ Ty e IT03-0089 2_01 FAU ROOF TRUSS A ,C, Houston lumber Company, Indio, CA i 1-0-� 5-9-14 11-0-0 1-0-0 5-9-14 5-2-2 For access to HVAC equipment only. The truss space is dangerous and should be entered only with caution by trained professionals having appropriate insurance. No storage allowed. 5.00F17 12 1 1 J b Reference ptional) 5.200 s Oct 21 2003 MiTek Ind 16-6-8 22-1-0 27-3-2 5-6-8 5-6-8 5-2-2 ws 6 33-1-0 5-9-14 S.f. 1;53 11 C—bw 118 �.' 7 V W7 5.3.0 W2 7" a 2 R I I M Be 14 s.:3 11 10 b4 11 0— 6.8 3X8 .1 11 5-9-14 11-0-0 1 ip�-4 16-3-4 16F�-8 22-1-0 i 27-3-2 33-1-0 1 5-9-14 5-2-2 0-3-4 5-0-0 0-3-4 5-6-8 5-2-2 5-9-14 Fijlit–e-bff�Jij:X�YE-�.-d J, (4:0-0-0.0-0-0]�[�.0-0-0�0-0-0��Lq.LO-0-0,0-0-0],[I*.0-0-0,2:g-0j. [§L0-_00.0-0-0, [15:0-2-8,0-2-81 J_ LOADING(psf) SPACING 2-0-0' I CS1 DEFL in (loc) Well L/d PLATES GRIP TCUL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.09 13-14 >999 240 M1120 185/144 TCOL 14.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.20 13-14 >973 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Hor-z(TL) 0.03 8 n1a n/a BCDL 14.0 Weight: 145 lb Code UBC97/ANS195 !LUMBER BRACING TO CHORD 2 X 4 SPF 1650F 1.5E TOPCHORD Sheathed or 6-0-0 cc purlins. BOPT CHORD 2 X 4 SPF 165OF 1.51E BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud *Except* WEBS' 1 Raw at midpt 6-15,4-15 W4 2 X 6 SPF `1650F 1.5E JOINTS 1 Brace at Jt(s): 15 REACTIONS (lb/size) 8=603/0-7-4, 2=734/0-7-4, 12=2073/0-7-4 Max Harz 2 = 1 56(load case 5) 12 Max UpliftB=-160(load case 6), 2=-199(load case 5), =-1 15(load case 6) Max GravB=620(load case 8). 2=788(load case 7). 12=2073(load.6se 1) FORCES (lb) - Maximum Compression/Maximum Tension !TOPCHORD 1-2=0/26, 2-3=-1222/17B. 3-4=-528/71, 4-5=-231/1773, 5-6�-210/1757, 6-7=-381/164, 7-8=-1058/278 BOT CHORD 2- 114=-230/1052.13-14=-23011052, 12-13=-32/421, 11-112=-31/415, 10-1 1=-311415,9-10=-1921904. B-9=-192/904 WEBS 3- 4=0/305,3-13=-711/219.4-13=0/537,12-15=-1742/269.5-15=-1712/303,6-15=-1793/283,6-10=-33/554,7-10=-692/228,7-9=0/288,4-15=-1888/357,10-15=-417/291 NOTES 1, Unbalanced roof live loads have been considered far this design 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip . . 1.33 increase is 3) 200.01b AC unit load placed on the bottom chord, 13-9-4 from left end, supported at two points, 5-0-0 apart. 4) All plates are 3x4 M1120 unless otherwise indicated. ' - I 5, This truss has been designed for a 10,0 psf bottom chord live load nonconcurnent with any other live loads per Table No. 16-B, UBC -91, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 8, 199 lb uplift at joint 2 and 115 lb uplift at joint 12. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100.01b down at 11-3-4, and 100.01b down at 16-3-4 on bottom chord. The design/selection of,wch special connection device(s) is the responsibility of others. LOAD CASE(Sl Standard 0 ES8/() %pM T. So & 0 G) U.1 C 1E 34 29 rn EXP. 6/ M 0/07 Z C/VIL -- _a Apr. 6, 2004 IT03-0089 A01 Houston Lumber Company, 6-2-14 6-2-14 11-0-0 16-6-8 4-9-2 5-6-8 5 w P-2 T 3.4 w P-2 U4 W2 G 1� 13 2�4 11 3.4 IN12 22-1-0 26-10-2 33-1-0 5-6-8 4-9-2 6-2-14 ,.S.1.: 1:51.7! exe 4 3.41 5 ik2:� .1 114 M I 1 10 9 a —2 '002 = .6 &4 N4 11 6-2-14 11-0-0 14-7-14 18-5-2 22-1-0 26-10-2 33-1-0 6-2-14 4-9-2 3-7-14 3-9-4 3-7-14 4-9-2 6-2-14 LOADING(pso SPACING 2-0-01 CS1 DEFL in (loc) I/defi Lm PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) .� 0.06 7-8 >999 240 M1120 1851144 TCDL 14.0 Lumber Increase 1.25 BC 0.44 Vert(TL), -0.13 7-8 �999 180 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.03 7 n/a n1a BCDL 14.0 Code UBC97/ANS195 (Matrix) Weight: 351 lb ,LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOPCHORD Sheathed or 6-0-0 oc pudins. BOTCHORD 2 X 6 SPF 165OF 1.5E BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WE13S 2 X 4 HF Stud 6-0-0 oc bracing: 12-13,11-12. WEBS. 1 Row at midpt 4-12 REACTIONS (lb/size) 1=1820/0-5-8.7=2883/0-7-4,12=9359/0-10-4 Max Horzl=-127(load case 6) Max Upfiftl =-460(load case 5), 7=-740(load case 6), 12=-2184(load case.5) Max Gravl=1879(load case 7), 7=2926(load case 8), 12=9359(load cas6 1) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=-23721542, 2-3=-261/1456, 3-4=-76813651, 4-5=-171/997, 5-6=-2075/575. 6-7=-504411260 BOTCHORD 1 -14= -528/1897,13 -14= -528/1897,12 -13= -1123/414,11 -12= -1366/445,10 -1l=-336/1650,9-10=-33611650,8-9=-1063/4361,7-8=-1063/4361 WEBS 2-14=-137/900,2-13=-3179/846,3-13=-387/1717,3-12=-3158/870,4-12=-6298/1490.4-1l=-727/2894.5-11=-3375/922.5-S=-451/1990.6-9=-3059/818,6-8=-115/801 :NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows 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 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per L:BC97/ANS195 If end verticals or cantilevers exist. they are exposed to wind. If porches exist, they are not 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 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, LIBC-97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 460 lb uplift at joint 1, 740 lb uplift at joint 7 and 2184 lb uplift at joint 12. LOAD CASE(S) Standard ??,OFESs, 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (pin \p'm T. 80 Vert: 1-4=-306(F=-238), 4Z7= -306(F=-238), 1-7=-126(F=-98) CC, GO LU It C 34229 M M EXP 6/30/07 Z IS C/VIL CALI�- Apr. 6, 2004 Job IT03-0089 TB01 A.C. Houston Lumber Company, Indio, 4-3-14 1-0-0 4-3-14 8-0-0 12-10-0 16-6-2 20-10-0 21-10-0 3-8-2 4-10-0 3-8-2 4-3-.14 1-0-0 Scale 1-377, Camber = �/8 id 4x8 4x4 4-3-14 4-3-14 .0, PFW4 (Yffiets (X,Y): [2:0- -1.0-1-8 ji,.0-5-4,0-2-0). 7 . 