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04-3778 (SFD) Truss Calcs/ 41_ _ .. .. - .�,r,� ... � � .. ,: 2�.',At's n.r..a .. .,•.i':a... _. 'Al 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: Tandem West Job Name: Peninsula Park (LOT 16) Tag: IT04-0149 M The 79 attached 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 -1sing 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/TPI 1-1995, WTCA 1-1995, HIB -91, commBntaries 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 HANDLIN3, 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) 3,47-3692. r Cordially, William T. Bolduc, P.E. CO PFtOFESS�O� �/:1 d w G) C 342 z 29 n * EXP 6/30/07 s 9i�oFIVIL CALIF May 21, 2004 2912 East La Madre Way, North Las Vegas, NV 89031-2628 Telephone: (702) 633-5000 P.O. Box 337410, North Las Vegas, NV 89033-0041 Fax: ( 702) 633-5005 www. achouston lumber. cam 0 1 0 o. -_ a ' FURNISH AS CORR U !� 03 0 REJECTED 00 o Z C^8 ^8 erections or comments made on the shop dr ng d c%i M g p LL ' 193 ring this review do not relieve contractor o W 103 mplionce with requirements of the drawing a IU ecificctions. This check is only.. for review of g r `ll" 1_, with the �desig'n concept, of the je t..; 0 1026formance d.gehdfdi campllance wftli file iilfulnrutiun y Y it i W ' e documents. The contractor is resp ib contract r: confirming and correlating oil quontiti s a d mensions; selecting fabrication processe a d h chniques of construction; coordination his wo lot wi § of all other trades; and performing his w r in a� safe and satisfactory manner. �$ This review of truss drawings has vp fi d .9s pi 1. That the truss configurations (i.e. 2 -point �i g. and 3 -point bearing) are consistent with thi m = structural design. 3 ' 2. That design loods used are okay. 3 That trussed areas are as planned. Note: All connections involving trusses an bracing of trusses are considered designed I manufacturer. Truss Engineer responsible for preparing and the trusses, should sign and stomp the including the layouts. Signature or initials by a licensed eng e o Gouvis Engineering California apply only ho drawing review. Saeed J. Bekam, RCE 38276. M; \IMMMI ;j /%%%%M"M Dote 6—$-04 By a o. -_ a ' FURNISH AS CORR M� l /ru- 7�l//S S Gti��c= cno N }z J m J 10 ® REVIEWED- ® REVISE AND RESUB Q a ' FURNISH AS CORR U !� 03 0 REJECTED 00 o Z C^8 ^8 erections or comments made on the shop dr ng d c%i M g p LL ' 193 ring this review do not relieve contractor o W 103 mplionce with requirements of the drawing a IU ecificctions. This check is only.. for review of g r z with the �desig'n concept, of the je t..; 0 1026formance d.gehdfdi campllance wftli file iilfulnrutiun y Y it i W ' e documents. The contractor is resp ib contract r: confirming and correlating oil quontiti s a d mensions; selecting fabrication processe a d h chniques of construction; coordination his wo lot wi § of all other trades; and performing his w r in a� safe and satisfactory manner. �$ This review of truss drawings has vp fi d .9s pi 1. That the truss configurations (i.e. 2 -point �i g. and 3 -point bearing) are consistent with thi m = structural design. 3 ' 2. That design loods used are okay. 3 That trussed areas are as planned. Note: All connections involving trusses an bracing of trusses are considered designed I manufacturer. Truss Engineer responsible for preparing and the trusses, should sign and stomp the including the layouts. Signature or initials by a licensed eng e o Gouvis Engineering California apply only ho drawing review. Saeed J. Bekam, RCE 38276. GOUVIS ENGINEERING CONSULTING G ;j Dote 6—$-04 By a IN r - .cefp6 ' - KI&: v OdFi."-.��iP `P 1 `�'~ m `� tJ �1''' U' _ (7 t� c9 .• c� C7 c7 , C7 c� • c7 ' t9 t3 E( t�9 sink RC R� � ^a c 8 n S S S s S i� � t � § _ � C C ! 43 e " ! i $ c - HANGER SCHEDULE N 01 3 -PCOM r- wt�d [C 2'�' 4 t6�SL ?acw��? i? ^:a ' ` ♦ f r g' NE MEn�s 0 Tt, ac N, TV " usa sunasoN V 01 l,. ^ �W 1.i55_ParQ6SJ IS.t'�t.N.L.Epvi+WL'G�it�l �y0' s° HUSM - n �• AIS -„��i [.!' - • ,. p y ft•♦.. rf �v -l�. reT •,!•-i2r+ ..".. �- '.i^ M T .�1' - e ' !.G �-~ ' Y .nr ., r• i' ry +!♦ +.� - - w y n,�.Y. Yyl f. -r - a �7. .- H - J G 5 oPwEroAVXSItsM944V fl7m � _ e V .* - .. -__ �. r - y � .t• - � ,", .1 � '� toExu®reappal�rrusg5eeatsrA�m '` _ � . o i �. � _ . � * h x•A .. '�' r > .1 �•.. _ i. _ .. ` ' 'ray � wy r - - aim• - N•!4 ``; v _ , n __ `i. c'� _{ "7;''_;� t. .r`� l:.r ar moi,. - _ `AL � •�yy.,_ ., ... -. f;4 w. _.-�•'w. �w.r_ .f♦,;r•+:�� - 1 :�. .io- - t- ...._ � .y ^-.� .r.-� a; �. � .. .,,;'�"♦ y"'""d.-'t rt_., 'v, - - _ - r U !� 00 Z C^8 ^8 _ s, .♦ d c%i M g p LL sink RC R� � ^a c 8 n S S S s S i� � t � § _ � C C ! 43 e " ! i $ c - HANGER SCHEDULE N 01 3 -PCOM r- wt�d [C 2'�' 4 t6�SL ?acw��? i? ^:a ' ` ♦ f r g' NE MEn�s 0 Tt, ac N, TV " usa sunasoN V 01 l,. ^ �W 1.i55_ParQ6SJ IS.t'�t.N.L.Epvi+WL'G�it�l �y0' s° HUSM - n �• AIS -„��i [.!' - • ,. p y ft•♦.. rf �v -l�. reT •,!•-i2r+ ..".. �- '.i^ M T .�1' - e ' !.G �-~ ' Y .nr ., r• i' ry +!♦ +.� - - w y n,�.Y. Yyl f. -r - a �7. .- H - J G 5 oPwEroAVXSItsM944V fl7m � _ e V .* - .. -__ �. r - y � .t• - � ,", .1 � '� toExu®reappal�rrusg5eeatsrA�m '` _ � . o i �. � _ . � * h x•A .. '�' r > .1 �•.. _ i. _ .. ` ' 'ray � wy r - - aim• - N•!4 ``; v _ , n __ `i. c'� _{ "7;''_;� t. .r`� l:.r ar moi,. - _ `AL � •�yy.,_ ., ... -. f;4 w. _.-�•'w. �w.r_ .f♦,;r•+:�� - 1 :�. .io- - t- ...._ � .y ^-.� .r.-� a; �. � .. .,,;'�"♦ y"'""d.-'t rt_., 'v, - - _ - r n Job Truss Truss Type Qty Ply Tandem West/Peninsula F.'ark/Lot 16fjjday LOT 16 _ A01 ROOF TRUSS 1 �f 2 Job Reference (optional) ' 4-4-14 8-0-0 12-8-4 , 17-2-12 , 21-9-4 , 26-3-12 , 31-0-0 34-7-2 39-0-0 , 1 4-4-14 3-7-2 4-8-4 4-6-8 4-6-8 4-6-8 4-8-4 3-7-2 4-4-14 _8_,. _,. js3.3 8x9 = 2.4 11 2.411 3x8= 3x6 • I-. � 3.10 = n u 21 20 1118 12 19 15 14 13 12 h411 8.8= 5.8 WB= 3.10= 2.4 11 3x8= 2x411 8x6= 2.411 —2 MlY = Building designer should provide details to accommodate estimated deflection o= 1.49" I� 3.10 = 4-4-14 8-0-0 , 12-8-4 17-2-12 21-9-4 26-3-12 , 31-0-0 34-7-2 , 39-0-0 4-4-14 3-7-2 4-8-4 4-6-8 4-6-8 4-6-8 4-8-4 3-7-2 4-4-14 CSI LOADING(psf) SPACING 2-0-0 TCLL16.0- Plates Increase 1.25 Vert(LL) -0.6316-17 TCDL 14.0 Lumber Increase 1.25 M1120 185/144 BCLL 0.0 Rep Stress Ina NO -311 180 BCDL 8.0 Code UBC97/ANS195 WB 0.63 LUMBER 11 n/a n/a TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 2100F 1.8E 'Except* B1 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud CSI DEFL in (loc) Weill Ud PLATES GRIP TC 0.64 Vert(LL) -0.6316-17 >739 240 M1120 185/144 BC 0.85 Vert(TL) -1.4916-17 -311 180 MJI20H 148/108 WB 0.63 Horz(TL) 0.28 11 n/a n/a (Matrix) Weight 291 Ib BRACING TOP CHORD Sheathed or 4-7-5 oc purlins, except 2-0-0 oc purlins (3-6-2 max.): 3-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=3426/0-5-8, 11=3426/0-5-8 Max Horz1=-34(load case6) . Max Upliftl=-338(load case 3), 11=-338(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension - - TOP CHORD 1-2=-9508/933,2-3=-9800/961,3-4=-12570/1177,4-5=-12567/1175,5-6=-14018/1277,6-7=-14018/1277,7-8=-14018/1277,8-9=-9482/939,9-10=9792/960,10-11=-9520/934 BOT CHORD 1-21=-873/8908,20-21=-873/8908,19-20=-881/9393,18.19=-881/9393,17-18=-1229/14044,16-17=-1229/14044,15-16=-1102/12586,14-15=-1102/12586,13-14=-1102/12586, 12-13=-849/8912,11-12=-849/8912 • WEBS 2-21=-69146,2-20=-66/463,3-20=-92i997, 3-18=-313/3641, 4-18=-405/105,5-18=-1697/154, 5-17=0/573, 5-16=-30/25,7-116=-261/87, 8-16=-146/-645, 8-15=0/577, 8.13=-3571/310, 9-13=-214/2755, 10-13=-63/447, 10-12=-67/46 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 od.. - Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Except member 20-3 2 X 4 - 1 row at 0-" oc, member 13-9 2 X 4 - 1 row at 0-" oc. 2) All loads are considered equally applied to all plies, 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 (B), unless otherwise indicated. 3) This trusshas been checked for uniform roof live load only, except as noted. - 4) This truss has been designed for the wind loads generated by 70 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 5) Provide adequate drainage to prevent water ponding. 6) All plates are M1120 plates unless otherwise indicated. - 90FEs 7) 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. S�0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 338 Ib uplift at joint 1 and 338 Ib uplift at joint 11. Q' M 7. e 41 y 9) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. /�� \�� > 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 766.01b down and 101.21b up at 8-", and 766.O1b —CID down and 101.21b up at 31-" on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. C9 0 ) W Z LOAD CASE(S) Standard d C 34229 m 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 EXPm Uniform Loads (plf) 7� s/3�/07 • Vert: 1-3=-60, 3-9=-60, 9-11=-00, 1-20=-16, 13-20=-121(F=-105), 11-13=-16 - - ConcentratedLoads(lb) - �� CIVIL Vert: 20=-766(F) 13=-766(F) CF CALIF May 21, 2004 • J E 0 0 0 0 J Job Truss Truss Type Oty PlyTantlem West/Peninsula P.6rk/Lot 16lday LOT 16 A02 ROOF TRUSS 1 1 Job Reference (optional) A.C. Houston Lumber Company, Indio, CA - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:04 2004 Page 1 , 4-4-14 , 8-0-0 10-0-01 12-8-4 , 17-2-12 , 21-9-4 , 26-3-12 29-0-0 31-0-0 ,' 34-7-2 , 39-0-0 4-4-14 3-7-2 2-0-0 2-8-4 4-6-8 4-6-8 4-6-8 2-8-4 2-0-0 3-7-2 4-4-14 swm=t:s2.e - wme4r =1rz m . 5.6— 56 = Wo X\ Wo 8x10= Wo = 8x10= 15 . 4.00 12 UARA 6Z 6Z A 6ZI Wo 2 3 PRI IRI 15ZI I'll 1 h4 a 3x4 8 2 4 WV.I w 4 v 11 1 1B j� h8 = 20 28 27 26 25 24 23 22 21 h4 = 4x6 = 3xB = h8 = 4x6 = ha= Building designer should provide details to accommodate estimated deflection of 0.90" , 4-4-14 , 8-0-0 , 12-8-4 , 17-2-12 , 21-9-4 , 26-3-12 , 31-0-0 34-7-2 39-0-0 4-4-14 3-7-2 4-8-4 4-6-8 4-6-8 4-6-8 4-8-4 3-7-2 4-4-14 Plate Offsets X Y :.[8:0-5-0,0-2-8],[13:0-5-0,0-2-8]x[270-3-0, Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud FILATES GRIP TCLL 16.0 Plates Inc' ease 1.25 TC 0.90 Vert(LL) -0.38 24-25 >999 240 A'1120 185/144 TCDL - 14.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.90 24-25 >515 180 BCLL 0.0 Rep Stress Incr NO WS 0.48 Horz(TL) 0.24 19 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 175 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-5.4 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E 2-0-0 oc purlins (4-3-1 max.): 3-17, 5-1E. Except: WEBS 2 X 4 HF Stud 3-10-0 oc bracing: 3-17 BOT CHORD Rigid ceiling directly applied or 9-8-9 oc bracing. REACTIONS (Ib/size) 1=1465/0-5-8,19=1465/0-5-8 Max Horz1=-42(load case 6) Max Upliftl=-181(load case 3), 19=-181(load case 4) FORCES (lb) - Maximum Compression/Maximum. Tension TOP CHORD 1-2=-3896/484,2-3=-3568/458,3-5=-2371/299,3-4=-1944/266,4-6=-2000/272,6-8=-2000/172,8-10=-2685/339,10-12=-2685/339,12-13=-2685639,13-16=-1179/181,16.17=-1123/176, 15 -17= -2352/296,17 -18= -3570/457,18.19= -3892/484,5 -7= -2211/285,7 -9=-2210/284,9-11=-2210/284,11-14=-2210/284,14-15=-2210/285 BOT CHORD 1-29=-458/3637,28-29=-458/3637,27-28=-396/3338,26-27=-396/3338,25-26=-554/4850,24-25=-554/4850,23-24=-455/4147,22-23=-455/4147;21-22=-455/4147,20-21=-427/3634, 19.20=42713634 WEBS 2-29=0/115, 2-28=-318/83, 3-28=0/263, 3-26=-153/1025, 6-26=-93/67, 8-26=-735/127, 8-25=0/149, 8-24=-32/51, 12-24=-363/100, 13-24=-138/86.), 13.23=0/151, 13-21=-871/141, 17-21=-38/653, 18-21=-314/80, 18-20=0/108, 4-5=-42/414, 15-16=-32/333, 6-7=-180!74, 8-9=-281/92,11-12=-323/96.13-14=-106/68 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 k 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) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 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 181 Ib uplift at joint 1 and 181 Ib uplift at joint 19. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard _ PFt0FESS/0 �O wn G) fr C 34229 m EXP 6/30/07 � # S9!�.F NIL O CALIF May 21, 2004 0 • 0 • 0 0 • 0 Job Truss Truss Type Ory Ply Tandem WesUPeninsula P::rk/Lol 16(day LOT 16 � A03 . ROOF TRUSS 1 1 Job Reference optional A.C. Houston Lumber Company, Indio, CA - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:05 2004 Page 1 1 4-4-14 8-0-0 12-0-0 1�-8r4 17-2-12 21-9-4 26-3-12 27-OrO 31-0-0 , 34-7-2 39-0-0 4-4-14' 3-7-2 4-0-0 0-8-4 4-6-8 4-6-8 4-6-8 0-8-4 4-0-0 3-7-2 4-4-14• amec,=7ne 54 5 7 B I1 la 15 4.00 12 3 10 3.41 3.41 s w a 8 b 282 , 1B EQ I� h8= 20 28 27 28 25 24 23 22 21 20 h8= Tia= 4.8= 3.8= 3.8= axe= 1 4-4-14 , 8-0-0 , 12-8-4 , 17-2-12 , 21-9-4 , 26-3-12 , 31-0-0 , 34-7-2 , 39-0-0 4-4-14 3-7-2 4-84 4-6-8 4-6-8 4-6-8 4-8-4 3-7-2 4-4-14 Plate Offsets(yY)_[8:0-5-0,0-2-8]J13:0-5-0,0-2-8]x[27:0-3-O,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.31 24-25 >999 240 MI1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.75 24-25 >614 180 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.22 19 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 180 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-4-9 oc; purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E 2-0-0 oc purlins (3-11-14 max.): 3-17, 5.15. Except: WEBS 2 X 4 HF Stud 4-7-0 oc bracing: 3-17 BOT CHORD Rigid ceiling directly applied or 10-0-0 c bracing. - REACTIONS ((b/size) 1=1465/0-5-8,19=1465/0-5-8 Max Horz 1=51(load Case 5) Max Upliftl =-1 75(load case 3), 19=-175(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3901/467,2-3=-3574/441. 3-5=-2663/307,3-4=-955/170,4-6=-991/174, 6-8=-991/174,8-10=-1704/237.10-12=-17041237,12-13=-1704/23-., 13-16=-908/174, 16-17=-871/171, 15 -17= -2668/311,17 -18= -3595/444,18 -19= -3890/466,5 -7= -2456/298,7 -9=-2483/299,9-11=-2483/299,11-14=-2483/299,14-15=-2454/297 BOT CHORD 1-29=-448/3633,28-29=-448/3633,27-28=-387/3348,26-27=-387/3348,25-26=-449/4145,24-25=-449/4145,23-24=-357/3432,22-23=-357/343'_,21-22=-357/3432,20-21=-409/3622, 19-20=-409/3622 WEBS 2-29=0/120, 2-28=-303/77, 3-28=0/251, 3-26=45/149, 6-26=-5/431, 8-26=-771/145, 8-25=0/146, 8-24=-47/51, 12-24=-367/101, 13-24=-151/868,13-23=0/157, 13-21=-55/38, 17-21=0/276, 18-21=-265/74,18-20=0/114,4-5=-48/389, 15-16=-46/375,6-7=0/164, 8-9=-296/95, 11-12=-327/97, 13-14=0/198 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 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-B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 Ib uplift at joint 1 and 175 Ib uplift at joint 19. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard - PgOFESS�O �O CO W G) IX C 34229 m # EXP 6/30/07 � s 9%. C/VIL\P O'er CALIF�FL May 21, 2004 0 • Ll • `J • 0 0 Job Truss - Oty Ply Tandem West/Peninsula Park/Lot 16lday LOT 16 7ru-ssType A04 OF TRUSS 1 1 " Job Reference (optional) A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Indristries, Inc. Fri May 21 09:17:07 2004 Page 1 4-4-14 8-0-0 12-8-4 14-0-9 17-2-12 , 21-9-4 25-0-0 26-3-1z 31-0-0 34-7-2 39-0-0 4-4-14 3-7-2 4-8-4 1-3-12 3-2-12 4-6-8 3-2-12 1-3-12 4-8-4 3-7-2 4-4-14 GrtEer=181 5.6 _ 5.8 = 5 8 0 FRI2 4.00 12 5.10 \\ , B is @ h4 . &40 p 2 ,6 4 w 4 w 4 17 1� h8= 27 26 25 24 23 22 21 20 16 ,6 h8= h4= 4x8= 3x8= he= 3x8= hE= 4-4-14 8-0-0 12-8-4 17-2-12 , 21-94 26-3-12 31-0-0 34-7-2 39-0-0 4-4-14 3-7-2 4-8-4 4-6-8 4-6-8 4-6-8 4-8-4 3-7-2 44-14 Plate Offsets X Y : [7:0-5-0,0-2-8],[25:0-3-O,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud SLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0:29 22-23 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.69 22-23 >671 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.20 17 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 181 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-4-5 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E ,. 2-0-0 oc purlins (4-4-0 max.): 3-15, 5-1=. Except: WEBS 2 X 4 HF Stud 4-7-0 oc bracing: 3-15 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (Ib/size) 1=1465/0-5-8.17=146510-5-8 Max Horz 1=59(load case 5) Max Upliftl=-168(load case 3), 17=-168(loadcase 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3884/444,2-3=-3602/426.3-5=-2502/289,3-4=-930/151, 4-6=-931/150, 6-7=-962/150,7-9=-1308/166,9-1 1=-1308/166. 11.13=-1308/166,'3-14=-1276/166, 14-15=-1094/195, 12 -15= -2508/293,15 -16= -3627/430,16 -17=-3874/443,5.8=-2306/288,8-10=-2305/287,10-12=-2307/288 BOT CHORD 1-27=-432/3614,26-27=-432/3614,25-26=-381/3395,24-25=-381/3395,23-24=-350/3577,22-23=-350/3577,21-22=-304/3238,20-21=-304/3232,19-20=-304/3238,18.19=-387/3603, 17-18=-387/3603 WEBS 2-27=0/124, 2-26=-233/68, 3-26=0/230, 3-24=-149/65, 4-24=-17/367, 7-24=-355/106, 7-23=0/148,7-22=-73/75,11-22=-148f76,14-22=-1 10/431,,14-21=0/157, 14-19=-57/222, 15-19=0/159, . 16-19=-189164,16-18=0/118, 5-6=-25/457, 12-13=-261474,7.8=-206/78,10-11=-234(79 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 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-B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 Ib uplift at joint 1 and 168 Ib uplift at joint 17. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. LOAD CASE(S) Standard pROFEESs/0 w G) C 34229 m * EXP 6/3 I C/VIL OF CA VF May 21, 2004 c • n 0 0 • 0 Job TrussTruss Type Oty Ply Tandem West/Peninsula Pa rk/Lot 16fjday LOT 16 A05 _. ROOF TRUSS _ 1 1 ' � Job Reference optional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 2109:17:08 2004 Page 1 4-4-14 8-0-0 .', 12-8-4 16-0-0 1,7-2-1,2 21-9-4 $3-0-Q 26-3-12 , 31-0-0 1 34-7-2 , 39-0-0 4-4-14 3-7-2 4-8-4 3-3-12 1-2-12 4-6-8 1-2-12 3-3-12 4-8-4 3-7-2 4-4-14 ' S.I. = 182.9 amber=31Bi .. 518=. 5.6= 5 B - - Sato 1\ 2.411 x411 II 38= 3x6= II 3x6= 6.10- - ] 4 7 8 10 1 12 ! 3x4 0 3x4 c 2 14 4 wvV w 15 3aB= 25 24 23 22 21 20 19 16 11 18 3xB= 2!411 - 3x4= 4x8= 3x8= 2x4 11 axe= 2x411 Tie= 21411 4x6 = , 4-4-14 , 8-0-0 , 12-8-4 , 17-2-12 , 21-9-4 , 26-3-12 , 31-0-0 34-7-2 39-0-0 4-4-14 3-7-2 4-8-4 4-6-8 4-6-8 4-6-8 4-8-4 3-7-2 4-4-14 Plate Offsets X Y : [23:0-3-0, Edge] LOADING(psf) SPACING 2.0-0 CSI DEFL in (loc) I/deft Ud ]PLATES GRIP ' ?CLL 16.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.26 21 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 - BC 0.69 Vert(TL) -0.6220-21 >741 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.20 15 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 1791b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 34-2 oc purlins, except BOT CHORD 2 X 4 SPF 165OF 1.5E 2-0-0 oc purlins (4-4-10 max.): 3-13, 5=e. Except: WEBS 2 X 4 HF Stud 3 Rows at 1/4 pts 3-13 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1465/0-5-8,15=1465/0-5-8 Max Horz 1=68(load case 5) Max Upliftl=-160(load case 3), 15=-160(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-38761418.2-3=-3619/408,3-5=-2457/291, 3-4=-997/125, 4-6=-996/124, 6-7=-1012/120, 7.8=-828/65, 8-10=-828/65, 10-11=-828/65, 11-12=807/69, 12-13=-1186/202,9-13=-2458/294, 13-14=-3646/412,14-15=-3866/417,5-9=-2252/296 BOT CHORD 1-25=-413/3605,24-25=-413/3605,23-24=-372/3418,22-23=-372/3418,21-22=-242/3003,20-21=-242/3003,.19-20=-260/3240,18-19=-260/324),17-18=-260/3240,16-17=-362/3595, 15-16=-362/3595 WEBS 2-25=0/12412-24=-198/51. 3-24=0/225,3-22=-181184, 4-22=0/87, 7-22=-93/300, 7-21=0/152, 7-20=-118/116, 10-20=-1/253, 12-20=-234/89, 12--9=0/153, 12-17=-80/245, 13-17=0/170, 14-17=-154/44,14-16=0/119,5-6=0/387,9-11=0/380 NOTES liThis truss has been checked for uniform roof.live load only, except as noted 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psi bottom chord dead load, in the gable end roof zone on an occupancy category ll, 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) 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 160 Ib uplift at joint 1 and 160 Ib uplift at joint 15. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. LOAD CASE(S) Standard �/0 �OpgOFES, O 9�F 21 0 CrLU C 34229 z * EXP 6/30/07 � 9�. CIVIL ��P OF CALIO' May 21, 2004 0 � � I 1 U • 0 0 • n u :] Jab Truss - Ory Ply Tandem WesUPeninsula Park/Lot t6fjdayLOT 16 A06 - 7RrussTTyRpe USS 1 1 Job Reference o lional - A.C. Houston Lumber Company, Indio, CA = 5.200s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:10 2004 Page 1 4-4-14 8-0-0 12-8-4 , 17-2-12 1�-OT0 21-0-0 21-9T4 26-3-12 31-0-0 34-7-2 39-0-0 4-4-14 3-7-2 4-8-4 4-6-8 0-9-4 3-0-0 0-9-4 4-6-8 4-8-4 3-7-2 4-4-14 sub=1:92.9 ' 1,m ,-3x91' r 518_ 5x8= . 7 10 • .. •4.m 12 L4 II II 4 �1.4 5110\1 II :�4II - 1 = 318 8 3,11 3x41 2 15 4 w 4 w 4 18 1� 318 = 28 25 24 23 22 21 20 19 18 17 3x8 = 2.4 II 3.4 = 4.6 = 3x8 = 2x4 II axe = 2.4 II 3xE = 2.x4 II 4x8= 4-4-14 8-0-0 , 12-8-4 , 17-2-12 , 21-9-4 26-3712 31-0-0 34-7-2 39-0-0 , I I 1. I 1 - - I - 4-4-14 3-7-2 4-8-4 4-6-8 4-6-8 4-6-8 4-8-4 3-7-2 4-4-14 Plate Offsets (X,Y):..[9:0-3-0,0-3-0]J13:0-5-0,0-2-8]x[24:0-3-0, Edge] - LOADING(psf) SPACING ' 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.25 22 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.69 - Vert(TL)' -0.59 21-22 >781 180 BCLL 0.0 Rep Stress Inc( NO WB 0.45 - Horz(TL) 0.19 16 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 184 lb LUMBER - BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 34-7 oc purlins, except BOT CHORD 2 X 4 SPF 165OF 1.5E 2-0-0 oc purlins (4-6-15 max.): 3-14, 7-10. Except: . WEBS 2 X 4 HF Stud 3 Rows at 1/4 pts 3-14 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1465/0-5-8.16=1465/0-5-8 - Max Horz 1=76(load case 5) Max Upliftl =-1 51 (load case 3), 16=-151(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3889/395.2-3=-3591/371, 34=-2389/210,4-7=-2390/246.3-5=-I 1801215, 5-6=-1178/215, 6-8=-450/92, 8-9=-470/93,9-11=-470193,11-13=470/93, 13-14=-1214/224, 10-12=-2364/252, 12-14=-2372/216,14-15=-3613/374,15-16=-3880/395,7-10=-2207249 BOT CHORD 1-26=-400/3620,25-26=-000/3620,24-25=-340/3379,23-24=-340/3379,22-23=-205/2612,21-22=-205/2612,20-21=-290/3388,19-20=-290/3388,18-19=-290/3388,17-18=-343/3610, 16-17=-343/3610 WEBS 2-26=0/121, 2-25=-256170,3-25=0/241, 3-23=-4/40,5-23=-390/125, 6-23=-161/912, 6-22=0/155, 6-21=-118/120,'11-21=-20/471,13-21=-817/158, 13-20=0/148, 13-18=-1/37, 14-18=0/233, 15-18=-217166.15-17=011 16, 7-8=-22/495, 9-10=-24/447, 4-5=-278/118, 12-13=-263/122 NOTES - 1) This truss has been checked for uniform roof live load only, except as noted. - 2) This truss has been designed for the wind loads generated by 70 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 II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If enc verticals or cantilevers exist, they are exposed to wind. If parches 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 151 Ib uplift at joint 1. and 151 Ib uplift at joint 16. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard , r PFtOFEss7O� �Q 0 C0 W G1 C 34229 m * EXP 6/30/07 ;D s9� EVIL O CALIF May 21, 2004 0 0 • 0 0 • • 0 K7 Job - Truss Truss Type Ory Ply Tandem West/Peninsula P2 rk/Lot 16lday LOT 16 A07 ROOF TRUSS 5 1 Job Reference o tional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Indl_:stries, Inc. Fri May 21 09:17:11 2004 Page 1 6-7-15 11-0-0 15-3-14 , 19-6-0 , 23-8-2 28-0-0 32-4-1 39-0-0 6-7-15 4-4-1 4-3-14 4-2-2 4-2-2 4-3-14 4-4-1 6-7-15 . - S.I. - 1:82.3 C.m ,-1121' SA . . 4.00 12 8 . 3xd s 3xd C . S r 3x8 a 3x8 4x894 g 141 3 8 we Y48 �d9 Td Wd Wd 2 10 W3 "a 1 Sx td— 11 Q 5x14= 1 8 15 3x4= 3x8= 3x4= 1i ase = 20 15 13 12 3x8 = 418= 3.4 II 3x4 It 4x8= 6-7-15 1 10-1-14 1,1_010 15-3-14 19-6-0 23-8-2 28-0-0 32-4-1 39-0-0 I 6-7-15 3-5-15 0-10-2 4-3-14 4-2-2 4-2-2 4-3-14 4-4-1 6-7-15 Plate Offsets (X,Y)_[12:0-3-8,0-2-0)x[20:0-3 8,0-2-0] LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase , 1.25 TC 0.53 Vert(LL) -0.35 14-15 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.83 14-15 >560 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.31 11 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 162 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-1-7 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 c bracing. B2 2 X 4 HF Stud, 82 2 X 4 HF Stud WEBS 2 X 4 HF Stud 'Except W2 2 X 4 SPF 1650F 1.5E, W2 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 1=1471/0-5.8, 11=1471/Mechanical Max Horz 1=-84(load case 6) , ' Max Upliftl=-143(load case 3), 11=-144(load case 4) FORCES ((b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3858/365, 2-3=-4486/424, 3-4=-3522/315, 4-5=-3481/325, 5-6=-2774/254, 6-7=-2774/260, 7-8=-3495/312, 8-9=-3536/302, 9-10=-4528/406,'10-11=-3930/374 80T CHORD 1-20=-363/3586.19-20=-34131i. 12-13=-30/315,11-12=-311/3663,18-19=0/81, 3-18=-40/655, 13-14=0/19, 9-14=-37/683,17-18=-373/4270,16--7=-234/3303, 15-16=-160/3316, 14-15=-294/4310 WEBS 6-16=-97/1468, 2-20=-702/130, 10-12=-716/119, 2-18=-10/649, 18.20=-338/3366, 10-14=-31/609, 12-14=-289/3442, 5-17=-43/678, 5-16=-994/1, 7-15=-39/695,7-16=-1013/153, 3-17=-1124/162,9-15=-1156/156 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/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) 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 Ib uplift at joint 1 and 144 Ib uplift at joint 11. LOAD CASE(S) Standard - PFt0FESSI� �� q�F OCO n G) lu C 34229 z EXP 6/30/07 A * QVIL ��P* CF CALIFC� May 21, 2004 0 • • IS 0 • 0 0 0 Job Truss Truss Type oty Ply. Tandem West/Peninsula Park/Lot 16lday LOT 16 • A08 - ROOF TRUSS 1 3 Job Reference o lional A.C. Houston Lumber Company, Indio, CA !-. 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:13 2004 Page 1 5-5-138-2-0 , 11-0-0 , 14-9-15 19-6-0 24-2-1 28-0-0 1 30-10-0 33-6-3 1 39-0-0 5-5-13 2-8-3 2-10-0 3-9-15 4-8-1 4-8-1 3-9-15 2-10-0 2-8-3 5-5-13 ' Sob=1:82.3 GmE4r=9n8 Do not install this 54= truss backwards! 4.0012 r - 5x14, 3x8a . 3x8 n 3.6, ' - x4115 9 3X411 4 10 4x6L Wd WB w8 W10 4x61 3 11 414 i 314 2 W5 Wi 12 82 82 11 1 13 `'114 8x16 = p 19 18 =EJ 4.6 = 2x4 II 318 = 214 II 4110= 24 25 " 23 22 18 1s 14 418= 3x1011 1W12= 5x8= 31811 4110= 21411 Building designer should provide details to accommodate estimated deflection of 1.02" , 5-5-13, 8-2-0 , 11-0-0 , 14-9-15 , 19-6-0 24-2-1 , 28-0-0 , 30-10-0 , 33-6-3 , 39-0-0 , 5-5-13 2-8-3 2-10-0 3-9-15 4-8-1 4-8-1 3-9-15 2-10-0 2-8-3 5-5-13 Plate Offsets X Y: [1:0-0-3,Edge ]J13:0-2-14 0-0-0]x[17:0-4-8 0-2-8] [21:0-4-O,Edge],[22Edge 0�=2-82-8j,[23:0-2-0 0-5-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.43 20-21 >999 240 M1120 174/144 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -1.02 20-21 >454 180 .. BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.28 13 We n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 580 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E =Except' TOP CHORD Sheathed or 34-5 oc purlins. T1 2 X 4 SPF 210OF 1.8E, T1 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 SPF 240OF 2.0E 'Except' B3 2 X 4 SPF 210OF 1.8E, B2 1.5 X 7.25 RBLVL RIGIDLAM 1.8 B2 1.5 X 7.25 RBLVL RIGIDLAM 1.8 WEBS 2 X 4 HF Stud 'Except' W6 2 X 4 SPF 1650F 1.5E, W3 2 X 6 SPF 1650F 1.5E, W3 2 X 6 SPF 1650F 1.5E W4 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 1=11325/0-5-8, 13=3225/Mechanical Max Horz1=-83(load case 6). .. Max Upliftl=-1003(load case 3), 13=-332(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-28279/2733, 2-3=-24552/2594, 34=-22729!2388, 4-5=-24219/2570, 5-6=-24203/2579, 6-7=-9258/948, 7-8=-9254/953, 8-9=-11993/1249, 9 -10= -12019/1240,10.11=-11114/1125,11-12=-9188/951,12-13=-9374/960 _ BOT CHORD 1-24=-2616/26761, 24.25=-2616/26761, 23-25=-261626761, 22-23=$06/7614, 15-16=-355/3662, 14-15=-876/8844, 13-14=-876/8844, 20 -21= -1395/14070,19 -20= -1395/14070,18 -19= -875/9903,17 -18= -875/9903,21 -22=-135/1376,4-21=-486/108,16-17=-33/498,10-17=-396/95 WEBS 2-24=-88/3381, 6-21=-1367/12354, 6-20=0/399, 6-19=-6991/802, 7-19=-523/5518, 8-19=-1521/210, 8.18=0/258, 8-17=-2512046, 12-14=-77/55, 3 -23= -222/1488,2 -23= -4160/199,11 -15= -2097201,12 -15= -169/56,3 -21=-2162/303,21-23=-1751/16674,11.17=-1962180,15-17=-505/5362 NOTES 1) Special connection required to distribute web loads equally between all plies. 2) 3 -ply truss to be connected together with 0.131"x3" Nails as follows: - Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0-4-0 oc, Except member 16-13 2 X 6 - 2 rows at 0-4-0 oc, 2 X 4 - 2 rows at 0-4-0 oc, 1.5 X 7.25 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 3 rows at 041-0 oc, Except member ll -15 2 X 6- 2 rows at 0-9-0 oc. 3) 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. Pg0FES8 4) This truss has been checked for uniform roof live load only, except as noted. �� �0,y 5) This truss has been designed for the loads by 70 wind generated 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 0 0 G) 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. W Z 7) Refer to girder(s) for truss to truss connections. X 34229 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1003 Ib uplift at joint 1 and 332 Ib uplift at joint 13. EXP M 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6176.01b down and 816.21b up at B-2-0 on bottom * 6/30/07 chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard - 9%. CIVIL 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 OF Uniform Loads (plf) - CALF Vert: 1-7=-60, 7-13=-60, 1-25=-800(F=-784), 22-25=-16, 13-16=-16, 17-21=-16 Concentrated Loads (1b) May 21, 2004 Vert: 23=-6176(F) • • • lu 0 • K71 0 Job Truss Truss Type • Oty Ply Tandem West/Peninsula Perk/Lot 16lday LOT 16 _ A09 ROOF TRUSS 4 1 Job Reference optional A.C. Houston Lumber Company, Indio, CA - - 5.200 s Oct 21 2003 MiTek Indutries, Inc. Fri May 21 09:17:14 2004 Page 1 3-11-10 11-1-0 18-2-6 _ 23-6-8 30-7-0 3-11-10 7-1-6 7-1-6 54-2 .. 7-0-8 9 w - 1:69.0 c4mn4r=vat 1. 4.6 = . 3 4.00 12 . a4 3444 - alae 2 4 5 W 4 h4 It 2.411 9 17 11 10 9 8 #6= 3.4 &4= 34= 3.4= 39= 7-9-8 14-4-8 21-10-8 . 30-7-0 798 670 760 8-8-8 Plate Offsets (X Y)_[7:0-1-6,0-0-2] - - - LOADING(psf) - SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.16 7-8 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.39 7-8 -929 180 BCLL 0.0 Rep Stress Ina YES WB 0.90 Horz(TL) 0.08 7 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 120lb LUMBER BRACING ' TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-8.7 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 :)c bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 12=1154/Mechanical, 7=1154/Mechanical - Max Horz 12=-87(load case 6) Max Upliftl2=-93(load case 3), 7=-127(load case 4) . FORCES (lb) - Maximum Compression/Maximum Tension - - TOP CHORD 1-2=-83/29, 2.3=-1329/157, 3-4=-1739/217, 4-5=-2554/303, 5-6=-2657/302, 6-7=-2908/329; 1-12=-93/25 BOT CHORD 11-12=-78/957, 10-11=-17/1277, 9-10=-155/2067, 8-9=-155/2067, 7-8=-266/2695 - WEBS 6-8=-374/136,2-12=-1359/161, 2-11=-3/399,4-10=-704/176,4-8=-43/631, 3-11=-167/81, 3.10=-73/695 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf botton- chord dead load, in the gable end roof zone on an occupancy category Il, condition I enclosed building, with exposure ASCE 7-95 per UBC97/ANSI95 If ena 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 nonconcurent with any other live loads per Table No. 16-B, UBC -97. 4) Refer to girder(s) for truss to truss connections. - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint 12 and 127 Ib uplift at joint 7. LOAD CASE(S) Standard. QgOFESS/0 �O C 34229 m EXP 6/30/07 ;D QVIL OF CALIFO��\P May 21, 2004 • Ll • `J L L u Job - Truss Truss Type _ - Oty Ply Tantlem West/Peninsula P.rWLot 16lday " LOT 16 " A09A �ROOFTRUSS 1 1 Job Reference optional A.C. Houston Lumber Company; Indio, CA - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:16 2004 Page 1 3-11-10 11-1-0 18-2-6 23-6-8 30-7-0 3-11-10 _ 7-1-6 7-1-6 5-4-2 7-0-8 •- SmW 149.1 - amn4r =114 m 4.6= - 3 _ 4.00 12 3.41 " 3.4 a 3.4 2 4 S w d 2.4 II 214 9 Vrj 7 I* 12 11 10 9 8 410= 3.8= 3.4= h4= 4.4= 3.4= 7-9-8 , 14-4-8 1 21-10-8 30-7-0 i 7-9-8 6-7-0 7-6-0 8-8-8 Plate Offsets (X,Y): [7:0-0-3, Edge] - LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.27 8 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.50 7-8 >722 180 BCLL 0.0 Rep Stress Ina NO WB 0.62 Horz(TL) 0.12 7 n/a n/a - BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 12010 LUMBER BRACING. TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-3-1 oc purlins, except ^nd verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 4-3-2 cc bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at midpt 2-12 " REACTIONS (Ib/size) 12=1154/Mechani6al, 7=1154/Mechanical - Max Horz 12=-87(load case 6) - Max Upliftl 2=-61 1 (load case 11), 7=-961(load case 14) Max Gravl2=1672(load case 8), 7=1989(load case 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-085/465, 2-3=-1696/659, 3-4=-2916/1372, 4-5=-3701/1451, 5-6=-4435/2064, 6-7=-5479/2878, 1-12=-98/26 BOT CHORD 11-12=-529/1433, 10-11=-715/1976, 9-10=-1200/3135, 8-9=-1669/3581, 7-8=-2698/5033 WEBS 6-8=-396/158, 2-12=-2052/855, 2-11=-368/772, 4-10=-715/185, 4-8=-73/661, 3-11=-476/383, 3-10=-77/700 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 Ifend ' verticals or cantilevers exist, they are exposed to wind. If porches exist, theyarenot 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 nonconcurent with any other live loads per Table No. 16-13, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 Ib uplift at joint 12 and 961 Ib uplift at joint 7. 6) This truss has been designed for a total drag load of 110 plf. Connect truss to resist drag loads along bottom chord from 0-" to 30-7-0 for 110.0 plf. LOAD CASE(S) Standard _ pR0FEgs�O� 0� O CO EU C 34229 Z EXP 6/30/07 Z * CIVIL �NP* CF CALIVOF' May 21, 2004 1 • r • Ll • • 0 • 0 0 Job Truss City Ply Tandem West/Peninsula Perk/Lot 16fjday LOT 16 7ss'1T'pe A09B OUSS 1 1 Job Reference (Optional) A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:17 2004 Page 1 3-11-10 11-1-0 18-2-6 - — , 23-6-8 __ 30-7-0. 3-11-10 7-1-6 7-1-6 54-2 - 7-0-8 S®k = 1:49.1 Cede, a 1/41 4a6 3 ' e.a9 1 hal h4, h4 _ 4 5 a ha II N4 9 Nn _ 8' Q 11 10 18 h8=' ` ha= 3a4c ha= ha. h 10= 7-9-8 14-4-8 21-10-8 30-7-0 I 7-9-8 6-7-0 7-6-0 8-8-8 Plate Offsets (X,Y): [7:0-5-2,0-1-8] LOADING(psQ SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25, TC 0.75 Vert(LL) -0.26 7-8 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.49 7-8 >740 180 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.12 7 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 120 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 2-4-13 oc purlins, excep9 end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 4-6-0 c bracing. WEBS 2 X 4 HF Stud WEBS. 1 Row at midpt 2-12 REACTIONS (Ib/size) 12=1154/Mechanical, 7=1154/Mechanical Max Horz 12=-87(load case 6) Max Upliftl2=-555(load case 11), 7=-871 (load case 14) Max Gravl2=1616(load case 8), 7=1899(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-438/418, 2-3=-1642/604, 3-4=-2788/1244, 4-5=-3577/1327, 5-6=-4243/1872, 6-7=-52002599, 1-12=-98/26 BOT CHORD 11-12=-478/1381, 10-11=-640/1901, 9-10=-1090/3017, 8-9=-1505/3417, 7-8=-2435/4780 WEBS 6-8=-393/155, 2-12=-1977!780, 2-11=-328/732, 4-10=-714/184, 4-8=-70/658, 3-11=-442/350, 3-10=-76/699 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/ANSI95 If en l 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 nonconcument with any other live loads per Table No. 16-B, UBC -97. 4), Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 555 Ib uplift at joint 12 and 871 Ib uplift at joint 7. 6) This truss has been designed for a total drag load of 3000 Ib. Connect truss to resist drag loads along bottom chord from 0-M to 30-7-0 for 98.1 plf. LOAD CASE(S) Standard pROFESS/O� �O M O 9�F r? � LU C 34229 Z EXP * .6/30/07 ;D 9� CIVIL OF CAL IV May 21, 2004 0 • • • • 0 0 0 0 Job Truss Truss Type Qty PlyTandem West/Peninsula P. -,k/Lot 161jjday LOT 16 A10 ROOF TRUSS � 5 1 • Job Reference o 6onal A.C. Houston Lumber Company, Indio, CA'' 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:19 2004 Page 1 3-11-10 7-11-4 11-1-0 14-2-12 18-2-6 - 1 23-6-8 _ , _ _ 30-7-0 3-11-10 3-11-10 3-1-12 3-1-12 3-11-10 5-4-2 7-0-8 Sub -1:49.0 - c..w' = 11118 For access to HVAC equipment only. The truss space is dangerous and should be entered 4.4= only with caution by trained professionals having W7 appropriate insurance. No storage allowed. 4.00 12 4.4 G 4.41 3 5 3.41 hos 2.411 3.41 - 2 6 r 34 11 2.4 11 6 , .� w3 9 I 14 - 13 3x411 x.411 12 11 to 3.6= . &B= 5.6= ®. to= 4.6= 3.4= 7-11-4 • , 14-2-12 21-10-8 30-7-0 7-11-4 6-3-8 7-7-12 8-8-8 Plate Offsets X Y : [13:0-1-8,0-1-121- - - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud IFLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.51 10-12 >715 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -1.16 10.12 >314 180 , 8CLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.07 9 n/a. n/a' - BCDL 8.0 Code UBC97/ANSI95 .