11 . . . . . . . . . . . . . . . — __ __L I LOADING(pso I SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 1 BCLL 0.0 Rep Stress Incr NO BCDL 14.0 Code UBC97/ANS195 !LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 6 DF 1650F i.6E WEBS 2 X 4 HF Stud 8-0-0 12-10-0 16-6-2 20-10-0 3-8-2 4-10-0 3-8-2 4-3-14 CS1 DEFL in 5.00 Fi2 4 - --i- -"-1 - -- - 5 —T-2-2 10-11 �999 240 M1120 185/144 BC 0.49 Vert(TQ -0.26 10-11 >949 180 3x4 Horz(TL) 0.07 7 n/a n/a (Matrix) 3x4 - Weight: 97 lb 3 &3 W4 \N3 BRACING 6 10 TOPCHORD T� 2-0-0 oc purfins (3-10-2 max.): 4-5. -T1 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2 W1 2 Rli.91 Ft 1--1 7 8 3x8 12 11 10 9 3x8 -z- 2x4 11 8x10 8x10 2x4 11 4-3-14 4-3-14 .0, PFW4 (Yffiets (X,Y): [2:0- -1.0-1-8 ji,.0-5-4,0-2-0). 7 . 11 . . . . . . . . . . . . . . . — __ __L I LOADING(pso I SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 1 BCLL 0.0 Rep Stress Incr NO BCDL 14.0 Code UBC97/ANS195 !LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 6 DF 1650F i.6E WEBS 2 X 4 HF Stud 8-0-0 12-10-0 16-6-2 20-10-0 3-8-2 4-10-0 3-8-2 4-3-14 CS1 DEFL in (loc) I/defl L/d PLATES GRIP TC 0.29 Vert(LL) 0.13 10-11 �999 240 M1120 185/144 BC 0.49 Vert(TQ -0.26 10-11 >949 180 WB 0.43 Horz(TL) 0.07 7 n/a n/a (Matrix) Weight: 97 lb BRACING TOPCHORD Sheathed or 3-5-15 oc purtins, except 2-0-0 oc purfins (3-10-2 max.): 4-5. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=1940/0-7-4, 7=1940/0-7-4 Max Horz2=-83(load case 6) . . Max Uplift2=-468(load case 5), 7=-468(load case 6) FORCES Ob) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31. 2-3=-4052/840, 3-4=-3835/882, 4-5=-3554/843, 5-6=-3838/882, 6-7=-4051/840, 7-8=0/31 OTCHORD 2-12=-773/3661, 11-12=-773/3661, 10-11 =-737/3552, 9-10=-723/3660. 7-9=-723/3660 WEBS 3-12�35/82, 3-1 1=-187/91, 4-1 1=-300/1236, 4-10=1041110.5-10=290/1237, 6-10=-184/93, 6-9=-38/81 !NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not 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 nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 to uplift at joint 2 and 468 lb uplift at joint 7. 6) Girder carries hip end with 8-0-0 end setback 7) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toad(s) 658.71b down and 180.61b up at 12- 10-0, and 658.71b down and 180.61b up at B-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1 .25, Plate Increase=11.25 Uniform Loads (plf) Vert: 1-4=-68, 4-5=-38(F=30). 5-8=-68, 2-11 =-28, 10-11 =-1 56(F=-128), 7-1 0=-28 Concentrated Loads (lb) Vert: 11=659fl 10=-659(F) ,jko IF E S S10 \WT- so CO G) M w C 34229 M EXP. 6/30/07 X CIVIL 0 CAL P11 -Y. - I Ji;b--- Truss Type Qty D'y I IT03-0089 B02 ROOF TRUSS 2 I -K. C- P66i0i Lumber Company, InJi-6,-CA-,-MTfe—k '1�i—dustiies, I nc. 5.200s 1-0-0. 5-6-6 10-5-0 15-3-10 1-0-0, �-6-15 4-10-10 4-10-10 00 2 4x4 5.00[�Ff 2x4 3 W1 4x8 = 4 W2 VV2 9 3x4 — 8 5x6 2x4 5 T1. V1 20-10-0 21-10-0 1 5-6-6 1-0-0 Scale 1:37.7, Camber 1/8 in 6 7 -7 0 4x4 7-1-15 13-8-1 20-10-0 7-1-15 6-6-2 7-1-15 6-0.0-0-0],ff.