(Matrix) Weight: 134 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E 'Except TOP CHORD Sheathed or 3-7-12 oc purlins, except and verticals. Tt 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. BOT CHORD 2 X 4 SPF 210OF 1.8E 'Except JOINTS 1 Brace at Jt(s): 15 B2 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud 'Except W5 2 X 6 SPF 165OF 1.5E REACTIONS (Ib/size) 14=1223/Mechanical, 9=1185/Mechanical Max Horz 14=-87(load case 6) Max Uplifll4=-102(load case 3), 9=-131(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-45/47, 2-3=-1601/192, 3-4=-672/118, 4-5=-577/103, 5-6=-1696/193, 6-7=-2688/324, 7-8=-2791/323, 8-9=-3037/351, 1-14=-140/43 BOT CHORD 13-14=-73/1007, 12-13=-27/1531, 11-12=-154/2118, 10-11=-154/2118, 9-10=-286/2816 WEBS 8-10=-3601139, 3-13=-180/68,5-12=-20/506, 3-15=-973/111, 5-15=-973/111, 2 -14= -1508/149,2-13=-70/759,6-12=-850/188,6-10=-76!727,4-1`=-25/209 NOTES - 1) This truss has been checked for uniform roof live load only, .except as noted. 2) This truss has been designed for the wind loads generated by 70 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) 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) Refer to girder(s) for truss to truss connections. - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint 14and 131 Ib uplift at joint 9. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50.01b down and 6.61b up at 7-11-4 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). - LOAD CASE(S) Standard ROFE P SS/Qti 1) Regular. Lumber.lncrease=1.25, Plate Increase=1.25 �� Uniform Loads Q M 7, (plf) @ 9 Q Vert: 1-4=-60, 4-9=-60, 9-14=-16 Concentrated Loads (lb) C / C1 Vert: 3=-50(F) 15=-50(F) OLU rn C 34229 rn EXP 6/30/07 � # s� # -1, CA/11- IVILCp Op CALIF May 21, 2004 • • • 0 0 0 0 • 0 Job Truss Truss Type Oty PlyTandem West/Peninsula Perk/Lot t6lday LOT 16 A71 ROOF TRUSS 1 1 Job Reference optional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:20 2004 Page 1 5-1-11 8-7-0 10-1-9 ,11-7-0, 15-1-8 18-3-0 20-1-7 , 25-1-5 , 30-3-0 3Q-7,-0 5-1-11 3-5-5 1-6-9 1-5-7 3-6-8 3-1-8 1-10-7 4-11-15 5-1-11 0-4-0 Scab = 1:49.8 camx,=v1e 4x4 = 4.4 = 12 9 S 15 . W1 3 Bx10= i = 3x4 = 1 = 12 = 3x4 = Bx 10 Ed 4 4.00 12 18 dx8 W2 VW 3 W d WI x, 28 28 7 8x8 = 21 3.8 = W1 1 e 20 19 318 = Rg 28 25 24 23 . 314 5-1-11 8-7-0 , 10-1-9 , 15-1-8 , 18-3-0 , 20-1-7 , 25-1-5 30-3-0 3q-7,-0 5-1-11 3-5-5 1-6-9 4-11-15 3-1-8 1-10-7 4-11-15 5-1-11 0-4-0 Plate Offsets X Y : [1:0-3-8,0-2-12]x[6:0-5-0,0-2-8)[14:0-5-0 0-2-8][22:0-2-12,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d (PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.05 22 -999 240 PA1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.12 22 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) -0.05 29 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) -Veight:212lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-10-12 oc purlins, exceF end verticals, and 2-0-0 oc purlins (6-0-0 BOT CHORD 2 X 4 SPF 165OF 1.5E max.): 1-18, 8-12. Except: WEBS 2 X 4 HF Stud 'Except 6-0-0 oc bracing: 1-18 W12 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 -c bracing, Except: 6-0-0 oc bracing: 26-27. REACTIONS (Ib/size) 29=1149/Mechanical, 19=1135/Mechanical - Max Horz 19=85(load case 5) Max Uplift29=-125(load case 3), 19=-128(load case 4) FORCES (lb) - Maximum Compression/Maximum Tensin - TOP CHORD 1-29=-1105/145,12-15=-13191205,15-1 6=-1361/174,16-18=-1366/129,1-2=-47/297,2-4=-47/297, 4-6=-53/128, 6-7=-29/453,7-9=-28/447, 9.1-=-43141, 11-13=-43/41, 13-14=-61/44, 14 -17= -45/140,17 -18= -05/140,8 -10= -1255/200,10 -12=-1256/200,1-3=-1391/153,3-5=-1382/189,5.8=-13081204 BOT CHORD 21-22=-149/1362, 20-21=-150/1360, 19-20=-20/103, 25-26=-10/48, 24-25=-83/675, 23-24=-2/29, 22-23=0/41, 13-22=-22/223,26-27=-13/6,4-27'=-5179, 28-29=-21/44, 27-28=-145/1150 WEBS 1-28=-152/1046,2-28=-286/129, 6-25=-828/150,6-24=-47/178, 9-24=-581/117, 14-21=0/138,14-20=-243/18, 17-20=-321/134, 14-22=-108/87,E-22=-69/628, 22-24=-80/936,9-10=-218!76, 12 -13= -26/257,16-17=-2981127,2-3=-287/123,5-6=-70!73,14-15=-162/86, 7 -8= -18/166,18 -19=-1106/149,4-28=-230/14,6-27=-124/949,25-2-'=-12411084, 18-20=-160/1170 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. - 2) This truss has been designed for the wind loads generated by 70 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 II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If enc 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) All plates are 2x4 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ib uplift at joint 29 and 128 lb uplift at joint 19. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PROFESS/0 �Q C0 G1 UJ C 34229 m EXP 6/30/07 -0 y�. CIVIL OF CALIF�R May 21, 2004. 0 0 Job - Truss 10-1-9 Qty ' Ply Tandem WesVPeninsula Pz rk/Lot 16fjday LOT 16 Al2 7ossTT,,,e USS 1 1 3-1-8 1-10-7 4-11-15 _1q-7-0 5-1-11 0-4-0 Plate Offsets (X, _[1:0-3-8 0-2-12]x[4:0-5- 00-2-8],[13:0-5-0,0-2-8]x[21:0-2-12,Edge] Job Reference (optional) 5-1-11 10-1-9 11-7-0, 15-1-8 ; 18-3-0 , 20-1-7 , 25-1-5 30-3-0 30-7,-0 5-1-11 • 4-11-15 1-5-7 '3-6-8 3-1-8 1-10-7 4-11-15 5-1-11 0-4-0 saro:s ammo' = yr 26 25 20 23 22 3x8= 3x8= �I REACTIONS (Ib/size) 26=1149/Mechanical, 18=1135/Mechanical Max Horz 18=116(load case 5) Max Uplift26=-124(load case 3), 18=-127(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1.26=-1108/140, 11-14=-1181/196, 14-15=-1221/165, 15-17=-1225/110, 1-2=-39/517, 2.4=-39/517; 4-6=-2/200, 6-8=-2/195,8-10=-366/60, 10-1:=-366/60; 12-13=-389/62, 13-16=-129/132, 16-17=-129/132,7-9=-1121/191, 9-11=-1121/191,1-3=-1245/143,3-5=-1239/179,5-7=-11671194 BOT CHORD 20-21=-125/1540,19-20=-127/i539,18-19=-30/116,25-26=-29/37, 24-25=-115/793, 23-24=-115!793, 22-23=-2/35, 21-22=0/41, 12-21=-20/185 WEBS 1-25=-115/809,2-25=-306/135,4-25=-253/24,4-24=0/181, 4-23=-50/178, 8-23=-653/109, 13-20=0/141, 13-19=-340/32, 16-19=-324/134, 13-21=64/89, 8-21=-58[742,21-23=-118/1071, • 8-9=-211/75, 11-12=-23/216, 15-16=-302/127,2-3=-295/126,4-5=-77!73, 13-14=-167/86,6-7=-13/124, 17-18=-1106/148,17-19=-165/1274 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/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) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 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) Refer to girder(s) for truss to truss connections. • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 Ib uplift at joint 26 and 127 Ib uplift at joint 18. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard �p P R,OMFESS/O,y W G) C 34229 m EXP 6/30/07 tP • ��. QVIL O'er CALIFO��\P May 21, 2004 0 , 5-1-11 10-1-9 1 15-1-8 18-3-0 , 20-1-7 , 25-1-5 ' 30-3-0 5-1-11 4-11-15 4-11-15 3-1-8 1-10-7 4-11-15 _1q-7-0 5-1-11 0-4-0 Plate Offsets (X, _[1:0-3-8 0-2-12]x[4:0-5- 00-2-8],[13:0-5-0,0-2-8]x[21:0-2-12,Edge] • LOADING(psf) SPACING 2-0-0 CSI in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.96-0.05 21 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.36-0.1220-21>999 ED 180 BCLL 0.0 Rep StressIncr NO WB 0.44 -0.05 26 n/a n/a, ' BCDL 8.0 Code UBC97/ANSI95 - (Matrix) "Veight:210lb LUMBER - BRACING - TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-M oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): BOT CHORD 2 X 4 SPF'1650F 1.5E - 1-17,7-11. Except: WEBS 2 X 4 HF Stud 'Except' 6-0-0 oc bracing: 1-17 • W7 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 .c bracing. REACTIONS (Ib/size) 26=1149/Mechanical, 18=1135/Mechanical Max Horz 18=116(load case 5) Max Uplift26=-124(load case 3), 18=-127(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1.26=-1108/140, 11-14=-1181/196, 14-15=-1221/165, 15-17=-1225/110, 1-2=-39/517, 2.4=-39/517; 4-6=-2/200, 6-8=-2/195,8-10=-366/60, 10-1:=-366/60; 12-13=-389/62, 13-16=-129/132, 16-17=-129/132,7-9=-1121/191, 9-11=-1121/191,1-3=-1245/143,3-5=-1239/179,5-7=-11671194 BOT CHORD 20-21=-125/1540,19-20=-127/i539,18-19=-30/116,25-26=-29/37, 24-25=-115/793, 23-24=-115!793, 22-23=-2/35, 21-22=0/41, 12-21=-20/185 WEBS 1-25=-115/809,2-25=-306/135,4-25=-253/24,4-24=0/181, 4-23=-50/178, 8-23=-653/109, 13-20=0/141, 13-19=-340/32, 16-19=-324/134, 13-21=64/89, 8-21=-58[742,21-23=-118/1071, • 8-9=-211/75, 11-12=-23/216, 15-16=-302/127,2-3=-295/126,4-5=-77!73, 13-14=-167/86,6-7=-13/124, 17-18=-1106/148,17-19=-165/1274 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/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) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 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) Refer to girder(s) for truss to truss connections. • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 Ib uplift at joint 26 and 127 Ib uplift at joint 18. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard �p P R,OMFESS/O,y W G) C 34229 m EXP 6/30/07 tP • ��. QVIL O'er CALIFO��\P May 21, 2004 0 0 0 • Ll • Ll u Job Truss Truss Type Oty PlyTantlem West/Peninsula Park/Lot 16(day LOT 16 A13 ROOF TRUSS 1 1 Job Reference (optional A.C. Houston Lumber Company; Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:23 2004 Page 1 20-3-0 5-1-11 10-1-9 15-1-8 18-3-0 20-1-7 25-1-5 30-3-0 33-10-2 38-3-0 = -m ,63.3 5-1-11 4-11-15 4-11-15 3-1-8 1-10-7 4-10-5 5-1-11 3-7-2 4-4-14 °an"°x'1/d1 0-1-9 5x8 = 5.6 = 5 3 Bx 10=- �6=11 1 2— 3x8= 12= 8x1 B 10 ��4 3x�X 4 c 8 N 10 WI d Wl 1 7 l� 6x8 = 21 20 IB•. 18 3.8 — 3x8= 2c-= 27 28 25 24 23 3x8= 3x10= 5-1-11 , 10-1-9 , 15-1-8 18-3-0 20-1-7, 25-1-5 , 30-3-0 33-10-2 , 38-3-0 , 1 5-1-11 4-11-15 4-11-15 3-1-8 1-10-7 4-11-15 5-1-11 3-7-2 4-4-14 Plate Offsets (X,Y): [1:0-3.8 0.2-12]x[2:0-6-0,0-3-4]�[12:0-5-0,0-2.8],[22:0-2 0 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.20 20-21 >999 240 N11120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.67 FVert(TL) -0.48 20-21 >948 180 SCLL 0.0 Rep Stress Ina NO WB 0.70 Horz(TL) -0.17 27 n/a n/a SCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 223 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-4-14 oc purlins, except end verticals, and 2-M oc purlins (5-0-14 BOT CHORD 2 X 4 SPF 1650F 1.5E max.): 1-15, 5-11. Except: WEBS 2 X 4 HF Stud 'Except 5-0-0 oc bracing: 1-15 a W6 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 or- bracing. WEBS 1 Row at midpt 1-27 REACTIONS (Ib/size) 27=1439/Mechanical, 17=1439/0-5-8 Max Horz 17=-81 (load case 3) Max Uplift27=-150(load case 3), 17=-173(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-27=-1398/166, 11-14=-2003/274, 14-15=-2014225, 15-16=-3523/441, 16-17=-3812/461, 1-2=-144/1308, 2-4=-144/1308, 4.6=-144/1294, 6-8=-'5/347, 8-9=-879/123, 9-10=-879/123, 10-12=-912/126,12-13=-1608269,13-15=-1609269, 5-7=-1873276,7-11=-1873276,1-3=-2059/254,3.5=-2016281 BOT CHORD 21-22=-2912855, 20-21=-292/2853, 19-20=-388/3317, 18-19=-442/3547, 17-18=442/3547, 26-27=-30/36, 25-26=-125/931, 24-25=-125/931, 23-24=-6/69, 22-23=0/47, 10-22=-024 WEBS 1-26=-110f763,2-26=-120/127, 6-26=-480/56,6-25=0/182, 6-24=-136/804,8-24=-1464/222,12-21=0/168,12-20=-156f701, 13.20=-332/125, 15 20=-20/180, 15-19=0/247, 16.19=-244/69, 12-22=-115/84, 16.18=0/119, 8-22=-165/1620.22-24=-187/1752, 7.8=-361/115, 11-12=0/375, 4-5=-6/366,2-3=-183/115,13-14=-269/116 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/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) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 M1120 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurent with any other live loads per Table No. 16-13, UBC -97. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint 27 and 173 lb uplift at joint 17. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PROFESS/O �O o C1 Gt LU C 34229 m EXP 6/30/07 * S9� CML CF CALIFC� May 21, 2004 • • Job Truss Truss Type Ory Ply Tandem WesUPeninsula Park/Lol 16lday LOT 16 A14 ROOF TRUSS 1 1 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 M1120 unless otherwise indicated. - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads per Table No. 16-13, UBC -97. Job Reference (optional) 5-1-11 7-7-0 , 10-1-9 15-1-8 , 18-3-0 20-1-7, 22-3-0 ,25-1-5 ,_ 30-3-0 _ _,_ 33-_1.0-2 _ ,_ _ 38-3-0 _, 5-1-11 2-5-5 2-6-9 4-11-15 3-1-8 1-10-7 2-1-9 2-10-5 5-1-11 3-7-2 4-4-14 camx=v,etr • 28 n M 21 24 a8= a.m= REACTIONS (Ib/size) 28=1439/Mechanical, 18=1439/0-5-8 ' Max Horz 18=-87(load case 3) Max Uplift28=-159(load case 3), 18=-179(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-28=-1395/174,13-16=-1930/269,16-17=-3545/466,17-18=-3802/472,1-2=-165/1161,2-4=-165/1161,4-5=-164/1150,5-7=-208/22,7-9=-1580/173,9-10=-1580/173,10-12=-1630/176, 12 -14= -1703/222,14 -15= -1695/224,15 -16= -1696/224,3.6= -1761/284,6 -8=-1762283,8-11=-1762/283,11-13=-1758/282,1.3=-1945/287 BOT CHORD 22-23=-365/3397,21-22=-366/3394,20-21=-409/3347,19-20=-445/3535,18-19=-04513535,27-28=-36/35,26-27=-155/1268,25-26=-155/1268,24-25=-7/88,23-24=0/51,10-23=-66/4 • WEBS 1-27=-72/793, 2-27=-12/187,5-27=-889/124; 5-26=0/181, 5.25=-128/821,7.25=-1700247, 12-22=0/168,12-21=-100/94, 15-21=-15/56, 16-21=C/212, 16-20=0238,17-20=-200/53, 12-23=-23/95, 17.19=0/120, 7-23=-199/1941, 23-25=-226/2149, 5-6=-89/58,7-8=-388/112, 11-12=-61/53, 13-14=0/233, 3-0=-18264 • • • NOTES 5-1-11 10-1-9 15-1-8 18-3-0 20-1-7, 25-1-5 , 30-3-0 , 33-10-2 38-3:L__, 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom 5-1-11 4-11-15 4-11-15 3-1-8 1-10-7 4-11-15 5-1-11 3-7-2 4-4-14 • Plate Offsets X Y : [1:0-3.8,0-2-12)[5:0-5.0,0-2-8j,[12:0-5-0,0-28)[23:0-3 8,Edgej increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 M1120 unless otherwise indicated. - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads per Table No. 16-13, UBC -97. 6) Refer to girder(s) for truss to truss connections. ' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.22 22 >999 240 M1120 185/144 LU C 34229 Z TCDL 14-0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.5421-22 >835 180 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) -0.19 28 n/a n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) Weight: 222 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 34-12 oc purlins, except end verticals, and 2-" oc purlins (4.6-6 max. BOT CHORD 2 X 4 SPF 1650F 1.5E 1-16,3-13. Except: WEBS 2 X 4 HF Stud 'Except 5-0-0 oc bracing: 1-16 • W5 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-28 - REACTIONS (Ib/size) 28=1439/Mechanical, 18=1439/0-5-8 ' Max Horz 18=-87(load case 3) Max Uplift28=-159(load case 3), 18=-179(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-28=-1395/174,13-16=-1930/269,16-17=-3545/466,17-18=-3802/472,1-2=-165/1161,2-4=-165/1161,4-5=-164/1150,5-7=-208/22,7-9=-1580/173,9-10=-1580/173,10-12=-1630/176, 12 -14= -1703/222,14 -15= -1695/224,15 -16= -1696/224,3.6= -1761/284,6 -8=-1762283,8-11=-1762/283,11-13=-1758/282,1.3=-1945/287 BOT CHORD 22-23=-365/3397,21-22=-366/3394,20-21=-409/3347,19-20=-445/3535,18-19=-04513535,27-28=-36/35,26-27=-155/1268,25-26=-155/1268,24-25=-7/88,23-24=0/51,10-23=-66/4 • WEBS 1-27=-72/793, 2-27=-12/187,5-27=-889/124; 5-26=0/181, 5.25=-128/821,7.25=-1700247, 12-22=0/168,12-21=-100/94, 15-21=-15/56, 16-21=C/212, 16-20=0238,17-20=-200/53, 12-23=-23/95, 17.19=0/120, 7-23=-199/1941, 23-25=-226/2149, 5-6=-89/58,7-8=-388/112, 11-12=-61/53, 13-14=0/233, 3-0=-18264 • • • NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/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) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 M1120 unless otherwise indicated. - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads per Table No. 16-13, UBC -97. 6) Refer to girder(s) for truss to truss connections. ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 Ib uplift at joint 28 and 179 Ib uplift at joint 18. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PROFESS/0 �I LU C 34229 Z * EXP 6/30/07 � 9� CIVIL OF CALIFO� May 21, 2004 0 '• L • 0 0 0 Job Truss - Truss Type Qty Ply Tandem WesUPeninsula Park/Lot 16(day LOT 16 A15 ROOF TRUSS 1 1 Job Reference (optional) A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:26 2004 Page 1 5-1-11 5T7r0 10-1-9 15-1-8 , 18-3-0 ,20-1-7, 24-3-0_ 25-115 30-3-0 , 33-10-2 , 38-3-0 , 5-1-11 0-5-5 4-6-9 4-11-15 3-1-8 1-10-7 4-1-9 0-10-5 5-1-11 3-7-2 4-4-14 w�,•sne ' 5.6 _ 5.6 = 13 3 8 <.00 12 Bz 10 =. 3x8 = 5x10 I 81 = 12= 1 = B ' 10 31a 7 WI 8 I� " 8x10= 22 21 20: 19 h8 3x8= 7v= 28 27 28 25 24 3x8 = —0 = - 5-1-11 , 10-1-9 , 15-1-8 18-3-0 20-1-7, 25-1-5 30-3-0 33-10-2 , 38-3-0 5-1-11 4-11-15 4-11-15 3-1-8 1-10-7 4-11-15 5-1-11 3-7-2 4-4-14 Plate Offsets X Y : [1:0-3-8,0.2.12],-[5:0-5-0,0-2-8]x[12:0-5-0,0-2.8] [23:0-3-4,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud ELATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.91Vert(LL) -0.24 22 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.57 21-22 >796 180 BCLL 0.0 Rep Stress Ina NO WB 0.84 Horz(TL) -0.20 28 n/a n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) Weight: 218 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-4-14 oc purlins, except and verticals, and 2-M oc purlins (4-11-8 BOT CHORD 2 X 4 SPF 1650F 1.5E max.): 1-16,3-13. Except: WEBS 2 X 4 HF Stud 'Except' - 5-0-0 oc bracing: 1-16 W5 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-28,5-27 REACTIONS (Ib/size) 28=1439/Mechanical, 18=1439/0-5-8 Max Horz 18=-94(load case 3) Max Uplift28=-167(load case 3), 18=-183(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-28=-1400/184, 13-16=-2064/278, 16-17=-3528/471, 17-18=-3809/487, 1-2=-165/1345, 2-4=-165/1345, 4-5=-163/1318, 5-8=-155/50, 8-9=-179?234, 9-10=-1793/234, 10-12=-1842/240, 12 -14= -1536/229,14 -15= -1513/230,15 -16= -1514/231,3 -6= -1904/287,6 -7=-1903/285,7-11=-1903285,11-13=-1895/283,1-3=-2097/295 .BOT CHORD 22 -23= -435/3785,21 -22= -436/3783,20 -21= -405/3325,19 -20= -454/3544,18 -19=-454/3544,27-28=-30/36,26-27=-199/1500,25-26=-199/1500, ?4-25=-9/94,23-24=0/51,10-23=-34/1 WEBS 1-27=-103/774,2-27=-30/448, 5-27=-1241/177,5-26=0/177,5-25=-112/751,8-25=-1770264,12.22=0/160,12-21=-400/110,15-21=0/290,16-2-22/119,16-20=0240,17-20=-232/70, 12-23---65/55,17-19=0/121, 8-23---243/2169,23-25=-288/2361, 5-6=-284/96,7-8=-330/104,11-12=-253/88,13-14=01371, 3-4=-26/432 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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) All plates are 2x4 MII20 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) Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 28 and 183 lb uplift at joint 18. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PROFESS/0 �O e0 w G) C34229 m 6/30/07 A * s 9%. CIVIL OF CALIFC� May 21, 2004 El tsJ f,J 0 • i 0 Job Truss , Truss Type City - Ply Tandem West/Peninsula Pek/Lot 16/jday LOT 16 At6 - ROOF TRUSS 1 1 Job Reference optional A.C. Houston Lumber Company, Indio, CA - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:27 2004 Page 1 3-7-0 ,5-1-11, 10-1-9 15-1-8 , 18-3-0 20-1-7, 25-1-5 26-3-9 30-3-0 33-10-2 , 38-3-0 3-7-0 1-6-11 4-11-15 4-11-15 3-1-8 1-10-7 4-11-15 1-1-11 4-0-0 3-7-2 4-4-14 B = 3181 ' w�,mor=3'ei 58- 3x8= 5.8 3 5 8 om 10 13 14 17 Bx 10- -5:10+i s.ao 12 = 8 = 12= 8 = 8 = 2 1 rRI u x4 1 20 w1 1 21 sa I� Bx10- 25 24 ?= 22 38= 3v8= 3A= 31 30 29 28 27 3x8= ax 10= 5-1-11 10-1-9 15-1-8 18-3-0 20-1-7, 25-1-5 , 30-3-0 33-10-2 38-3-0 5-1-11 4-11-15 4-11-15 3-1-8 1-10-7 4-11-15 5-1-11 3-7-2 4-4-14 Plate Offsets X Y : [1:0-3-8 [7:0-5-0,0-2-8]x[14:0-5-00.2.8],[26:0-2-12,Edge] LOADING(psf) SPACING 2-0-0 CSIDEFL in (loc) I/defl Ud DILATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.29 25 >999 240 0120 185/144 TCDL 1'F 4.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.6824-25 >666 180 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) -0.23 31 n/a n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) Neight:216lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3.5-9 oc purlins, except End verticals, and 2-0-0 oc purlins (4-9-7 max.): BOT CHORD 2 X 4 SPF 165OF 1.5E 1-19, 3-17. Except: WEBS 2 X 4 HF Stud 'Except* 4-3-0 oc bracing: 1-19 W5 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 :)c bracing, Except: 9-10-2 oc bracing: 25-26 _ 9-10-4 oc bracing: 24-25 ' 6-0-0 oc bracing: 30-31. - ' WEBS 1 Row at midpl 1-31,7-30 REACTIONS (Ib/size) 31=1439/Mechanical, 21=1439/0-5-8 Max Horz21=-100(load case 3) Max Uplifi3l=-174(load case 3), 21=-186(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-31=-1408/192, 17-19=-1800/246, 19-20=•3509/475, 20-21=-3822/498, 1-2=-108/854, 2-4=-106/831, 4-7=-106/831, 7-9=-704/130, 9-11=-2620/357,11-12=-2620/357,12-14=-2668/363,14-16--2217/323,16-18=-2217/323,18-19=-2191/320,3-5=-1675/248,5.6=-1680247, 6 -8= -1680/247,8 -10= -1680247,10 -13=-1680/247,13-15=-1661241,15-17=-1657/243,1-3=-1817259 BOT CHORD 25 -26= -536/4452,24 -25= -538/4450,23 -24=400/3289,22.23= -458/3559,21 -22=-458/3559,30-31=-25/40,29-30=-247/1870,28-29=-247/1870 27-28=-12/109, 26.27=0/53, 12-26=-2/18 WEBS 1 -30= -146/1187,4 -30=0296,7 -30= -1385/194,7 -29=0/175,7 -28= -99/696,9-28=-1946291,14-25=0/167,14-24=-645/126,16-24=0/156, 19 -24= -97/675,19 -23=0/260,20 -23= -286/78,14 -26= -166/38,20 -22=0/116,9 -26=-300/2532,.26-28=-347/2740,4-5=-11/92,6-7=-356/109, 8-9=-282/95,13-14=-327/104,15-16=-105/65.17-18=-36/301, 2-3=-36/251 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottorr. 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 en4l 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) All plates are 2x4 M1120 unless otherwise indicated. P` 0FES,9 5) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads per Table No. 16-B, UBC-97.��� 6) Refer to for truss to truss Q- M 7. girder(s) connections. e y 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 Ib uplift at joint 31 and 186 lb uplift at joint 21. 8) Design assumes 4x2 (flat orientation) purlins al oc spacing indicated, fastened to truss TC w/2 -10d nails. C (� LOAD CASE(S) Standard W C Cr 34229 m EXP Z * .6/30/07 QVIL OF CALIF���\P May 21, 2004 x 1• n LJ L U n kJ • 0 Job - Truss. • - Truss Type - City Ply. Tantlem WesUPeninsula Park/Lot 16lday LOT 16 .�. A17 ROOF TRUSS 1 1 - Job Reference (optional) A.C. Houston Lumber Company, Indio, CA -� - - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 2109:17:29 2004 Page 1 11-7-0 5-1-11 10-1-9 15-1-8 1 18-3-0 120-1-7, 25-1-5 _, _ 28-3-0 _ 130-3-0_, 33-10-2 38-3-0 1-7-0 3-6-11 .4-11-15 4-11-15 3-1-8 1-10-7 4-11-15 3-1-11 2-0-0 3-7-2 4-4-14 16 VI - CamOer a 7/16 / 7118 • 8x105x14 II 8x10= 10x12= 3x8= 8x10= 8x10= 5.6= = 17 5x10// axe 11 4.00L1_2_ 6Z 6M6 . ( 3.4 c - 20 1 21 Id + Bs 18 = 25 24 23 22 11 3x8= T4= 3x8= 31 W 29 28 27 _ 3x10= dx 12= . 5-1-11 10-1-9 , 15-1-8 1 18-3-0 120-1-7, 25-1-5 1 30-3-0 33-10-2 , 38-3-0 5-1-11 4-11-15 4-11-15 3-1-8 1-10-7 4-11-15 5-1-11 3-7-2 4-4-14 Plate Offsets X Y : [1:0 -3 -8,0 -2 -12],p:0 -5-0 0-2-8]x[13:0-5-0,0-2-8] LOADING(psf) SPACING - 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.32 25 -999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.77 24-25 >593 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) -0.25 31 We n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 210 lb LUMBER - BRACING ' TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-5-6 oc purlins, except end verticals, and 2-0-0 oc purlins (4-11-9 max.) BOT CHORD 2 X 4 SPF 1650F 1.5E 1-19, 3-17. Except: WEBS 2 X 4 HF Stud 'Except* 3-9-0 oc bracing: 1-19 W5 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, . Except: 9-1-12 oc bracing: 25-26 ' 9-1-14 oc bracing: 24.25 6-0-0 oc bracing: 30-31. - WEBS 1 Row at midpt 1-31, 7-30,9-28 REACTIONS (Ib/size) 31=1439/Mechanical, 21=1439/0-5-8 Max Horz21=-106(toad case 3) Max Uplift3l=-180(load case 3), 21=-187(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-31=-1411206, 17-19=-1717/243, 19-20=-3519/481, 20-21=-3818/503,1-2=-98/504; 2-4=-96/476, 4.7=-96/476, 7-9=-1039/163, 9.10=-3138/415, - 10-12=-3138/415, 12-13=-3191/422, 13-16=-2802/389, 16-18=-2802/389, 18-19=-2752/383, 3-5=-1604/240, 5-6=-1603239, 6.8=-1603/239, 8 -11= -1603/239,11 -14=-1603239,14-15=-1569/228,15-17=-1571229,1-3=-1705/250 BOT CHORD 25-26=-622/4893, 24.25=-623/4890, 23-24=-400/3300, 22-23=-457/3554, 21-22=-457/3554, 30-31=-29/41, 29-30=-286/2120, 28-29=-286/2120, - 27-28=-14/122,26-27=0/55, 12-26=-1/12 WEBS 1-30=-208/1590, 4-30=-84/80, 7-30=-1346/184, 7-29=0/175, 7-28=-98/707, 9-28=-2120/322, 13-25=0/175, 13-24=-586/103, 16-24=-246/91, 19-24=-172/1227,19-23=0/259, 20.23=-269/85, 13-26=-155/34,20-22=0/114, 9-26=-342/2773,26-28=-399/3034, 2.3=-23237, 4-5=-183/86, - 6-7=-335/105, 8-9=-292/97,13-14=-306/101, 15-16=-268/90, 17-18=-37/352 - NOTES 1) This truss has been checked for uniform roof live load only; except as noted. ' 2) This truss has been designed for the wind loads generated by 70 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/ANSI95 If enc 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) All plates are 2x4 M1120 unless otherwise indicated. pF'o SS 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads per Table No. 16-B, UBC -97. �� �0 6) Refer to for truss to truss connections. girder(s) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 Ib uplift at joint 31 and 187 Ib uplift at joint 21. 8) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2.10d nails. C7 LOAD CASE(S) Standard /•� ILIJ Y li 4229 m EXP 6130107 � 9� CIVIL OF CALIFO� May 21, 2004 L • 0 • 0 0 0 i Job . - - Truss russ Type Qty Ply Tandem West/Peninsula P.-rk/Lot16ldayLOT 16 A18 �00,TUSS R - 1 2 Job Reference (2plional) 'T A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:30 2004- Page 5-1-11 1 10-1-9 15-1-8 18-3-0 20-1-7, 25-1-5 1 30-3-0 33-10-2 38-3-0 5-1-11 4-11-15 4-11-15 3-1-8 1-10-7 4-11-15 5-1-11 3-7-2 4-4-14 So Ie ^ 1:62. . - C4mD4roy18N 8x14= 4x6= h4 II 3x8= 3x8= and= 2x4 II are= 2x411 - 6 4.00 12 ' 2 3 a e ] 6ZI 6a 5ZI 6 TI 3xd 10 1 d • 11 m ,n O I� a 19 14 13 12 3x6= 2x411 3x 2x411 .S \\\- -R Ili 21 A 16 18 17 b411 3x8= 2x411 3x10= x411 - 5-1-11 , 10-1-9 , 15-1-8 , 18-3-0 20-1-7, 25-1-5 , 30-3-0 , 33-10-2 38-3-0 I I 1 5-1-11 4-11-15 4-11-15 3-1-8 1-10-7 4-11-15 5-1-11 3-7-2 4-4-14 Plate Offsets X Y : [16:0-2-4,Edge] - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud FLATES GRIP TCLL 16.0 - Plates Increase 1.25 TC 0.21 Vert(LL) -0.21 15 >999 240 N11120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.52 Vert(TL) ' -0.49 15 >924 '-180 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) -0.14 21 n/a -n/a BCDL 8.0 Code UBC97/ANSI95 - (Matrix) Weight: 344111 - LUMBER - BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-" oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): BOT CHORD 2 X 4 SPF 1650F 1.5E 1-9. ' WEBS 2 X'4 HF Stud BOT CHORD Rigid ceiling directly applied or 10.0-0 or bracing. JOINTS 1 Brace at Jt(s): 1 REACTIONS (Ib/size) 21=1438/Mechanical, 11=1438/0-6-0 Max Horz 11=-107(load case 3) Max Uplifl2l=-192(load case 4),'t 1=-188(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-1391/215, 9.10=-3600/496, 10-11=-3787/500, 1-2=-1394/222, 2-3=-1394/222, 3-4=-2869/422, 4-5=-2869/422, 5-6=-5156!705, 6-7=-5212rrl1, 7-8=-0789/660, 8-9=-4791/662 BOT CHORD 15-16=-708/5301,14-15=-708/5301,13-14=-439/3425,12-13=-446/3520,11-12=-446/3520,20.21=-32/37,19-20=-326/2346,18-19=-326/2346,'7-18=-20/160,16-17=0/66,6-16=-43/20 WEBS 1-20=-247/1850, 2-20=-308/108,3-20=-1291/174, 3-19=0/186, 3-1 8=-9617 09, 5-18=-2267/354, 7-15=0/201, 7-14=-577/86, 8-14=-367/112,9-14=-217/1533. 9-13=0/220, 10-13=-111/88, 7-16=-145/22,10-12=0/114,5-16=-403/3021,16.18=-045/3263 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: - - Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row 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) This truss has been checked for uniform roof live load only, except as noted. 4) This truss has been designed for the wind loads generated by 70 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/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 5) Provide adequate drainage to prevent water 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. 7) Refer to girder(s) for truss to Koss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 Ib uplift at joint 21 and 188 lb uplift at joint 11. PROFESS f0ti 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. �� O LOAD CASE(S) Standard - S,\� W Ct G) (Y C 34229 z EXP 6/30/07 M 9� CIVIL OF CALIF May 21, 2004 I 1 U 71 i r-7 U • • n u Job { T uss. Truss Type Ory Ply Tandem West/Peninsula Pa1k/Lot 16(day LOT 16 - 801 ROOF TRUSS 1 2 Job Reference optional A.C. Houston Lumber Company, Indio, CA - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:32 2004 Page 1 4-4-14 8-0-0 _ .', 13-3-14 18-6-0 23-8-2 , 29-0-0 1 0, 32-7-2 137-0-0 4-4-14 3-7-2 ` 5-3-14 5-2-2 5-2-2 5-3-14 3-7-2 4-4-14 - 314 Ir Sa 14= 5x14= 2x411 3x8= 3x8= .3411 .- 4.00 F12 3 191 Z1 4 15Z, IRI 5 8 RI 171 ] 1521 r521 a 3.41 3x4 C 2 1 4V,w 4 w 8 1 10 h10= 19 -11 17 18 15 14 13 12 11 3x10= 2x411 X10= 5x8 w8= 3x10= 34 11 310= 518 W8= 1100=: 2x4 11 .1 Building designer should provide details to accommodate estimated deflection of 1.26" 4-4-14 , 8-0-0 13-3-14 i 18-6-0 , 23-8-2 , 29-0-0 , 32-7-2 , 37-0-0 4-4-14 3-7-2 5-3-14 5-2-2 5-2-2 5-3-14 3-7-2 4-4-14 Plate Offsets X Y : [1:0.5-2,0-1-8] [10:0-5-2,0-1-8] [12:0-3-8,Edge],[17:0-3 0 Edge]L[18:0-3-8, Edge LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d FLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.53 15-16 >824 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -1.26 15-16 >347 180 BCLL 0.0 Rep Stress Incr NO - WB 0.60 Horz(TL) 0.25 10 n/a We BCDL 8.0 - Code UBC97/ANS195 (Matrix) Weight: 271 lb , LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5ETOP CHORD Sheathed or 4-9.8 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E 'Except' 2-0-0 oc purlins (4-0-6 max.): 3-8. B2 2 X 4 SPF 210OF 1.8E - BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 1=3237/0-5-8, 10=3237/0-5-8 Max Horz 1 =-34(load case 6) Max Upliftl=-322(load case 3), 10=-322(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-8952/888, 2-3=-9235/915, 3-0=-11945/1123, 4-5=-11942/1122; 5-6=-11942/1122, 6-7=-11942/1122, 7=8=-11945/1123, 8-9=-9235/915, 9-10=$952/888 BOT CHORD 1-19=-830/8386,18-19=-830/8386,17-18=-837/8857,16-17=-837/8857,15-16=-1132/12897,14-15=-1132/12897,13-14=-813/8857,12-13=-81;/8857,11-12=-806/8386,10-11=-806/8386 WEBS 2-19=-78/45, 2-18=-65/445, 3-18=-90/1042, 3-16=-301/3442, 4-16=-425/117, 6-16=-1066/107, 6-15=0/636, 6-14=-1066/106, 7-14=-425/117,8-14=-301/3442, 8-12=-91/1042, 9-12=-65/445, 9-11=-78/45 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. - Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Except member 18-3 2 X 4 - 1 row at 0-" oc, member 12-8 2 X 4 - 1 row at 0-" oc. 2) All loads are considered equally applied to all plies, 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) This truss has been checked for uniform roof live load only, except as noted. 4) This truss has been designed for the wind loads generated by 70 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/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 water 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. 16-8, UBC -97. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 322 Ib uplift at joint 1 and 322 Ib uplift at joint 10. - g0FEs`S�0 P 8) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. �Q 9) Special hanger(s) or other connection device(s) shall be sufficient to load(s) 766.01b Q' M 7. provided support concentrated down and 101.21b up at 8-0-0, and 766.01b e�-y down 101.21b 0 and up at 29-M on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. �� \� > / G LOAD CASE(S) Standard G1 1) Regular. Lumber Increase=1.25, Plate lncrease=1.25 W C Uniform Loads (pig ry 34229 m Vert: 1-3=-60, 3-8=-60, 8-10=-60,1-18=-16, 12-18=-120(F=-105), 10-12=-16M EXP 6/30/ Concentrated Loads (lb) * 07 Vert: 18=-766(F) 12=-766(F) 9%. CIVIL OF CAL1IF May 21, 2004 0 I7 U r� L-A 0 Ll 0 Job Truss Truss Type Qty PlyTandem West/Peninsula Pa -Aot 16lday LOT 16 802 ROOF TRUSS 1 1 Job Reference optional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:33 2004 Page 1 4-4-14 8-0=0 10-0-0 13-3-14 18-6-0 23-8-2 27-0-0 29-0-0 32-7-2 37-0-0 4-4-14 3-7-2 2-0-0 3-3-14 5-2-2 5-2-2 3-3-14 2-070 3-7-2 4-4-14 c44,e41=7nsm - 5x8= 2.411 W II 2.4 II 5.8= h411 ®110= ®110= 8.10= 13 5 95.10 4.00 ,2 II 3 3.41 3x4 x ,8 2 w 4 w 17 I� Ito 3.8 = 28 25 24 23 22 21 20 19 18 3x8 _ 21411 3x4= 3x8= 3.8= 2x411 3x8= 3x8= 3.4= 21411 , 4-4-14 8-0-0 13-3-14 18-6-0 23-8-2 29-0-0 32-7-2 37-0-0 I I 4-4-14 3-7-2 5-3-14 5-2-2 5-2-2 5-3-14 3-7-2 4-4-14 Plate Offsets X Y : [10:0-5-0,0-2-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud HATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.30 22 >999 240 N1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.71 22 >620 180 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.19 17 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 162 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E - TOP CHORD Sheathed or 3-0-9 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E 'Except' 2-0-0 oc purlins (4-9-14 max.): 3-15, 5--3. Except: B2 2 X 4 SPF 210OF 1.8E - 4-1-0 oc bracing: 3-15 WEBS 2 X 4 HF Stud • BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (Ib/size) 1=1389/0-5-8,17=1389/0-5-8 _• Max Horz 1=42(load case 5) Max Uplifll=-170(load case 3), 17=-170(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3682/453, 2-3=-3344/425, 3-5=-2130/276, 3-4=-1990/253, 4-6=-2039/257, 6-8=-2039/257, 8-10=-2039/257, 10-11=-20391258, 11-14=-2039258, 14-15=-1990/253, 13-15=-2130/277, 15 -16= -3344/425,16 -17= -3682/454,5 -7=-19841265,7-9=-1982/263,9-12=-1982/263,12-13=-1984/265 BOT CHORD .1-26=-42913428,25-26=-429/3428,24-25=-365/3127,23-24=-365/3127,22-23=-490/4469,21-22=-490/4469,20-21=-334/3127,19-20=-334/312-,18-19=-399/3428,17-18=-399/3428 WEBS 2-26=0/113, 2-25=-320/85, 3-25=01276, 3-23=-155/1017, 6-23=-171/84, 10-23=-500/101, 10-22=01172, 10-21=-500/100, 11-21=-171/84, 15-21=455/1017, 15-19=0/276, 16-19=-320/85, 16-18=0/113, 4-5=-33/364, 13-14=-33/364, 6-7=-233/88, 9-10=-353/110, 11-12=-233/88 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 Il, condition 1 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) 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 170 Ib uplift at joint 1 and 170 Ib uplift at joint 17. 6) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PFtOFESS�,o �O 0 LU X C 34229 m * EXP 6/30/07 � CIVIL ��P* OF CALIF May 21, 2004 • Ll 0 0 U r U 0 Job Truss , Truss Type Qty PlyTandem West/Peninsula Palk/Lot 16lday . LOT 16 B03 ROOF TRUSS � 1 1 Job Reference (optional) A.C. Houston Lumber Company,Indio, CA - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:34 2004 Page 1 4-4-14 8-0-0 12-0-0 1,3-3-1A 18-6-0 23-8-2 25-0-9 29-0-0 , 32-7-2 1 37-0-0 4-4-14 3-7-2 4-0-0 1-3-14 5-2-2 5-2-2 1-3-14 4-0-0 3-7-2 4-4-14 S.I. = 1:58. . u1,1e4r a 3,e i ' sxe= sx6= • 34 II 34 II ora II ... 5'2 12 13 . 4.00 12 5x10 \\ 510 11 3 — 8 34 34 2 16 N w V,4 w i 17 I� 39 = 26 - 25 24 23 22 21 2o 18 18 34 c 21411 3x4= 36= 38= 2X411 h8= 3x8= 3x40 3411 j 4-4-14 8-0-0 , 13-3=14 18-6-0 23-8-2 29-0-0 , 32-7-2 37-0-0 I I 1 I I I 4-4-14 3-7-2 5-3-14 -5-2-2 5-2-2 5-3-14 3-7-2 4-4-14 Plate Offsets X Y : [10:0-5-0,0-2-8I LOADING(psi SPACING 2-0-0 CSI -DEFL in (Icc) _ I/defl Ud FATES GRIP TCLL 16.0 Plates Increase 1.25 TC". 0.89 Vert(LL) -0.27 22 -999 240 N11120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.64 22 >680 180 , BCLL 0.0 Rep Stress Ina NO WB 0.38 Horz(TL) 0:18 17 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 166 lb , LUMBER - BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-6-9 oc purlins, except BOT CHORD 2 X 4 SPF 165OF 1.5E 'Except 2-0-0 oc purlins (4-8-1 max.): 3-15, 5-1:. Except: • B2 2 X 4 SPF 210OF 1.8E 3 Rows at 1/4 pts 3-15 WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0.0 =bracing. , REACTIONS (Ib/size) 1=1389/0-5-8,17=1389/0-5-8 Max Horz 1=51(load case 5) Max Upliftl=-164(load case 3),.17=-164(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3681/435,2-3=-3346/407,3-5=-2063/246,3-4=-1560/217,4$=-1588/219,6-8=-1588/219,8-10=-1588/219,10-11=-1588/221,11-14=-1588t221,14-15=-1560/219,13-15=--2063/248, 15 -16= -3346/408,.16 -17= -3681/435,5 -7=-1911/240,7-9==1916/239,9-12=-1916/239,12-13=-1911/240 BOT CHORD 1 -26= -418/3426,25 -26= -418/3426,24 -25= -355/3131,23 -24= -355/3131,22 -23=-408/4012,21-22=-408/4012,20-21=-318/3131,19-20=-318/313 ,18-19=-381/3426,17-18=-381/3426 WEBS 2-26=0/116,2-25=-314/77„3-25=0/270,3-23=-79/424,6-23=0/236,10-23=-567/125,10-22=0/168,10-21=-567/124,11-21=0/236,15-21=-78/42,, 15-19=0/270,16-19=-314/78,16-18=0/116, 4-5=-37/316, 13-14=-37/316, 6-7=-56/65, 9-10=-392/114, 11-12=-56/65 ” NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If parches 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 164 Ib uplift at joint 1 and 164 Ib uplift at joint 17. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PROFESS/0 10 C CO 5�0� '2 G1 w n C 34229 z EXP 6/30/07 I CIVIL \P OF CALIF May 21, 2004 0 0 • • 0 0 i 0 0 Job Truss , ,. Truss Type. City Ply Tandem WesVPeninsula Pa1VLot 16fjday LOT 16 803A � ROOF TRUSS 1 1 Job Reference (optional) A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:36 2004 Page 1 4-4-14 8-0-0 12-8-8 13r3 14 18-6-0 , 23-8-2 24-3r8 29-0-0 32-7-2 37-0-0 4-4-14 3-7-2 4-8-8 0-7-6 5-2-2 5-2-2 0-7-6 4-8-8 3-7-2 4-4-14 .• S.I. = 1:59. r—W,-318 ' 2x4 11 sxe= 5.6= 914 II 2.4 II 5 7 12 13 4.00 12 5.1011 - 5x10 r/ t = M 8 t = 1 3 e 5 341 3x41 2 8 w 4 Vw 17 i� 418 = 26 25 24 23 22 21 20 18 18 4.8 = L411 3x4= 3x6= 318= 2.411 3x8= 3x8= 3x4= L4 11 , 4-4-14 8-0-0 13-3-14 1 18-6-0 , 23-8-2 29-0-0 32-7-2 1 37-0-0 4-4-14 3-7-2 5-3-14 5-2-2 5-2-2 5-3-14 3-7-2 4-4-14 Plate Offsets X,Y : [1:0-1-10,0-0-2),[1210-5-0 0-2.8)x(17:0-1-10,0-0-2] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc), I/defl - Ud FLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.26 22 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.63 22 >696 180 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.19 17 n/a n/a BCDL 8.0 Code UBC97/ANSI95. (Matrix) Weight: 168lb- LUMBER BRACING TOP CHORD 2X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-8-13 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E 2-0-0 oc purlins (3-8-2 max.): 3-15, 5-1:;. Except: WEBS 2 X 4 HF Stud 3 Rows at 1/4 pts 3-15 BOT CHORD Rigid ceiling directly applied or 4-9-0 oc bracing. ' REACTIONS (Ib/size) 1=1389/0-5-8,17=1389/0-5-8 Max Horz 1=54(load case 5) Max Upliftl=-830(load case 11), 17=-830(load case 14) Max Grav 1 =2057(load case 8), 17=2057(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-5560/2358,2-3=-0773/1817,3-5=-3572/1540,3-0=-1476/550,4-6=-1494/544,6-8=-1494/544,8-10=-1494/544,10-11=-1494/548,11-14=-1494/548,14-15=-1476/554,13-15=-3572/1537, 15 -16= -4773/1817,16 -17= -5560/2359,5 -7=-2760/934,7-9=-2667/812,9-12=-2667/812,12-13=-2760/934 BOT CHORD 1-26=-2242/5201, 25-26=-1741/4709, 24-25=-1302/4092, 23-24=-83913533, 22-23=-985/4328, 21-22=-985/4328, 20-21=-800/3533, 19-20=-126x14092, 18-19=-1702/4709, 17-18=-2203/5201 WEBS 2-26=0/135, 2-25=-373/141, 3-25=-5/284, 3-23=-127/190, 6-23=-211/580, 10-23=-936/534, 10-22=0/167, 10.21=-936/534, 11-21=-212/580, 15-21=-125/190, 15-19=-5/284, 16-19=-373/142, 16-18=0/135, 4-5=-138/421, 13-14=-138/421, 6-7=-99/245, 9-10=-3761112, 11-12=-99/245 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads per Table No. 16-8, UBC -97. _ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 830 Ib uplift at joint 1 and 830 Ib uplift at joint 17. 6) This truss has been designed for a total drag load of 120 plf. Connect truss to resist drag loads along bottom chord from 0-M to 37-0-0 for 120.0 plf. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard pROFESS/Oti �O C1 G) W Cr C3 Z 4229 r, EXP 6/30/07 T * N 9�. CIVIL OF CALIF May 21, 2004 0 KI 0 • 0 0 0 • Job Truss Truss Type Qty Ply Tandem WesUPeninsula P-rk/Lot 16lday LOT 16 - 804 ROOF TRUSS 1 1 " Job Reference o tional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:37 2004 Page 1 4-4-14 8-0-0 13-3-14 111-0r0 18-6-0 23-0-0 2�-8r2 29-0-0 32-7-2 37-0-0 4-4-14 3-7-2 5-3-14 0-8-2 4-6-0 4-6-0 0-8-2 5-3-14 3-7-2• 4-4-14 s44ro = ,:ss. _ came4,esne 5.6= 24II s e 10 4.m ,2 " sx,o q u II. 5.10ll h0 I hB= 1 = h4 II 3 7 hos 3.41 2 ,4 v. 4 v w4 vw4 w I� h9s 24 m 22 21 20 19 ,B 17 18 M 2x411 h4= he= he= 2x411 UB= 3x8= h4= x,411 4-4-14 8-0-0 1 13-3-14 , 18-6-0 , 23-8-2 1 29-0-0 , 32-7-2 , 37-0-0 I I 4-4-14 3-7-2 5-3-14 • 5-2-2 5-2-2 5-3-14 3-7-2 4-4-14 Plate Offsets X Y : [1:0-3-14,0-1.8]x[9:0.5-0,0-2-8] [15:0-3-14,0.1-8] LOADING(psf) SPACING 2-0-0 - CSI DEFL in (loc) 1/defl L/d "LATES GRIP TCLL16.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.24 20 >999 240 A1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.57 20 >763 180 - BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.18 15 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Neight:166lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-2-10 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E 2-0-0 oc purlins (4-6-3 max.): 3-13, 5-10. Except: WEBS 2 X 4 HF Stud 3 Rows at 1/4 pts 3-13 BOT CHORD Rigid ceiling directly applied or 7-4-3 o.- bracing. REACTIONS (Ib/size) 1=1389/0-5-8,15=138910-5-8 Max Horz 1=-59(load Case 6) Max Upliftl=-362(load case 11), 15=-362(load case 14) Max Grav1=1594(load case 8), 15=1594(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=4260/992, 2-3=-3820/841, 3-5=-2697/621, 3-4=-944/232, 4-6=-943/232, 6-7=-966/226, 7-9=-966/226, 9-11=-966/231, 11.12=-943/237, 12-13=-944/238, 10-13=-2697/625, 13-14=-3820/841,14-15=-4260/993,5-8=-2284/415,8-10=-2284/415 BOT CHORD 1-24=-961/3953;23-24=$14/3808,22-23=-656/3484,21-22=-492/3320,20-21=-469/3427,19-20=-469/3427,18-19=-449/3320,17-18=-612/3464,16-17=-772/3808,15-16=-918/3953 WEBS 2-24=0/127, 2-23=-277/88, 3-23=0/254, 3-21=-213(73, 4-21=-51/421, 9-21=-349/192, 9-20=0/169, 9-19=-349/191, 12-19=-52/421, 13-19=-213/773, 13-17=0/254, 14-17=-277/89, 14-16=0/127, 5-6=-52/477, 10-11=-53/477, 8-9=-256/86 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If enc 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 nonconcurent 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 362 Ib uplift at joint 1 and 362 to uplift at joint 15. 6) This truss has been designed for a total drag load of 1300 Ib. Connect truss to resist drag loads along bottom chord from 0-M to 37-M for 35.1 plf. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. LOAD CASE(S) Standard PROFESS, �O 1 80 w G1 (Y C 34229 z * EXP 6/30/07 'Y� C/\/IL ��p OF CALIFO� May 21, 2004 G • • • 0 0 0 • 9 Job - Truss . Truss Type Qty Ply Tantlem WesUPeninsula PardLot 16(tlay LOT 16 � BOS - ROOF TRUSS 1 i - Job Reference optional ' A.C. Houston Lumber Company, Indio, CA. 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:38 2004 Page 1 4-4-14. 8-0-0 13-3-14 16-0-0 , 18-6-0 , _21-0-0 , 23-8-2 , 29-0-0 , 32-7-2 37-0-0 , 4-4-14 3-7-2 5-3-14 2-8-2 2-6-0 2-6-0 2-8-2 5-3-14 3-7-2 4-4-14 Scab v 1:59. CaniEcr v SHB In 5.6 hd II - 5 8 10 5a W d.00 12 5.10 \\ 5x10 // hd II II 3.6 8 b II 2h.4 II 3 ] < " 3xdo 3xd c 214 1.a wV. wd wd , 15 I 84 F1 8 )� be= 24 23 22 21 20 - 19 18 17 18 3x8= hd II. .3a4= me= 3x8= hd II 3 8= 3x8= 3x4= hd II 4-4-14 8-0-0' 13-3-14 , 18-6-0 , 23-8-2 29-0-0 32-7-2 37-0-0 4-4-14 3-7-2 5-3-14 5-2-2 5-2-2 5-3-14 3-7-2 4-4-14 Plate Offsets X Y : [9:0-5-0,0-2-8 - LOADING(psf) SPACING. 2-0-0 CSI DEFL in (loc) I/deFl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.22 20 >999 240 141120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.53 20 >835 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) - 0.17 15 n/a n/a. BCDL 8.0 Code UBC97/ANSI95 (Matrix) 'Veight:•169lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-5-11 oc pudins, except BOT CHORD 2 X 4 SPF 165OF 1.5E 'Except' 2-0-0 oc purlins (4-4-12 max.): 3-13, 540. Except: B2 2 X 4 SPF 210OF 1.8E 3 Rows at 1/4 pts 3-13 - WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 •c bracing. REACTIONS (Ib/size) 1=1389/0-5-8,15=1389/0-5-8 .Max Horz1=68(load case 5) Max Upliftl=-148(load case 3), 15=-148(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension - - TOP CHORD 1-2=-3656/383,2-3=-3389/372,3-5=-2134/252,3-4=-1107/116,4-6=-1106/115,6-7=-1114/112,7-9=-1114/112,9-11=-1114/118,11-12=-1106/121-,12-13=-1107/122,10-13=-2134/256, 13.14=-3389/372,14-15=-3656/384,5-8=-1952/257,8-10=-1952/257 BOT CHORD 1-24=-381/3399,23-24=-381/3399,22-23=-338/3198,21-22=-338/3198,20-21=-182/2770,19-20=-182/2770,18-19=-289/3198,17-18=-289/3198,16-17=-332/3399;15-16=-332/3399 WEBS 2-24=0/121, 2-23=-212/53, 3.23=0/244, 3-21=-146/103, 4-21=0/69, 9-21=-129/335, 9-20=0/179, 9-19=-126/335, 12-19=0/69, 13-19=-146/99, 1317=0/244, 14-17=-212/54, 14-16=0/121, 5-6=0/234, 10.11=0/234, 8-9=-26/176 NOTES ' 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If enc 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 148 Ib uplift at joint 1 and 148 Ib uplift at joint 15. - 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PiROFESS/0 �O LU C 34229 rn EXP 6/30/07 # 9% C/VIL ' OF CALIF���\P May 21, 2004 Job Truss Truss Type Ory PlyTandem West/Peninsula PardLot 16fjday LOT 16 � B06 '• ROOF TRUSS 1 1 Job Reference optional A.C. Houston Lumber Company, Indio, CA - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:40 2004 Page 1 19-0-0 4-4-14 8-0-0 , 13-3-14 , 18-0-0 1$ -F -q 23-8-2 29-0-0 32-7-2 37-0-0 -1:60.3 4-4-14 3-7-2 5-3-14 4-8-2 0-6-0 4-8-2 5-3-14 3-7-2 4-4-14 "'s"" 0-6-0 5x8= 5x6= r 10 2.4 II W II 4.ao l 4 12 , . 5x10 \\ II II 5x10 /I 1 = 3x6— 6x10 eiI = 3 6 4 314 s h4 2 15 w v. 4 Vw v 1 16 d 38= 25 24 23 22 21 m 19 18 17 3.8= 2x411 3x4= 3x6= 3x8= 2.411 3x6= h6= 3x4= 2x411 4-4-14 8-0-0 , 13-3-14 18-6-0 23-8-2 29-0-0 , 32-7-2 37-0-0 4-4-14 3-7-2 5-3-14 5-2-2 5-2-2 5-3-14 3-7-2 4-4-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.20 21 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.4821-22 >906 180 BCLL 0.0 Rep Stress Ina NO WB 0.33 Horz(TL). 0.16 16 We n/a BCDL - 8.0 Code UBC97/ANSI95 (Matrix) 'Veighl:172lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-5.14 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E 'Except 2-0-0 oc purlins (4-10-9 max.): 3-14, 7-10. Except: 82 2 X 4 SPF 210OF 1.8E 3 Rows at 1/4 pts 3-14 WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-01oc bracing. REACTIONS (Ib/size), 1=1389/0-5-8,'16=1389/0-5-8 Max Horz 1=76(load case 5) - Max Upliftl =-1 38(load case 3), 16=-138(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3665/359, 2-3=-3370/334, 34=-2196/183, 4-7=-2184/216, 3-5=-1040/190, 5-6=-1039/190, 6-8=-1039/190, 8-9=-1060/190, 9-11=-1060/20G 11-13=-1039/199, 13-14=-1040/199, 10 -12= -2184/222,12 -14=-2196/189,14-15=-3370/335,15-16=-3665/360,7-10=-2016/218 BOT CHORD 1-25=-365/3409,24-25=-365/3409,23-24=-306/3173,22-23=-306/3173,21-22=-124/2220,20-21=-124/2220,19-20=-250/3173,18-19=-250/31:3,17-18=-310/3409,16-17=-310/3409 WEBS 2-25=0/119.2-24=-251168,3-24=0/252,3-22=-109/23,5-22=-292/i27, 9-22=-1911956, 9-21=0/187, 9-20=-185/956, 13-20=-292/128,14-20=-107/18,14-18=0/252, 15-18=-251/69, 15.17=0/119 7-8=-30/488, 10-11=-32/488,4-5=-274/118.12-13=-274/117 - NOTES 1) This truss has been checked for uniform roof live load only, except as noted. ' 2) This truss has been designed for the wind loads generated by 70 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 Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If enc 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 136 Ib uplift at joint 1 and 138 Ib uplift at joint 16. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard - PROFESSZO� �O W n 6) C 34229 m EXP. 6/30/07 A * �9j, CIVIL C` NP CF CALIFC�� May 21, 2004 r • • • 0 0 • KI Jab - Truss - Truss Type Ply - .Tandem WesUPeninsula,Pa,k/Lot 16lday LOT 16 .807 � ROOF �Qty 1 1 Job Reference o tional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:41 2004 Page 1 6-8-8 12-74 18-6-0 24-4-12 - _, 30-3-8_ 37-0-0 6-8-8 5-10-12 5-10-12 5-10-12 5-10-12 _ 6-8-8 Sob - 1:58. a„m4,=vt9m 4 4.00 r1-2 3.41 3x4 Q 3 5 a 4.� . W3 wJ - 2x4 e Z t 7 3x9= 11 10 9 a 3.8 = 3x9 = 3x4 = I� 3a9= 9-7-14 18-6-0 27-4-2 37-0-0 9-7-14 8-10-2 8-10-2 9-7-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in Qoc) I/deFl L/d FLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.22 7-8 >999 240 h11120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.55 10-11 >789 180 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.17 7 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 130 lb " LUMBER . BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-3-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1:5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 1=1387/0-",7=1387/0-" . Max Horz 1=-79(load case 6) - Max Upliftl=-135(load case 3), 7=-135(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3557/367, 2-3=-3208/295, 3-0=-22551219, 4-5=-2255/219, 5-6=-32081295, 6-7=-3557/366 BOT CHORD 1-11=-362/3317, 10-11=-2312709, 9-10=-1722709, 8-9=-172/2709, 7-8=-304/3317 WEBS 2-11=-405/159, 3-11=-5/567, 3-10=-765/170, 4-10=-42/1027, 5-10=-765/170, 5-8=-51567, 6-8=-4051159 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 Il, 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 135 Ib uplift at joint 1 and 135 Ib uplift at joint 7. LOAD CASE(S) Standard PROFESgZ �V C7LU C 34229 m EXP 6/30/07 Z * 9% CIVIL CF CALIFClyr May 21, 2004 J r] • I] 0 Ll n U n �J Job Truss Truss Type City Ply Tandem West/Peninsula P.WLIot 16(day LOT 16 B08 ROOF TRUSS 1 3 Job Reference optional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:42 2004 Page 1 5-9-15 9-7-14 13-3-12 18-6-0 - 23-8-4 _ 27-4-2 31-2-1 , 37-0-0 5-9-15 3-9-15 3-7-14 5-2-4 5-2-4 3-7-14 3-3-15 . 5-9-15 sob = I.WA 6x8 II 5 " 4x8 4,81 - 4.00 12 4 6 axe c 4x6 1 3T % 4x40 we M.4x41 2 W4 w4 va vx , 8 9 Bt 82 ] 5. 14 4x12. 4.12, S 141 17 - 18 18 15 18 14 13 12 11 10 3x811 8x10= - 10x12= 6s10= 1W2 W8= 1002= WO= 3x6 II 'Building designer should provide details to accommodate estimated deflection o1 1.06" 5-9-15 9-7-14 13-3-12 , 23-84 27-4-2 3--2-1 37-0-0 5-9-15 3-9-15 3-7-14 10-4-8 3-7-14 3-3-15 5-9-15 Plate Offsets X Y : [1:0-64Edge],[9:0-6-4,EdgfflJ11:0-3-8 0-4-0]x[12:0-5-8 0 -"L[15:0 -5-8,0-6-0]x[16:0-3-8,0-4-0] - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d �FLATES GRIP TCLL" 16.0 Plates Increase 1.25TC 0.89 Vert(LL) -0.45 14-15 >984 240 N11120 174/144 " TCOL. 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -1.06 14-15 >414 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.24 9 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 704 lb " LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Sheathed or 34-9 cc purlins. BOT CHORD 1.5 X 7.25 RBLVL RIGIDLAM 1.8 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 HF Stud *Except' W7 2 X_4 SPF 1650F 1.5E, W5 2 X 6 SPF 1650F 1.5E, W5 2 X 6 SPF 1650F 1.5E " WEDGE Left: 2 X 4 HF Stud, Right: 2 X 4 HF Stud REACTIONS (Ib/size) 1=14121/0-6-0, 9=12216/0-" Max Harz 1=-76(load case 6) Max Upliftl=-865(load case 3), 9=-701(load case 4) - FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1 -2= -38393!2416,2 -3= -34590/2264,3 -4= -29600/2010,4 -5=-21929/1402,5.6=-21933/1402,6-7=-26822/1635,7-6=-30769/1833, ' 8-9=-33655/1959 BOT CHORD 1 -17= -2329/36601,16 -17= -2329/36601,16 -18= -2133/32869,15 -18= -2133/32869,15 -19=-1851/28020,14-19=-1851/28020,13-14=-1438/25387 12 -13= -1438/25387,11 -12=-1666/29234,10-11=-1837(32077,9.10=-1837/32077 WEBS 5 -14= -773/13134,4 -15= -633/8330,4 -14= -9277/809,6 -12= -221/5290,6 -14=-5882/349,3-16=-226/4962,3-15=-6276/365,7-11=-168/3848,• 7-12=4980/294,2-17=-24/2203,2-16=-4094/216, 8-10=-7/1573, 8-11=-3118/190 NOTES 1) 3 -ply truss to be connected togetherwith 0.131"x3" Nails as follows: - Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 cc. Bottom chords connected as follows: 1.5 X 7.25 - 2 rows at 0-7-0 cc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc, 2 X 6'- 2 rows at 0.4-0 cc, Except member 6-12 2 X 6 - 2 rows at 0-9-0 cc. 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 bees provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) This truss has been designed for the wind loads generated by 70 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/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 gripPROFESS increase is 1-.33 Q- �10 �0 M 7. 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. ey O 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 865 lb uplift at joint 1 and 701 Ib uplift at joint 9. �� 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3225.01b down and 426.21b up at 13-3-12 on botton \� � chord. The design/selection of such special connection device(s) is the responsibility of others. n G) W LOAD CASE(S)Standard - C 34229 m 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 EXPm 6/30/07 Uniform Loads (plo 7� Vert: 1-5=-60, 5-9=-60, 1-18=-710(F=-694),18-19=-16, 9-19=-550(F=-534) " Concentrated Loads (Ib)Vert: 15=-3225(F) 9i�. C/VIL OF CALIF�� May 21, 2004 0 • • 0 0 0 0 0 Job Truss Truss Type Qty Ply Tandem West/Peninsula Perk/Lot 16fjday LOT 16 - COt - ROOF TRUSS 1 �f 3 Job Reference Loptional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:43 2004 Page 1 4-2-10 6-0-0 , 7-7-8 , 11-3-0 14-10-8 , 18-6-0 , 22-1-8 , 25-9-0 29-4-8 32-9-6 37-0-0 4-2-10 1-9-6 1-7-8 3-7-8 3-7-8 3-7-8 3-7-8 3-7-8 3-7-8 3-4-14 4-2-10 Sa.ro =1:58. 1 Gm.Qf=118 Do riot install this truss backwards! 58= 3x8= 3X8= 418= 3x8= 4x8= 3x4= Sxe= 4.00 12 4.6 41521 5 8 11 6a 7 b66 0 1 3x41 3 3x41 2 12 4 j 6 13 L -j Li ]� 91 4x8= 25 24 26 23 22 21 18 18 17 18 is 14 4x8= 2x411 4x6= 8x10= 8x6= 4x6= 5X8= 4x8= &B= 4x4= 1.12= 2.411 4x8 = 1 4-2-10 1 6-0-0 , 7-7-8 , 11-3-0 14-10-8 16-34 18-6-0 , 22-1-8 , 25-9-0 29-4-8 32-9-6 37-0-0 4-2-10 1-9-6 1-7-8 3-7-8 3-7-8 1-4-12 2-2-12 3-7-8 3-7-8 3-7-8 3-4-14 4-2-10 Plate Offsets (X, . [4:0.54,0-2-81, [5:0-3-8,0-1-8],[6:0-3-8,0-1-8]x[7:0-3-8,0-2-0],_[11:0-5-4,0-2 ],[15:0-3-8,0-5-0],[17:0-2-12 0-4-4],[18:0-3-8 0-2-0]x[22:0-3-0,)-4-4)[23:0-3-8,0-4-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL16,0 Plateslncrease 1.25 TC 0.70 Vert(LL) -0.13 15-16 >999 240 MII20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.31 15-16 >791 180 BCLL 0.0 Rep Stress Ina NO WB 0.86 Horz(TL) 0.07 13 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 510 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-M oc purlins, except BOT CHORD 2 X 6 SPF 165OF 1.5E 2-0-0 oc purlins (6-0-0 max.): 4-11. WEBS . 2 X 4 HF Stud 'Except BOT CHORD Rigid ceiling directly applied or 10-0-0 =bracing, Except: W3 2 X 6 SPF 165OF 1.5E 6-0-0 oc bracing: 21-22,20-21,18-20. REACTIONS (Ib/size) 1=1554/0-5-8,13=6178/0-5-8,20=16892/0-8-13 (input: 0-5-8) Max Horz 1=32(load case 5) Max Upliftl=-175(load case 3), 13=-350(load case 4), 20=-982(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4190/470,2-3=-4073/469,3-4=-3322/368,4-5=0/80,5-6=-432/7570,6-7=-650/10919,7-8=-270/4008,8-9=-270/4008,9-10=-5127/274,10-"1=-10154/590,11-12=-11890(725, 12.13=-14818/859 BOT CHORD 1-25=-442/3927,24-25=-442/3927,24-26=-414/3841,23-26=-414/3841,22-23=-324/3338,21-22=-56/38,20-21=-7570/506,19-20=-4008/325,1=-19=-4008/325,17-18=-200/5127, 16 -17= -516/10153,15-16=-640/11532,14-15=-787/14000,13-14=-787/14000 WEBS 2 -25= -74/43,2 -24= -107/35,4 -23= -261!3162,4 -22= -01181358,5.22= -282/5034,5 -21=-9121/617,9-18=-11090/638,9-17=-293/6114,11-15=-241 -0397,12-14=-44/1881,3-24=-138/971, 3.23=-1022/163,10-16=-163/3286,11-16=-1672/172,10-17=-6101/383,6-21=-319/5685,7-18=-36617488,12-15=-2916/185,6-20=-0863/453,7-20=-10372/588 NOTES 1) 3 -ply truss to be connected togetherwith 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows 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 checked for uniform roof live load only, except as noted. 4) This truss has been designed for the wind loads generated by 70 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 Il, 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 5) Provide adequate drainage to prevent water ponding. ROFEg p S�0 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads per Table No. 16-B, UBC -97. �� 7) WARNING: Required bearing 20 than input M T. size at joints) greater bearing size. e 9 O �� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 1, 350 lb uplift at joint 13 and 982 Ib uplift at joint20. > / 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. [, 0 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 766.01b down and 101.21b up at 7,7-8, and 766.013 LI C �^ down and 101.21b up at 29-4-8, and 933.0lb down and 123.31b up at 6-0.0 on bottom chord. The design/selection of such special connection device(s) is the 229 A responsibility of others. EXP, 6/30/07 � LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) -7 C)VIL Vert: 14=-60, 4-11=-60, 11-13=60, 1-26=-16, 23-26=-596(B=-580), 1543=-694(F=-98, 8=-580), 13-15=-596(B=-580) ` OF Concentrated Loads (lb) CALIFOR Vert: 24=-933(8) 23=-766(F) 15=-766(F) 2004 May 21, 0 • • • 0 G lu, lu Job - , .Truss Truss Type Ory Ply Tandem WesUPeninsula Pak/Lot 16fjday LOT 16 CG03A ,. ROOF.TRUSS 1 1 Job Reference Loptional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:44 2004 Page 1 2-11-0 - 5-9-3 - 2-11-0 2-10-3 4 b4 8r . 2.83 FF2 3 4 3 T' 2 WI' r W3 L --AB1 4.6 II 3.41 2x4 II - e 2-11-0 5-9-3 3.4= g 2-11-0 2-10-3 Plate Offsets X Y : [1:0-3-0,0-5-5] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 5-6 >999 240 W120 185/144 TCDL - 14.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 5-6 -999 180 - BCLL 0.0 Rep Stress Incr NO WS 0.06 Horz(TL) 0.00 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) �'VeighL 21 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-9.3 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 -c bracing. WEBS 2 X 4 HF Stud SLIDER Left 2 X 4 HF Stud 1-6-1 REACTIONS (Ib/size) 1=103/0-5-8, 5=205/Mechanical Max Hom 1=29(load case 3) Max Upliftl=-5(load case 3), 5=-33(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-254/13.2-3=-248/16.34=-20/16 BOT CHORD 1-6=40/236,5-6=-40/236 WEBS 4-5=-92/31,3.6=0/84, 3-5=-251/43 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/ANSI95 If enc 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) Refer to girder(s) for truss to truss connections. - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 l uplift at joint 1 and 33 Ib uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). - LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 , Trapezoidal Loads (plf) Vert: 1=-0(F=30, B=30)-to4=-87(F=-13, B=-13), 1=0(F=8, B=8) -10-5=-23(F=-4, B=4) PROFEsslo� �O w (if C 34229 m EXP 6/30/07 � 9� CIVIL OF CALIFC� May 21, 2004 0 • r� li U Ll 1• Job - Truss Truss Type City Ply Tandem West/Peninsula P::rk/Lot 16lday LOT 16 D01 ROOF TRUSS 1 1 , " Job Reference (optional) A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:46 2004 Page 1 5-0-0 9-0-0 — -'- - -- 13-0-0 5-0-0 4-0-0 4-0-0 - Scab v 120. Cem0ore l/18 " 2 mB= I 34 — • 4.MF12— wl wl T1 1 wl 3+8 II 3x10= Us = 5-0-0 9-0-0 3x4 II 13-0-0 5-0-0 4-0-0 4-0-0 Plate Offsets X Y : [2:0-5-4,0-2-0j LOADING(psg SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud DILATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.06 6-7 >999 240 .41120 185/144 TCOL 14.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.15 6-7 >995 180 SCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.03 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Neight: 44 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E _ - TOP CHORD Sheathed or 4-1-10 oc purlins, exceptend verticals, and 2-" oc purlins (5-2-0 max.) BOT CHORD 2 X 4 SPF 1650F 1.5E ' 2-4. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 3c bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS (Ib/size) 1=106110-5-8,5=1037/0-5-8 Max Horz 1=55(load case 4) - Max Upliftl=-128(load case 3), 5=-115(load case 3) , FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2721/332.2-3=-1861/226,3-4=-1860/226,4-5=-902/126 BOT CHORD 1-7=-30312519.6-7=-309/2599,5-6=-221117 WEBS 2-7=-66/937,2-6=-803/139,'3-6=-210/80,4-6=-21811906 _ NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If enc 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 nonconcurrenl 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 128 Ib uplift at joint 1 and 115 Ib uplift at joint 5. 6) Design assumes 4x2 (flat orientation). purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 766.01b down and 101.21b up at 5-0-0 on bottom chord. The design/selection of such special connectiondevice(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). _ LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 " Uniform Loads (pig ," - ROFE " P ss/0 Vert: 1-2=b0, 2-4=-60, 1-7=-16, 5-7=-64(F=-48) - Concentrated Loads �Q (Ib) - , �pN1T. Vert: 7=-766(F) � \ 7 LU G) C 34229 m * EXP 6/30/07 Z C/VIL\Q OF CALIFOR May 21, 2004 0 • • 0 0 • • 0 0 Job Truss Type• Qty Ply TandemWesVPeninsulaPsrk/Lot16lday LOT 16 E01 Flrouossl TRUSS 1 1 Job Reference (optional A.C. Houston Lumber Company, Indio, CA - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:47 2004 Page 1 12-9-0 - - _ , 25-6-0 12-9-0 12-9-0 • state - 1:40. - 4x811 ,. 8 - 3110 11 h10 II h1011 8 h10 11 . am F2 3x1011 4 B hmn h10'Il 3 B Wo II 2 T T 10 314 n 314 1 T T 3,4 = 4x8 II 3x4 = 4x8 II h4 = Continuous Bearing 2560 25-6-0 Plate Offsets X Y :[1:0-3-8,Edge]_[1:0-4-12,Edge],[11:0-3-8,Edge]Jll:0-4.12, Edge] - LOADING(pso SPACING 2-M CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.10 Vert(LL) n/a - n/a 999 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 11 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 112 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-" oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud REACTIONS (Ib/size) 1=151/25--0, 11=151/25-6-0, 16=137/25-6-0, 18=147125-6-0,19=169/25-", 20=59/25--0, 21=368/25-6-0,15=151/25-6-0, 14=168/25-6-0, 13=59/25-6-0, 12=368/25--0 Max Horz 1 =64(load case 5) Max Upliftl=-8(load case 3), 11=-13(load case 4), 18=-25(load case 5), 19=-29(load case 3),-20=-13(load case 3), 21=-61(load case 3), 15=-20(lod case 6), 14=-30(load case 6), 13=-13(load case 4), 12=-61 (load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-52/37, 2-3=-51/49, 3-4=-25/60, 4-5=-32/72, 5-6=-32/83, 6-7=-32/80,7-8=-33/61, 8-9=-26/39, 9-10=-52/26, 10-11=-39/36 BOT CHORD 1-21=-0/0, 20-21=-0/0, 19-20=-0/0, 18-19=-0/0, 17.18=0/0, 16-17=0/40, 15-16=0/40, 14-15=0/40, 13-14=0/40, 12-13=0/40, 11-12=0/40 WEBS 6-16=-111/0, 5-18=-120/42,4-19=-130/51, 3-20=-50/26,2-21=-291/95,7-15=-119/39, 8-14=-130/51; 9-13=-50/26,10-12=-291/96 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. ' 2) This truss has been designed for the wind loads generated by 70 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/ANSI95 If eri 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 2x4 M1120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load noncencurenl with any other live loads per Table No. 16-B, UBC -97. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint 1, 13 Ib uplift at joint 11, 25 Ib uplift at joint 18, 23 Ib uplift at joint 19, 13 Ib uplift at joint 20, 61 Ib uplift at joint 21, 20 Ib uplift at joint 15, 30 Ib uplift at joint 14, 13 Ib uplift at joint 13 and 61 Ib uplift at joint 12. LOAD CASE(S) Standard PROFESS/O) �O 0 9�F CID 0 G) 1.0 C 34229 Z EXP 6/30/07 z * /VIL O CAA UF� May 21, 2004 J r, L J • • • 0 1-1 L Job Truss Truss Type QtyPly Tandem West/Peninsula Pz rk/Lot 16fjjday LOT 16 E02 ROOFTRUSS 4 1 " Job Reference optional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc.. Fri May 21 09:17:48 2004 Page 1 6-9-6 12-9-0 18-8-10 25-6-0 6-9-6 5-11-10 5-11-10 • 6-9-6 &a18 ^ 1:40. CamEor = 31161, - 414 = ' 3 4.00 1 0.4o a4 11 Z W2 1 1 5 . 'e v e 3.6— 314= 34_ �4_ YOB= 8-9-4 16-8-12 25-6-0 8-9-4 7-11-8 8-9-4 Plate Offsets (X,Y): [1:0-2-8,0-1-8]x[5:0-2-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud DILATES GRIP TCLL 16.0 Plates Increase 1'.25 TC 0.38 Vert(LL) -0.16 5-6 >999 240 41120 185/144 TCDL 14.0 Lumber Increase 1.25 Be 0.58 Vert(TL) -0.37 5-6 >812 180 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.07 5 n/a n/a , BCDL 8.0 Code UBC97/ANSI95 (Matrix) Ateight:80lb LUMBER 'BRACING ' TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4.3.8 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E -BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. , WEBS 2X 4 HF Stud REACTIONS (Ib/size) 1=958/0-5-8, 5=958/Mechanical Max Horz 1 =-55(load case 6) Max Uptiftl=-93(load case 3), 5=-94(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2283/236, 2-3=-2007/192, 34=-2029/195, 4-5=-2317/241 BOT CHORD 1-8=-220/2115,7-8=-83/1444,6-7=-83/1444,5-6=-185/2153 WEBS .. 2-8=-392/155, 3-8=-50/618, 3-6=-52/645, 4.6=417/158 NOTES 1) This truss has been checked for uniform roof live load only, except as noted: 2) This truss has been designed for the wind loads generated by 70 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/ANSI95 If enc 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 nonconcurent with any other live loads per Table No. 16-13, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint 1 and 94 Ib uplift at joint 5. LOAD CASE(S) Standard - PgOFESS7O/L CO UJ C 34229 m EXP• 6/30/07 * ;D CIVIL O F CALIFO May 21, 2004 • L] [7 L 0 • 0 U 0 Job - , Truss Truss Type Oty PlyTandem West/Peninsula Park/Lot 16fiday LOT 16 � E02A ROOF TRUSS - 1 i Job Reference (optional ' A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Indutries, Inc. Fri May 21 09:17:49 2004 Page 1 6-9-6 12-9-0 _- —18-8-10 25-6-0 6-9-6' 5-11-10 5-11-10 . .. • 6-9-6 sc.m, 1:101 C.m ,-3116W 4.4 = /.OD 12 • L4 J 2x4 6 i 2 1 1 5 HI 82 a 7 6 38= 3s4=' 34 .4= 8-9-4 16-8-12 �6= 25-6-0 1 , 8-9-4 7-11-8 8-9-4 Plate Offsets X Y : [1:0-1.6,0-0-2]x[5:0-1-6,0-0-2] LOADING(psf) SPACING 2-0-0 CSI DEFLin (loc) I/deft Ud i'LATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.17 5-6 >999 240 .'A1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.38 5-6 >792 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.07 5 Na n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) - 'Neight:80lb LUMBER - BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-9-14 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 8-0-8 oK bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 1=958/0-5-8, 5=958/Mechanical Max Horz 1=-55(load case 6) Max Upliftl=-262(load case 11), 5=-263(load case 14) Max Gravl=1127(load case 8), 5=1127(load case 7) - FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2766/724, 2-3=-2252/418, 3-4=-2279/425,4-5=-2811!741 BOT CHORD 1-8=-701/2562,7-8=-237/1598.6-7=-240/1601.5-6=-678/2612 WEBS 2.8=-397/158, 3-8=-55/625, 3-6=-55/650, 4-6=-420/160 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If enc 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 Ib uplift at joint 1 and 263 Ib uplift at joint 5. 6) This truss has been designed for a total drag load of 1000 Ib. Connect truss to resist drag loads along bottom chord from 0.0-0 to 25-6-0 for 39.2 plf. LOAD CASE(S) Standard PROFESS/'o �O UiGl C 34229 m * EXP 6/30/07 �I CIVIL ��P* OF CALIF�� May 21, 2004 r� L. Job Truss LOT 16 - EJ01A A.C. Houston Lumber Company, Indio, CA 1 ROOFTRUSS 17 1 1 7-6-8 B1 4 3 ha 11 3Ra= 7-6-8 7-6-8 • LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud SLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.17 3-4 -530 240 141120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.30 3-4 >294 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 2 n/a n/a BCOL 8.0 Code UBC97/ANSI95 (Matrix) FVeight:29lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 7-0-8 oc purlins, except end verticals BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. .WEBS 2 X 4 HF Stud • REACTIONS (Ib/size) 2=220/Mechanical; 4=279/Mechanical, 3=59/Mechanical - Max Horz4=107(load case 5) Max Uplift2=-84(load case 3), 4=-7(load case 3) " Max Grav2=220(load case 1), 4=279(load case 1), 3=133(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-56/56,1-4=-220/42 BOT CHORD 3-4=-90/0 WEBS 1-3=0/94 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/ANSI95 If ends 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 Ib uplift at joint 2 and 7 Ib uplift at joint 4. LOAD CASE(S) Standard - S.* - 1:211 caT 'a1/a4 �O PROFESS/O\ fY C 3 z 4229' m * EXP 6/30/07 A �%. QVIL OF CALIFO��\P May 21, 2004 Job Truss LOT 16 EJ01B • • • ROOF TRUSS 111, 5.200s 4 . 3 34 11 3.4 — B-0-0 8-0-0 • LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud FLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.21 34 >442 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.38 34 >246 180 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) -0.00 2 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 8-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 c bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at midpt 1-3 REACTIONS (Ib/size) 2=234/Mechanical, 4=297/Mechanical, 3=63/Mechanical Max Horz4=110(Icad case 5) Max Uplift2=-89(load case 3), 4=-9(load case 3) Max Grav2=234(load case 1), 4=297(load case 1), 3=141(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-59/59, 14=-234/47 BOT CHORD 34=793/0 WEBS 1-3=-0/96 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. • 2) This truss has been designed for the wind loads generated by 70 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/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) 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 Ib uptift at joint 2 and 9 Ib uplift at joint 4. LOAD CASE(S) Standard S4 18: 121.1 Gem ,31164 • �O PROFESS/0 C 34229 m * EXP 6130107 ;D • I CML OF CA IV May 21, 2004 171 r 1 LJ n 0 • • r � u 0 J Job Truss Truss Type Oty Ply- Tandem West/Peninsula P�rk/Lot 16fjday LOT 16 FOt ROOF TRUSS 1 1 " Job Reference optional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek IndLstries, Inc. Fri May 21 09:17:52 2004 Page 1 4-3-2 8-0-0 4-3-2 3-8-14 .. 4 2x4 II 3 844b=1:14.8 • 4.00 12 3.8 s 2 it W1 , W3 BILl 3.8 = Wo II 3 4-3-2 8-0-0 4 4-3-2 3-8-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud SLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.04 1-5 >999 240 X11120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.11 1-5 >871 180 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.02 4 We n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 4VeighL 32 Ib LUMBER _ BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-8-13 oc purlins. - BOT CHORD 2 X 6 SPF 240OF.2.OE BOT CHORD Rigid ceiling directly applied or 10.0-0 3c bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at midpl 2-4 REACTIONS (Ib/size) 1=1983/0-5-8,4=1983/Mechanical Max Horzl=76(load case 3) _ Max Upliftl=-98(load case 3), 4=-123(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3253/149.2-3=-37/25 BOT CHORD 1-5=-193/3054.4-5=-193/3054 - - WEBS 34=-99/31, 2-5=-37/1949, 24=-3267/207 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 enc , 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 Ib uplift at joint 1 and 123 Ib uplift at joint 4. 6) Girder carries tie-in span(s): 25 -".from 0-0-0 to 8-M 7), In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 14=460(F=-444) pROFESs/0 �O �n � W Z C 34229 171 EXP 6/30/07 � 14 C/V)L OP CALIF May 21, 2004 • • • 0 0 0 0 0 Job Truss Truss Type Qty Ply Tandem West/Peninsula Park/Lot 161jjday LOT 16 G01 ROOF TRUSS 1 Z Job Reference o tional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 212003 MiTek Industries, Inc. Fri May 21 09:17:54 2004 Page 1 4-9-8 8-9-4 , 12-9-0 1 17-6-0 22-0-9 26-5-7 31-0-0 36-0-0 39-0-0 , 4-9-8 3-11-12 3-11-12 4-9-0 4-6-9 44-13 4-6-9 5-0-0 3-0-0 ' Grn4 —W, -= 314 E43�4 sxe _ 4 4.00 12 3x4 5x14= 3x4= TiB= SxE= 3 5 8 5Z 6Z 7 B 3x4 s 2 - 4 5X 4x10= 9 CE8= 21 20 19 1B 17 19 15 14 1312 11 2x411 3x4= 3x10= 2x411 4112MII20H= 3x4= 9x9=x411 ]x10= 410= 3411 Building designer should provide details to accommodate estimated deflection o' 1.28" 4-9-8 , 8-9-4 , 12-9-0 , 17-6-0 , 22-0-9 , 25-6-12 26-5,7 31-0-0 36-0-0 39-0-0 , 4-9-8 3-11-12 3-11-12 4-9-0 4-6-9 3-6-3 0-10-11 4-6-9 5-0-0 3-0-0 Plate Offsets X Y : [12:0-3-8,0-2-0j LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud RLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.82 Vert(LL) -0.54 16 >862 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -1.28 16.18 >363 180 M1120H 148/108 BCLL 0.0 Rep Stress Ina NO WB 0.71 Horz(TL) 0.25 11 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 313 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-0-2 oc purlins, except end verticals, and 2-0-0 oc purlins (3.6-4 max.): BOT CHORD 2 X 4 SPF 165OF 1.5E 'Except' 5-8,9-10. B2 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud 'Except' WEBS 1 Row at midpt 5-19 W13 2 X 4 SPF 1650F 1.5E JOINTS 1 Brace at Jt(s): 10 REACTIONS (Ib/size) 1=2462/0-5-8, 11=3779/0-5-8 Max Harz 1=56(load case 5) Max Upliftl=-215(load case 4), 11=443(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-6805/633, 2-3=-6551/668, 34=$208/691, 4-5=-6204/683, 5.6=-13191/1536, 6-7=-13960/1644, 7-8=-10418/1236, 8-9=-10824/1265, 9-10=-9106/1059,10-11=-3502/418 BOT CHORD 1 -21= -575/6365,20 -21= -575/6365,19 -20= -584/6188,18 -19= -1270/11517,17 -18=-1268/11519,16-17=-1268/11519,15-16=-1499/13191, 14 -15= -1558/13557,13-14=-1558/13557,12-13=-1137/9606,11-12=-77/614 - WEBS 2-21=0/127, 2-20=-191/67, 3-20=0/202, 3-19=-403/93, 4-19=-353/3566, 5-19=-65011792, 5-18=0/139, 5-16=-284/1944, 6-16=-887/179, 7 -14=0/511,7 -13= -3683/421,8 -13= -266/2999,9 -13= -89/663,9 -12=-3575/470,10.12=-1064/9093,7-15=-158/1292,6-15=-154/970 NOTES 1) 2 -ply truss to be connected togetherwith 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 2 rows at 04-0 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 beer provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) This truss has been designed for the wind loads generated by 70 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 Il, 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 PROFESS 5) Provide adequate drainage to prevent water ponding. �O 7Q� 6) All are M1120 indicated. Q- M 7. plates plates unless otherwise S '9 Q 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 Ib uplift at joint 1 and 443 Ib uplift at joint 11. 9) Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. C7 C1 Q 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1983.01b down and 262.11b up at 25-6-12, and LU C A Z 766.01b down and 101.21b up at 31-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. `+229 m EXP. LOAD CASE(S) Standard * 6130107 M 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 tp Uniform Loads (plf) % Vert: 14=-60, 4-5=b0, 5-8=-60, 8-9=-60, 9-10=-60, 1-15=-16, 13-15=-121(F=-105), 11-13=-16 9% CIVIL Concentrated Loads (Ib) CCF Vert: 13=-766(F) 15=-1983(F) � - CALIF\P May 21, 2004 0 • • • 0 0 1• 10 0 0 Job miss pe Oly .1PIj7Tdem WesUPeninsula Park—ot 16lday LOT16 G02. FRUSS 1 Reference (optional) A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industr'es, Inc. Fri May 2109:17:55 2004 Page 1 6-9-6 1 12-9-0 15-6-0 , 22-3-0 29-0-0 34-C-0 39-0-0 6-9-6 5-11-10 2-970 6-9-0 6-9-0' 5-0--0 5-0-0 • S.W: 3116. 1 In 1 5x8= 3 3.8 = 5x8 = r 4.MFIT 4 58 6ZI ga MI M1 214 .x 5x6= 2 w3 V, V 7 R i h6= 15 14 13 1$ 11 ,'10 y 6 3x4= 4x10= 5x6 WB= h411. 3x8= 418= ,. 3x411 8-1-14 15-6-0 , 22-3-0 29-0-0 3440-0 39-0-0 1 8-1-14 7-4-2 6-9-0 6-9-0 540-0 5-0-0 Plate Offsets (X,Y)_[10:0-3-8,0-2-0],[13:0-3 0 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud FLATES GRIP TCLL '16,0 Plates Increase -1.25 TC 0.77 Vert(LL) -0.37 12-14. >999 240 M1120 185/144 TCDL 14,0 Lumber Increase 1.25 SC 0.77 Vert(TL) -0.89 12-14 >520 180 BCLL 0.0 Rep Stress Ina NO WB 0.75 Horz(TL) 0.19 9 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 148 lb LUMBER BRACING r TOP CHORD 2 X 4 SPF 1650F 1.5E - TOP CHORD Sheathed or 3-1-11 oc purlins, excepVBnd verticals, and 2-0-0 oc purlins (3-0-8 max.) BOT CHORD 2 X 4 SPF 1650F 1.5E 4-6.7-8. WEBS 2 X 4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WS 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt 5-11 - JOINTS 1.Brace at Jt(s): 8 REACTIONS (Ib/size) 1=1468/0-5-8,9=1468/0-5-8 Max Horz1=57(load case 5) Max Upliftl=-96(load case 4), 9=-174(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3841/311, 2-3=-3631/312, 3-4=-4387/484, 4-5=-4073/429, 5-6=-3299/408, 6-7=-3472/409, 7-8=-3533/403, 8-9=-1392/189 BOT CHORD 1 -15= -291/3572,14 -15= -267/2924,13 -14= -463/4202,12 -13=-463/4202,11-12=-463/4202,10-11=-440/3636,9-10=-31/165 - WEBS 2-15=-340/147, 3-15=-75/633, 3-14=-2552176, 4-14=-1628/246, 5-14=-145/90, 5-12=0/232, 5-11=-1014/94, 6-11=-9/727, 7-11=-387/79, 7-10=-1205/199, 8-10=-017/3582 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 1 and 174 Ib uplift at joint 9. - 6) Design assumes 02 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PROFESS�O� �O �' G) to C 34229 m * EXP .6/30/07 -0 Np 9%. CIVIL �\P OF CALIFO� May 21, 2004 4� • L] Ll • 0 J 0 Job - City Ply Tandem WesUPeninsula Parx/Lot t6fjday ]Truss LOT 16 G03 �Tru$sType ROOF TRUSS 1 1 - - Job Reference (optional) ' A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 212003 MiTek Induceries, Inc. Fri May 21 09:17:56 2004 Page 1 6-9-6 12-9-0 13-6r0 20-3-0 27-0-0 32-0-0 39-0-0 6-9-6 5-11-10 0-9-0 6-9-0 6-9-0 5-0-0 . - 7-0-0 seas: 3ns=1 7n6i 5x6= 8 3 4 5a 5Z 56Z Rl 4.00 12 , - - - 3x4s 5x6= 4.8= 2 WS WS Wl W6 r 6 a1. VJd n • 1. 3.8= 15 14 13 12 11 2x411 5x14= 4x6= 2.411 3x8= 10 6 4x8= 3x411 6-9-6 13-670 , 20-3-0 27-0-0 32-0-0 39-0-0 6-9-6 6-8-10 6-9-0 6-9-0 5-0-0 7-0-0 Plate Offsets X Y : (10:0-3-8,0-2-0]x(13:0-3 0 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud FLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.30 12-14 >999 240 (91120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.77 - Vert(TL) -0.73 12-14 >631 180 BCLL 0.0 Rep Stress Ina . NO WB 0.73 Horz(TL) 0.18 9 n/a n/a - BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 154 Ib LUMBER BRACING - TOP CHORD 2 X 4 SPF 1650F 1.5E - TOP CHORD Sheathed or 3-1-8 oc purlins, except end verticals, and 2-0-0 oc purlins (3-4-14 max.) BOT CHORD 2 X 4 SPF 1650F 1.5E 4-6,7-8. WEBS 2 X 4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W9 2 X 4 SPF 1650F 1.5E, W8 2 X 4 SPF 1650F 1.5E JOINTS 1 Brace at Jt(s): 8 REACTIONS (Ib/size) 1=1468/0-5-8,9=146810-5-8 Max Horz1=59(load case 4) - Max Upliftl=-94(load case 4), 9=-176(load case 4) - - FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3849/292, 2-3=-3136/317, 3-4=-3305/362, 4-5=-3205/338, 5.6=-3060/380, 6-7=-3244/382, 7-8=-3463/397, 8-9=-1389/103 BOT CHORD 1 -15= -300/3576,14 -15= -300/3576,13 -14= -399/3578,12 -13=-399/3578,11-12=-399/3578,10-11=-432/3531,9-10=-36/169 WEBS 2-15=0/250, 4-14=-1102/199, 5-14=-434/114, 5-12=0/243, 5-11=-607/47, 6-11=-7/677, 7-11=-545/97, 7-10=-1111/202, 8-10=-407/3493, 2-14=1139/144, 3-14=-191/1679 - NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent 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 94 Ib uplift at joint 1 and 176 Ib uplift at joint 9. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-iOd nails. LOAD CASE(S) Standard Qg0FE8s/0 �O �/ /> wCO G1 cc C 34229 m EXP• 6/30/07 - * 9�. CIVIL _ OF CALIFO� May 21, 2004 L 0 f U • 0 Job Truss Truss Type Oty Ply Tandem West/Peninsula Pam/Lot 161jday LOT 16 G04 ROOF TRUSS 1 1 Job Reference (optional)- A.C. Houston Lumber Company, Indio, CA. ,. - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:17:57 2004 Page 1 7-5-4 14-0-12 19-6-0 24-11-4 _ 1 __ 29-11_-4 1 34-3-14 39-0-0 7-5-4 6-7-8 5-5-4 5-5-4 5-0-0 4-4-10 4-8-2 Sm* 1:63.7 " CamEc, W s ,. 5x8= 2.4 II 5.8= 3 5 4.08 12 " - _ 5x8= 3x8= 21411 3x4 1 8 z v w4 1Z ws w,' 1 R 8i 3a5= 15 14 1312 11 10 9 2.4. 11 3x4= 3x8= 3x4= , 4x4= 3x8= 3x8 — 7-5-4 14-0-12 , 19-6-0 1 24-11-4 , 29-11-4 39-0-0 I I� 1 7-5-4 6-7-8 5-5-4 5-5-4 5-0-0 9-0-12 Plate Offsets X Y : [3:0.5 -4,0 -2 -8]x[5:0.54,0 -2-8],j13:0-2-0,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d '-LATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.86 Vert(LL) -0.24 12 >999 240 ,1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.57 12-14 >817 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.17 9 n/a n/a BCDL 8.0 Code UBC971ANSI95 (Matrix) -Veight: 157 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-11-12 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-0 BOT CHORD 2 X 4 SPF 1650F 1.5E max.): 3-5, 6-8. - - WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 3c bracing. WEBS 1 Row at midpt 7-9 JOINTS 1 Brace at Jt(s): 8 REACTIONS (Ib/size) 1=1468/0-56,.9=1468/0-5-8 Max Horz 1 =83(load case 4) Max Upliftl=-164(load case 3), 9=-173(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension " TOP CHORD 1-2=-3825/424, 2-3=-3016/349, 34=-3031/347, 4-5=-3031/347, 56=-2988/339, 6-7=-3290/342, 7-8=-94/14, 8-9=-137/41 BOT CHORD 1 -15= -411/3551,14 -15= -411/3551,13 -14= -274/2810,12 -13=-274/2810,11-12=-327/2807,10-11=-386/3332,9-10=-267/1926 WEBS 2-15=0276, 2-14=-803/161, 3.14=0/453, 3-12=-76292, 4-12=-305/105, 5-12=-86296, 5.11=-8/453, 6-11=-624/98, 6-10=675/159, 7-10=-137/1382, 7-9=-2241/314 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. . 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottorr , chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If en.l 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 164 Ib uplift at joint 1 and 173 Ib uplift at joint 9. 6) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard pROFES,9/0 �0 CO W O C 34229 Z # EXP 6/30/07 kP1, CA/11- NILOF Op CALIF May 21, 2004 r -I L-A Job Truss Truss Type Qty Ply Tandem West/Peninsula P-rk/Lot 16fjday LOT 16 G05 ROOF TRUSS 1 1 - Lumber Increase 1.25 - BCLL 0.0 Job Reference (optional) 5-10-12 10-11-12 16-0-12 , 22-11-4 _, 27-11-4 133-3-1- 39-0-0 I 1 1 5-10-12 5-1-0 5-1-0 6-10-8 5-0-0 54-10 5-8-2 • a.% 1A wmx.=v1 f 3.4= 3x8= 3.8= 3x4= 2x411 4x10= x411 8-5-4 16-0-12 22-11-4 27-11-4 33-3-1-4 39-0-0 8-5-4 - 7-7-8 6-10-8 5-0-0 5-4-12 5-8-2 • t� or (loc) I/defl Ud PLATES GRIP LOADING(psf) SPACING 2-0-0 M1120 185/144 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 - BCLL 0.0 Rep Stress Incr NO 'Veight: 161 Ib BCDL 8.0 Code UBC97/ANSI95 LUMBER TOP CHORD Sheathed or 3-3-8 oc purlins, except end verticals, and 2-0-0 oc pur ins (4-0-14 max. TOP CHORD 2 X 4 SPF 1650F 1.5E 4-5,6-8. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 HF Stud WEBS • JOINTS CSI DEFL in, (loc) I/defl Ud PLATES GRIP TC 0.96 Vert(LL) -0.22 14 >999 240 M1120 185/144 BC 0.76 Vert(TL) -0.54 14-15 >855 180 WB 0.78 Horz(TL) 0.16 9 n/a n/a (Matrix) 'Veight: 161 Ib BRACING TOP CHORD Sheathed or 3-3-8 oc purlins, except end verticals, and 2-0-0 oc pur ins (4-0-14 max. 4-5,6-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 1 Row at midpt 6-10 JOINTS 1 Brace at Jt(s): 8 r REACTIONS (Ib/size) 1=1468/0-5-8,9=1468/0-5-8 , Max Hoa 1=105(load case 4) ' Max Upliftl=-154(load case 3), 9=-167(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3852/424, 2-3=-3565/362, 34=-2766/298, 4-5=-2597/300, 5b=-2763/287, 6-7=-1916/191, 7-8=-1916/192, 8-9=-1415/187 BOT CHORD 1 -15= -430/3598,14 -15= -318/3104,13 -14= -287/2596,12 -13=-287/2596,11-12=-358/3113,10-11=-356/3116,9-10=-29/48 WEBS 2-15=-327/137,3-15=-31477, 3-14=-637/146,4-14=0/548,5-14=-75R8,5-12=-14/540, 6-12=-654/120, 6-11=0/175, 6-110=-14581145,7-10=-349/-18, 8-10=-251/2253 • NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf tap chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 1 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) 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 154 Ib uplift at joint 1 and 167 Ib uplift at joint 9. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 0 �10 pROFEss01/ CO w n IX C 34229 A * EXP 6/30/07 -Y C/VIL OF CALIF May 21, 2004 Ll { • 0 0 0 r-1 0 Job Truss Truss Type Qty Ply Tantlem WesUPeninsula Park/Lot 16/jday LOT 16 606 ROOF TRUSS 1 1 " Job Reference o tional A.C. Houston Lumber Company, Indio,. CA ,.. 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:00 2004 Page 1 6-6-12 12-3-12 18-0-12 1 20-11-4 1 25-11-4 1 31-2-4 1 36-5-4 1 39-0-0 , 6-6-12 5-9-0 5-9-0 2-10-8 5-0-0 5-3-0 5-3-0 2-6-12 smro =,:e:i.s 5.6 5.8 = d 5 Sa 14. 3e 11 - 4.00 F1-2 3x4 L 6 .. 3 5x6= 8 4.61 9 34 J 2 43 we VWB q Vlfi BGG 1 2.8= 17 16 15 14 13 to 3x4= 3x6= 2.4= 3411 3xti,= 2.6 = 11 18 ma= 2.411 9-5-4 18-0-12 1 20-114 , 25-11-4 31-2-4 1 36-5-4 1 39-0-0 1 1 9-5-4 8-7-8 2-10-8 5-0-0 5-3-0 5-3-0 2-6-12 Plate Offsets. X Y : [5:0-5-4,0-2-8)J13 0-5-4.0-2-8) LOADING(psf) .SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d FLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.21 16-17 >999 240 (41120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.55 16.17 >838 180 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.15 10 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 174 lb LUMBER BRACING - TOP CHORD 2 X 4 SPF 1650F 1.5E - TOP CHORD Sheathed or 3-24 oc purlins, except eud verticals, and 2-0-0 oc purlins (4-5-10 max.) BOT CHORD 2 X 4 SPF 1650F 1.5E 4-5,6-8. WEBS 2 X 4 HF Stud - BOT CHORD Rigid ceiling directly applied or 10-0-0 c bracing. REACTIONS (Ib/size) 1=1468/0-5-8, 10=1468/0-5-8 - ' Max Horz 1=92(load case 4) Max Uplifll=-143(load case 3), 10=-158(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3816/389, 2-3=-3482/318, 3-4=-2531/238, 4-5=-2359!244, 5-6=-2508/245, 6-7=-2092218, 7.8=-2092/218, 8-9=-881/106, 9-10=-1446/158 BOT CHORD 1-17=-398/3562, 16-17=-2722979, 15-16=-220/2345, 14-15=-2202345, 13-14=-302/2907, 12-13=-301/2909, 11-12=-107/787, 10-11=-23/28 WEBS 2-17=-385/156, 3-17=-2/560, 3-16=-772/166, 4.16=-18/534, 5-16=-63/83, 5-14=-60/530, 6-14=-755/128, 6-13=0/195, 6-12=-1066/96,7-12=-3231:04. 8.12=-169/1700, 8-11=-1069/173, 9-11=-153/1388 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/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 plategrip 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 143 Ib uplift at joint 1 and 158 Ib uplift at joint 10. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PgOFESS/0 �O CO G Z Ui C 34229 z EXP 6/30/07 � * is 9�. C/VIL OF CALIF�R May 2112004 I u r� • a:e 2.4= 3x4= 3x8= 3x8= 2.411 3x18= L4 II 4.80 1 5 8-6-4 16-2-12 23-11-4 29-2-4 G4-5-4 39-0-0 8-6-4 7-8-8 7-8-8 5-3-0 '5-3-0 4-6-12 • LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.71 Ven(LL) -0.20 15 >999 240 :A1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Ven(TL) -0.52 13-15 -894 180 BCLL 0.0 Rep Stress Ina NO WB 0.62 Horz(TL) 0.14 10 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 167 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-1-1 oc purlins, except End verticals, and 2-0-0 cc purlins (4-2-6 max.): BOT CHORD 2 X 4 SPF 1650F 1.5E 6-8. - . WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 •oc bracing. WEBS 1 Row at midpt 7-11 - • REACTIONS (Ib/size) 10=1468/0-5-8, 1=14.6.8/0-5-8 Max Horz 1=88(load case 4) Max Upliftl0=-150(load case 4), 1=-133(load case 3) FORCES ((b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3819/348, 2-3=-3595/313, 3-4=-3487/331, 4-5=-2720/244, 5.6=-2882/291, 6-7=-2669/243, 7-8=-1193/154, 8-9=-1293/147, 9-10=-1427/165 BOT CHORD 1 -16= -361/3550,15 -16= -232/2882,14 -15= -180/2189,13 -14=-180/2189,12-13=-222/2137,11-12=-222/2137,10-11=-26/29 WEBS 2-16=-355/144, 4-16=-68/645, 4-15=-648/175, 5-15=-78/747, 5.13=-136/893, 6-13=-1152/183, 7-13=•&9!748, 7-12=0/164, 7-11=-1329/117, 8-10/199, 9-11=-146/1476 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 enc 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 nonconcurent with any other live loads per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capabte of withstanding 150 Ib uplift at joint 10 and 133 Ib uplift at joint 1. 6) Design assumes 4x2 (flat orientation) purlins at cc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 0 0 �O PROFEgs/o\ LU cc C 4229 m * 6/30/07 � CC/6L OF CALIF Mav 21, 2004 - Truss Type Tandem WesV LOT16 . G07 ROOF TRUSS '1 1 Job Reference. (optional) ' r� • a:e 2.4= 3x4= 3x8= 3x8= 2.411 3x18= L4 II 4.80 1 5 8-6-4 16-2-12 23-11-4 29-2-4 G4-5-4 39-0-0 8-6-4 7-8-8 7-8-8 5-3-0 '5-3-0 4-6-12 • LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.71 Ven(LL) -0.20 15 >999 240 :A1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Ven(TL) -0.52 13-15 -894 180 BCLL 0.0 Rep Stress Ina NO WB 0.62 Horz(TL) 0.14 10 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 167 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-1-1 oc purlins, except End verticals, and 2-0-0 cc purlins (4-2-6 max.): BOT CHORD 2 X 4 SPF 1650F 1.5E 6-8. - . WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 •oc bracing. WEBS 1 Row at midpt 7-11 - • REACTIONS (Ib/size) 10=1468/0-5-8, 1=14.6.8/0-5-8 Max Horz 1=88(load case 4) Max Upliftl0=-150(load case 4), 1=-133(load case 3) FORCES ((b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3819/348, 2-3=-3595/313, 3-4=-3487/331, 4-5=-2720/244, 5.6=-2882/291, 6-7=-2669/243, 7-8=-1193/154, 8-9=-1293/147, 9-10=-1427/165 BOT CHORD 1 -16= -361/3550,15 -16= -232/2882,14 -15= -180/2189,13 -14=-180/2189,12-13=-222/2137,11-12=-222/2137,10-11=-26/29 WEBS 2-16=-355/144, 4-16=-68/645, 4-15=-648/175, 5-15=-78/747, 5.13=-136/893, 6-13=-1152/183, 7-13=•&9!748, 7-12=0/164, 7-11=-1329/117, 8-10/199, 9-11=-146/1476 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 enc 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 nonconcurent with any other live loads per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capabte of withstanding 150 Ib uplift at joint 10 and 133 Ib uplift at joint 1. 6) Design assumes 4x2 (flat orientation) purlins at cc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 0 0 �O PROFEgs/o\ LU cc C 4229 m * 6/30/07 � CC/6L OF CALIF Mav 21, 2004 Job Truss Truss Type Qty Ply Peninsula P—k/Lot 16lday A.C. Houston Lumber Company, Indio, CA - - _ 5.200 s Oct 21 2003 M1Tek Industries, Inc. fn May 21 09:18:01 2004 Page 7-0-8 13-3-4 19-6-0 23-11-4 29-2-4 34-5-4 39-0-0 7-0-8 6-2-12 6-2-12 4-5-4 5-3-0 5-3-0 4-6-12 sb. el • .. _ GcamOer • 5n r� • a:e 2.4= 3x4= 3x8= 3x8= 2.411 3x18= L4 II 4.80 1 5 8-6-4 16-2-12 23-11-4 29-2-4 G4-5-4 39-0-0 8-6-4 7-8-8 7-8-8 5-3-0 '5-3-0 4-6-12 • LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.71 Ven(LL) -0.20 15 >999 240 :A1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Ven(TL) -0.52 13-15 -894 180 BCLL 0.0 Rep Stress Ina NO WB 0.62 Horz(TL) 0.14 10 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 167 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-1-1 oc purlins, except End verticals, and 2-0-0 cc purlins (4-2-6 max.): BOT CHORD 2 X 4 SPF 1650F 1.5E 6-8. - . WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 •oc bracing. WEBS 1 Row at midpt 7-11 - • REACTIONS (Ib/size) 10=1468/0-5-8, 1=14.6.8/0-5-8 Max Horz 1=88(load case 4) Max Upliftl0=-150(load case 4), 1=-133(load case 3) FORCES ((b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3819/348, 2-3=-3595/313, 3-4=-3487/331, 4-5=-2720/244, 5.6=-2882/291, 6-7=-2669/243, 7-8=-1193/154, 8-9=-1293/147, 9-10=-1427/165 BOT CHORD 1 -16= -361/3550,15 -16= -232/2882,14 -15= -180/2189,13 -14=-180/2189,12-13=-222/2137,11-12=-222/2137,10-11=-26/29 WEBS 2-16=-355/144, 4-16=-68/645, 4-15=-648/175, 5-15=-78/747, 5.13=-136/893, 6-13=-1152/183, 7-13=•&9!748, 7-12=0/164, 7-11=-1329/117, 8-10/199, 9-11=-146/1476 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 enc 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 nonconcurent with any other live loads per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capabte of withstanding 150 Ib uplift at joint 10 and 133 Ib uplift at joint 1. 6) Design assumes 4x2 (flat orientation) purlins at cc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 0 0 �O PROFEgs/o\ LU cc C 4229 m * 6/30/07 � CC/6L OF CALIF Mav 21, 2004 -• • U 0 • • • lu r Job - Truss Truss Type Ory Ply Tantlem WesUPeninsula Park/Lot t67Jday LOT 16 G08 ROOF TRUSS 1 1 Job Reference o tional A.C. Houston Lumber Company, Indio, CA '.