�3:E6--3:0-1— J LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1 25 TC 0.24 Vert(LL) -0.06 6-8 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1'25 BC 0.44 Vert(TL) -0.16 6-8 >999 �80 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.04 6 n1a n/a BCDL 14.0 Code UBC97/ANS195 I (Matrix) Weight: 70 lb iLUMBER BRACING �TOPCHORO 2 X 4 SPF 1650F 1.6E TOPCHORD Sheathed or 5-2-5 oc purlins. BOTCHORD 2 X 4 SPF 1650F 1.6E BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS Ob/size) 2=1063/0-7-4.6=1063/0-7-4 Max Horz2=-100(load case 6) Max Uplift2=-259(load case 5), 6=-259(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=0/26, 2-3=-1857/342, 3-4=-1645/315, 4-5=-1645t3l6. 5-6=-1857/342, 6-7=0/26 BOT CHORD 2-9=-327/1637, 8-9=-141/1130. 6-8=-227/1637 WEBS 3-9=-3201196, 4-9=-115/569,4-8=-1161569, 5-8=-320/196 INOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom I chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist. they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8. UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 2 and 259 lb uplift at joint 6. LOAD CASE(S) Standard 'Dec ??,0FES8/0 "Px T. a U U.1 C 34229 ITI ITI EXP. 6/30/07 X C /VIL OF ALI� B03 OOF TRUSS IT03-0089 I -------------- -i FIO'ZVR�Tek I�dustries, Inc. �.C. Houston Lumber Company. In 1 s 1-0-0 5-6-6 10-5-0 15-3-10 20-10-0 21-10-0 5-6-6 4-10-10 4-10-10 5-6-6 1-0-0 le 1 Scale 1:37.d Camber 1/8 iry' 4x4 4 5.00 PLATES GRIP M1120 185/144 Weight: 71 lb iLUMBER BRACING TOPCHORD 2 X 4 SPF 165OF 1.6E TOPCHORD Sheathed or 5-2-4 oc purlins. :BOTCHORD 2 X 4 SPF 1650F 1.6E BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS I X 4 HIF Stud REACTIONS (Ibisize) 2=1063/0-7-4. 6=1063/0-74 Max Horz 2=1 00(load case 5) . . Max Uplift2=-259(load case 5), 6=-259(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=0127.2-3=-1858/342, 3-4=-1646/316.4-5=-1646/316, 5-6=-1858/342. 6-7=0127 BOTCHORD 2-9=-327/1638,8-9=-14111130,6-8=-228/1638 WEBS 3-9=-320/196,4-9=-1 15/569. 4-8=-1 16/569, 5-8=-320/196 NOTES 1) Unbalanced roof live loads have been Considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 259 lb uplift at joint 2 and 259 lb uplift at joint 6. LOAD CASE(S) Standard 7 '71 9?10F S10 �,0'0 T. 0 0 M LU C 34229 IT1 EXP. 6/30/07 CIVIL OF CAL\� ------------- 2 2x4 6 Rz 2x4 4x4 9 3 CS1 W2 W2 5x6 5 L/d 13-8-1 20-10-0 1.25 TC 0.24 Vert(LI-) -0.06 6-8 7-1-15 6-6-2 7-1-15 T-1 1.25 BC 0.44 Vert(TL) -0.16 6-8 >999 51 BCLL 0.0 Rep Stress Incr BCDL 14.0 Code UBC97/ANS195 YES WB 0.20 (Matrix) Horz(TL) 0.04 6 n/a n/a W1 PLATES GRIP M1120 185/144 Weight: 71 lb iLUMBER BRACING TOPCHORD 2 X 4 SPF 165OF 1.6E TOPCHORD Sheathed or 5-2-4 oc purlins. :BOTCHORD 2 X 4 SPF 1650F 1.6E BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS I X 4 HIF Stud REACTIONS (Ibisize) 2=1063/0-7-4. 6=1063/0-74 Max Horz 2=1 00(load case 5) . . Max Uplift2=-259(load case 5), 6=-259(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=0127.2-3=-1858/342, 3-4=-1646/316.4-5=-1646/316, 5-6=-1858/342. 6-7=0127 BOTCHORD 2-9=-327/1638,8-9=-14111130,6-8=-228/1638 WEBS 3-9=-320/196,4-9=-1 15/569. 4-8=-1 16/569, 5-8=-320/196 NOTES 1) Unbalanced roof live loads have been Considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 259 lb uplift at joint 2 and 259 lb uplift at joint 6. LOAD CASE(S) Standard 7 '71 9?10F S10 �,0'0 T. 0 0 M LU C 34229 IT1 EXP. 6/30/07 CIVIL OF CAL\� ------------- 2 6 Rz 4x4 9 8 4x4 z - CS1 DEFL 3x4 5x6 I/defl L/d 13-8-1 20-10-0 1.25 TC 0.24 Vert(LI-) -0.06 6-8 7-1-15 6-6-2 7-1-15 PLATES GRIP M1120 185/144 Weight: 71 lb iLUMBER BRACING TOPCHORD 2 X 4 SPF 165OF 1.6E TOPCHORD Sheathed or 5-2-4 oc purlins. :BOTCHORD 2 X 4 SPF 1650F 1.6E BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS I X 4 HIF Stud REACTIONS (Ibisize) 2=1063/0-7-4. 6=1063/0-74 Max Horz 2=1 00(load case 5) . . Max Uplift2=-259(load case 5), 6=-259(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=0127.2-3=-1858/342, 3-4=-1646/316.4-5=-1646/316, 5-6=-1858/342. 6-7=0127 BOTCHORD 2-9=-327/1638,8-9=-14111130,6-8=-228/1638 WEBS 3-9=-320/196,4-9=-1 15/569. 4-8=-1 16/569, 5-8=-320/196 NOTES 1) Unbalanced roof live loads have been Considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 259 lb uplift at joint 2 and 259 lb uplift at joint 6. LOAD CASE(S) Standard 7 '71 9?10F S10 �,0'0 T. 0 0 M LU C 34229 IT1 EXP. 6/30/07 CIVIL OF CAL\� ------------- T Lattgf!seLs J8:0-3 0.0-3- LOADING(pso SPACING 2-0-0' CS1 DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LI-) -0.06 6-8 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.16 6-8 >999 130 BCLL 0.0 Rep Stress Incr BCDL 14.0 Code UBC97/ANS195 YES WB 0.20 (Matrix) Horz(TL) 0.04 6 n/a n/a PLATES GRIP M1120 185/144 Weight: 71 lb iLUMBER BRACING TOPCHORD 2 X 4 SPF 165OF 1.6E TOPCHORD Sheathed or 5-2-4 oc purlins. :BOTCHORD 2 X 4 SPF 1650F 1.6E BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS I X 4 HIF Stud REACTIONS (Ibisize) 2=1063/0-7-4. 6=1063/0-74 Max Horz 2=1 00(load case 5) . . Max Uplift2=-259(load case 5), 6=-259(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=0127.2-3=-1858/342, 3-4=-1646/316.4-5=-1646/316, 5-6=-1858/342. 6-7=0127 BOTCHORD 2-9=-327/1638,8-9=-14111130,6-8=-228/1638 WEBS 3-9=-320/196,4-9=-1 15/569. 4-8=-1 16/569, 5-8=-320/196 NOTES 1) Unbalanced roof live loads have been Considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 259 lb uplift at joint 2 and 259 lb uplift at joint 6. LOAD CASE(S) Standard 7 '71 9?10F S10 �,0'0 T. 0 0 M LU C 34229 IT1 EXP. 6/30/07 CIVIL OF CAL\� -------------