- _ 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:02 2004 Page 1, 7-0-8 13-3-4 , 19-6-0 _,_2.1-11-4 , - 27-24 32-54 39-0-0 7-0-8 r 6-2-12 6-2-12 2-54 5-3-0 5-3-0 " 6-6-12 Scab: r - 114v4 Gme41 4.0012 5 Sx14= 21411 6 y 316> 3x46 5.8= .. 6 4 3 - w4 214\\ W) W7 4x8 B 2 W2 W8 1 4.10= 16 14 14 13 12 3x4=. - h4= .3x8= 414= 3.10= 11 10 3118= 31411 7-10-4 14-10-12 21-11-4 27-24 32-54 39-0-0 7-104 7-0-8 7-0-8 5-3-0 5-3-0 6-6-12 Plate Offsets (X,Y): 1:0[ -0-3 Edg2],[8:0-5-4,0-7-8]x[11:0-3-8,0-1-8] - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1,25 TC 0.95 Vert(LL) -0.38 15-16 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.65 15-16 >710 180 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.17 10 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 172 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed, except end verticals, and 2-)-0 oc purlins (3-10-11 max.): 6-8. BOT CHORD 2 X 4 SPF 165OF 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 4-5-0 oc bracing. B1 2 X 4 SPF 210OF 1.8E WEBS 1 Row at midpt 6-12,9-10 WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 1=1468/0-5-8, 10=1468/0-5-8 - - - - Max Horz 1 =88(load case 4) - Max Upliftl =-1091 (load case 11), 10=-716(load case 14) - Max Grav 1 =2427(load case 8), 10=2033(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-0715/3203,2-3=-5787/2435;3-4=-5024/1797,4.5=-4321/1690,5.6=-3516/1209,6-7=-3038/1153;7-8=-2460/576,8.9=-2245/822,9-10=-1973!740 BOT CHORD 1 -16= -3077/6197,15 -16= -2176/4841,14 -15= -1375/3386,13 -14=-923/2935,12-13=-813/3061,11-12=-806/2063,10-11=-750/783 WEBS 2-16=-374/177,4-16=-171f781, 4-15=-636/198,5-15=-135/867, 5.13=-669/1345, 6-13=-1149/684,6-12=-960/519,7-12=-320/100, 8-'12=-528/141.6, 8-11=-1003/486, 9-11=-871/2280 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/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) 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 1091 Ib uplift at joint 1 and 716 Ib uplift at joint 10. 6) This truss has been designed for a total drag load of 110 plf. Connect truss to resist drag loads along bottom chord from 0-M to 39-0-0 for 110.0 plf. - 7) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard - - Pg0FESs70� �O 9�F OCID W C1 G) Cr C 34229 Z EXP 6/30/07 � * C/\/IL OF CALIF�� i May 21, 2004 f• K] 0 0 0 0 Job Truss Truss Type Oty Ply�TandemWest/PeninsulaP;jrk/Lotl6fday LOT 16 G09 ROOF TRUSS 1 1 _ Job Reference (optional) A.C. Houston Lumber Company, Indio, CA .. 5.200 s Oct 21 2003 MiTek Indcstries, Inc. Fri May 21 09:18:04 2004 Page 1 7-0-8 13-34 19-6-0 19T1,1-4 25-2-4 30-5-4 34-6-14 39-0-0 7-0-8 6-2-12 6-2-12 0-5-4 5-3-0 5-3-0 4-1-10 4-5-2 Sob v 1:83.3 .. CBmScr v we 5114 = 4.0017 3 8 3x8= 51615ZI 15ZI 5a 5a= g 3141 3x81 3141. B 4 3 2x4 II 0 • WB WB 204 0 • 2' we 1 1 axe = 16 15 14 13 • 12 11 ` 3x4= 3x6= L411 3x8= 346= 5.14= 10-4-8 19-11-4 25-2A 30-5-4 39-0-0 , , 1 10-4-8 9-6-12 5-3-0 5-3-0 8-6-12 Plate Offsets X Y : [5:0-4-2,0-2-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft L/d FLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.26 1-16 >999 240 (41120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.62 1-16 -742 180 ' BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.14 11 n/a n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) Ldeight: 176 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E - TOP CHORD Sheathed or 3-1-0 oc purlins, except eod verticals, and 2-0-0 oc purlins (4.5-14 max.) BOT CHORD 2 X 4 SPF 1650F 1.5E 6-8. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 c bracing. _ WEBS 1 Row at midpt 4-14, 7-12, 941 REACTIONS (Ib/size) 11=1468/0-5-8,1=1468/0-5-8 Max Harz1=88(load case 4) Max Upliftl 1=-150(load case 4), 1=-180(load case 3) - FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3787/501, 2-3=-3393/408,3-4=-3284/418, 4-5=-2363/337, 5.6=-2181/326,6-7=-2235/340,7-8=-1558/225, 8-9=-1674/228,9-10=-97/47, 104 1=-144/48 BOT CHORD 1-16=-505/3535, 15-16=-365/2877, 14-15=-365/2877,,13-14=-201/2055, 12-13=-201/2055, 11-12=-148/1102 WEBS 2-16=-453/173, 4-16=0/612, 4-14=-828/175, 5-14=-56/693, 6-14=-321/80, 7-14=-67/281, 7-13=0/121, 7-12=-797/141, 8-12=0/305, 9-12=-51/680, 8-11=-1637/210 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 parches 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 150 Ib uplift at joint 11 and 180 lb uplift at joint 1. - 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-iOd nails. LOAD CASE(S) Standard PgOFESS/O� �O eO yl to Of C 34229 m EXP, 6/30/07 � * �1, CIVIL OF CALIF���\P May 21, 2004 1• • 0 0 • 0 0 Job Truss Truss Type Oty Ply WesUPeninsula P::rk/Lot t6lday LOT 16 G10 ROOF TRUSS 1 1 [andem ob Reference o tiona0 ' A.C. Houston Lumber Company, Indio, CA - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:05 2004 Page 1 7-8-2 15-0-12 22-5-4 27-6-14 33-0-0 7-8-2 7-4-10 7-4-8 5-1-10 5-5-2 - - solo=,:s3.� CemOer=,I81 • , 4.,0 = 4.6Uzi = 3 4 4.00 12 314 i 2 3x41 AS M8 w2 Sea 4 4.4 a � - wt E3 Ks 82 13 12 11 10 B 3x411 4x4= 3.4= 3x4= 3x8= 7-8-2 , 15-0-12 , 22-5-4 27-6-14 8 .4= 2x411 33-0-0 I I 7-8-2 7-4-10 7-4-8 5-1-10 5-5-2 Plate Offsets(X,Y): [3:0-5-8,0-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud ELATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.08 11-12 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.19 11-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.05 7 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 155 lb LUMBER _ BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-10-13 oc purlins, except! end verticals, and 2-0-0 oc purlins (5-10-1 BOT CHORD 2 X 4 SPF 1650F 1.5E max.): 3-4. WEBS 2 X 4 HF Stud *Except* - BOT CHORD Rigid ceiling directly applied or 10-0-0 c bracing. Wt 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 2-11,3-9 _ REACTIONS (Ib/size) 7=1243/0-5-8,13=1243/Mechanical , Max Horz 13=73(load case 4) . - Max Uplift7=-133(load case 4), 13=-143(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1800/218, 2-3=-1627/232, 3-4=-1293/195, 4-5=-1405/194, 5-0=-1164/130, 1-13=-1175/175, 6-7=-1194/152 BOT CHORD 12-13=-75/177, 11-12=-181/1641, 10.11=-121/1482, 9-10=-121/1482, 8-9=-130/1057, 7-8=-29/45 WEBS 2-12=-294/117, 2-11=-191/116, 3-11=0/357, 3-9=-265/74, 4-9=0/183, 5-9=-41/333, 5-8=-613/124, 1-12=-148/1519, 6-8=-122/1222 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other Iive.loads per Table No. 16-B, UBC -97. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 Ib uplift at joint 7 and 143 Ib uplift at joint 13. 7) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PROFESS/O'L �O CO W G1 C 34229 m * EXP 6/30/07 � 9�. GVIL OF CALIF May 21, 2004 r1 u • • r] Ll Job Truss Truss Type Qty Ply ark/Lot 16fjday LOT 16 Gtt ROOF TRUSS 1 1 [andemWest/PeninsulaP _ ' ob Reference a tional ' A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:06 2004 Page 1 5-10-9 11-5-11 , 17-0-12 20-5-4 , 26-6-14 33-0-0 5-10-9 5-7-1 5-7-1 3-4-8 6-1-10 - y .. 6-5-2 Snb • 1:53.3 GmCer • 1/81 4x4= 4x8= - 4 5 3.41 3 41 3 8 ' 341 2 w W5 3x4 II ffie a 7 W10 14 13 - 12 11 10 B 3x8= 3x4'= 3x8= 3x4= 3x4= ',3r4= 8-8-2 17-0-12 20-5-4 26-6-14 x411 33-0-0 1 8-8-2 8-4-10 3-4-8 6-1-10 6-5-2 Plate Offsets (X,Y):.[5:0-5-4,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.12 12-13 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.27 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO - WB 0.70 Horz(TL) 0.06 8 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 163 lb LUMBER BRACING TOP CHORD 2 X4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-3-7 oc purlins, except end verticals, and 2-0-0 oc purlins (5-11-14 BOT CHORD 2 X 4 SPF 1650F 1.5E max.): 4-5. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS I Row at midpt 3-12,2-14 REACTIONS (Ib/size) 8=1243/0-5-8, 14=1243/Mechanical Max Hoa 14=74(load case 5) , _ Max Uplift8=-122(load case 4), 14=-135(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-184/55, 2-3=-1732!214, 3-4=-1460/205, 4-5=-1335/212, 5.6=-1392/192; 6-7=-1277/130, 1-14=-212/66, 7-8=-1189/145 BOT CHORD 13 -14= -182/1494,12 -13= -152/1593,11 -12=-101/1260,10-11=-101/1260,9-10=-127/1159,8-9=-32/56 WEBS 2-13=0/255, 3-13=0/129, 3-12=-375/130, 4-12=-10/259, 5-12=-65/194, 5-10=-33/52, 6-10=-21/137, 6-9=-528/127, 2-14=-1674/202, 7-9=-109/1269 NOTES 1) This truss has been checked for uniform root live load only, except as noted. - 2) This truss has been designed for the wind loads generated by 70 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 CASCE 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) 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. 16-8, UBC -97. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ib uplift at joint 8 and 135 Ib uplift at joint 14. 7) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PR0FESS/'0 �O 80 Cr Z C3 4229 m EXP 6/30/07 * 9�. c/VIL \P OF CALIFC�� May 21, 2004 J LJ • • 0 J 0 Job Truss Ory Pl71,b dem WesUPeninsula P ark/Lot 16lday LOT 16 G12 FRrussFTTYRpe SS - 1 Reference optional A.C. Houston Lumber Company, Indio, CA _ 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:07 2004 Page 1 6-5-5 12-7-3 18-9-0 25-8-12 33-0-0 6-5-5 6-1-13 6-1-13 6-11-12 7-3-4 ' Ove = bob=1:57.8 GmDcr=118 4 34 4.00 1x 3 34 1 5 34 WI 2 h8 ' W 3.411 b VrH 1 12 11 10 9 B 38= h4= 3v4= 3.4= 38 = , 8-4-12 16-6-0 , 25-8-12 , 3.411 33-0-0 I 8-4-12 8-1-4 9-2-12 7-3-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc)I/deB Lid IPLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.14 8-10 >999 240 IM1120 185/144 TCDL 14.0 Lumber Increase 1.25 SC 0.58 Vert(TL) -0.31 8-10 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.82 Horz(TL) 0.06 7 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 'Weight: 151 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-2-9 oc purlins, except and verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-01oc bracing. WEBS 2 X 4 HF Stud 'Except WEBS 1 Row at midpt 4-8,2-12, 6-7 W7 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) .12=1243/Mechanical, 7=1243/0-5-8 - Max Horz 12=81 (load case 5) Max Upliftl2=-128(load case 3), 7=-112(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-206/65, 2-3=-1733215, 34=-1486/198, 4-5=-1357/200, 5-6=-1352/125, 1.12=-232(75, 6-7=-1187/137 BOT CHORD 11-12=-184/1548, 10-11=-133/1561, 9-10=-75/1228, 8-9=-75/1228, 7-8=-36!72 WEBS 2-11=0202, 3-11=-17/127, 3-10=-385/153, 4-10=-07/549, 4-8=-98/51;5-8=-443/177,.2-12=-1692/179, 6-8=-89/1288 - NOTES 1) This truss has been checked for uniform roof live load only, except as noted. - 2) This truss has been designed for the wind loads generated by 70 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 Il, 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads per Table No. 16-B, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 Ib uplift at joint 12 and 112 Ib uplift at joint 7. LOAD CASE(S) Standard PROFESS,() �O eO CO n G7 LU C 34229 Z * EXP 6/30/07 � _. N� 9%. CIVIL CF CALIlF May 21, 2004 . 0 • • • n U n LJ Li `J r`--1 L-A :7 Job Truss - Truss Type Qty Ply- Tandem West/Peninsula Park/Lot 1611day LOT 16 G13' .- ROOF TRUSS - 1 1 Job Reference o tional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek IndL stries, Inc. Fri May 21 09:18:08 2004 Page 1 076-12 6-7-8 12-84 18-9-0 , 25-8-12 33-0-0 0-6-12 `6-0-12 6-0-12 6-0-12 6-11-12 7-3-4 _ - � ° 4x8 = • GmEer - —116 3H9 ' 5 • ,• 4.00 12 3x4 1 24 II 4 9 T 4 yy, 3 3x9 a w4 3x4 = �4 II 1 2- r V8 13 12 11. 10 9 3.6 = 3.4 = 3x4 = 3x4 = Sae - 84-12 , 16-6-0 25-8-12 3.411 33-0-0 I I � 8-4-12 8-1-4 9-2-12 7-3-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.86' Vert(LL) -0.14 9-11 >999 240 M1120 185/144, TCDL 14.0 Lumber Increase 1.25' BC 0.57 Vert(TL) -0.31 9-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.06 8 n/a n1a BCDL 8.0 Code UBC97/ANS195 (Matrix) Weight: 151 Ib LUMBER BRACING' TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-2-15 cc purlins, except end verticals, and 2-M oc purlins (6-M max.) BOT CHORD 2 X 4 SPF 1650F 1.5E 1.2. WEBS 2 X 4 HF Stud 'Except BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. ' W7 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 3-13,5-9,7-3 JOINTS 1 Brace at Jt(s): 1 REACTIONS ((b/size) 13=1243/Mechanical, 8=1243/0 -5 -8 - Max Horz 13=79(load case 5) Max Upliftl 3=-1 28(load case 3), 8=-112(load case 4) - FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-240/78, 1-2=-141/25, 2-3=-202/66, 3-4=-1738/217, 4-5=-1485/197, 5-0=-1357/200, 6-7=-1352/124, 7-8=-1187/137 BOT CHORD 12-13=-181/1566, 11-12=-129/1556, 10-11=-75/1228, 9-10=-75/1228, 8-9=-36!72 , WEBS 3-13=-1702/179, 3-12=0/189, 4-12=-24/137, 4-11=-383/152, 5-11=-08/549, 5-9=-98/51, 6-9=-443/177, 7-9=-89/1288 NOTES 1)This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 5.0 psf top chord deadload 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/ANS195 If enJ ° 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 nonconcurent with any other live loads per Table No. 16-B, UBC -97. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 Ib uplift at joint 13 and 112 Ib uplift at joint 8. 7) Design assumes 4x2 (flat orientation) purlins at cc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ?gOFESS/0 �O O CO C� G1 UJ Cr C 34229 m * EXP 6/30/07 � s ��. CIVIL OF CALIF - May 21, 2004 0 0 .• • 0 0 rI Job Truss Truss Type - Ory Ply- .Tandem WesUPeninsula P ark/Lot 16lday LOT 16 G14 ROOF TRUSS 1 i Job Reference Io tional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Indrlstries, Inc. Fri May 21 09:18:09 2004 Page 1 2-6-12 01.6-12 7-11=8 13-44 1 18-9-0 25-8-12 33-0-0 sLm=1s3.e 0-6-122-0-0 5-4-12 5-4-12 5-4-12 6-11-12 4.6 = 6 7-3-4 Cn04f"�" 3.4 s s 3x4 0 r 3a4 z 4 4.00 12 4x6 314 II 4x8 = 1 2 3 W4 W11 N r1 15 14 13 12 11 10 3x4 11 4.6 = 3x4 = 5x10 = 3x4 = b411 t h4 11 2-6-12 10-1-3 18-9-0 25-8-12 33-0-0 I , 2-6-12 7-6-7 8-7-13 6-11-12 7-3-4 Plate Offsets X,Y : [2:0-5-112,0-2 -0],_[11:0-3.8,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud .DLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.12 11-12 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.27 11-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.05 9 n/a n/a BCDL 8.0 Code UBC97/ANSI95. (Matrix) JVeighL 160 lb LUMBER_ BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E 'Except' TOP CHORD Sheathed or 5-3-7 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): T1 2 X 4 SPF 240OF 2.0E 2-3. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 3c bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at midpt 5-11 1 REACTIONS (Ib/size) . 15=1243/Mechanical, 9=1243/0-5-8 Max Horz 15=72(load case 5) Max Upliftl 5=-1 30(load case 3), 9=-112(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-365/66, 2-3=-960/104, 3-4=-1097/153, 4-5=-1738/207, 5-6=-1353/176, 6-7=-1375/182, 7-8=-1346/126, 1-15=-780/107, 8-9=-1180/140 BOT CHORD 14-15=-60/118, 13-14=-60/91, 12-13=-166/1607, 11-12=-116/1521, 10-11=-119/1217, 9-10=-33!75 WEBS 3-13=-672/145, 4-13=-803/76, 4-12=-20/106, 5-12=-16/252, 5-11=-441/141, 6-11=-19/521; 7-11=-26/99, 7-10=-472/116, 8-10=-96/1278, 2-14=-!33/39, 2-13=-153/1607 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/ANSI95 If enc , 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. 16-8, UBC -97. 5) Refer to girder(s) for truss to truss connections. , 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 Ib uplift at joint 15 and 112 Ib uplift at joint 9. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PR0FES,3Z0 �O �Q \� MT.e0 y! C7 IX C 34229 Z * EXP 6/30/07 M CIVIL OF CALIF�� May 21, 2004 Ll Job Truss Truss Type Ory PlyTandem WesUPeninsula Eark/Lot t6ryday LOT 16 G15 ROOF TRUSS 1 1 1.25 - Vert(LL) -0.16 11-12 >999 240 M1120 185/144 TCDL 14.0 Job Reference (optional) 2-6-12 , 4-6-12 , 11-7-14 18-9-0 25-8-12 33-0-0 2-6-12 2-0-0 7-1-2 7-1-2 6-11-12 7-3-4 som = 3n11 • _ . + CemOar a • 1-1 L r� U n u d h4= 3.8 3,4= �4= x4= he= 2-6-12 , 4-6-12 , 13-11-5 23-3-15 33-0-0 2-6-12 2-0-0 9-4-9 9-4-9 9-8-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.16 11-12 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.3311-12 >999 180 , BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.06 8 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 157 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-3-8 oc purlins, except -nd verticals, and 2-0-0 oc purlins (5-8-6 max.): BOT CHORD 2 X 4 SPF 1650F 1.5E 2-3. WEBS 2 X 4 HF Stud - - BOT CHORD .Rigid ceiling directly applied or 10-0-0 3c bracing. WEBS. 1 Row at midpt 4-12 2 Rows at 1/3 pts 6-8 REACTIONS (Ib/size) 14=1243/Mechanical, 8=1243/0-5-8 - Max Horz 14=72(load case 5) Max Uplifll4=-130(load case 3), 8=-112(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-887/110, 2-3=-1366/147, 3-4=-1539/209, 4-5=-1642/221, 5-6=-1381/165, 6-7=-155/77, 1-14=-1205/142, 7-8=-231/83 BOT CHORD 13-14=-53/81, 12-13=-114!777, 11-12=-142/1609, 10-11=-76/1227, 9-10=-76/1227, 8-9=-128/1199 WEBS 2-i3=-874168.2-12=-102/1275, 3-12=-822/184, 4-12=-270/28, 4-11=-323/174, 5-11=-83/543, 5-9=-42/137, 6-9=0/246, 1-13=-122/1146, 6-8=-1453/136 • NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 fl 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 ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If enc 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 nonconcurent with any other live loads per Table No. 16-8, UBC -97. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 Ib uplift at joint 14 and 112 Ib uplift at joint 8. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. _ • LOAD CASE(S) Standard �O pROFEgsyOCO\ W C 34229 z # EXP 6/30/o7. z N • 9� CIVIL OF CALIO�\P May 21, 2004 I • Ll 0 0 0 Ll 0 0 Job Truss - - Oty Ply Tandem WesUPeninsula P.rk/Lot 16lday LOT 16 G16 7russFTTyRpe USS 1 1 Job Reference (optional) A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:12 2004 Page 1 4-6-12 6-6-12 12-7-14 18-9-0 25-8-12 33-0-0 4-6-12 2-0-0 6-1-2 6-1-2 6-11-12 _ 4.6 = 5 7-3-4 S.W =1:53.8 4 3x4 < e 4.ao 12 4.8 5.6 = WB 2 3' 4.41 va 3.d II 7 -o 1 4 ' 1 14 - - 13 12 11 10 S 2.411 4x4= 3x8= 3.4= 3.4= 3x4= 3.6= 4-6-12 6-6-12 15-3-5 23-11-15 33-0-0 I I I I 4-6-12 2-0-0 8-8-9 8-8-9 9-0-1 Plate Offsets X Y : [2:0-5-4,0-2.0) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.13 11-12 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.29 11-12 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.54 Horz(TL) 0.06 8 n/a n/a BCDL 8.0 - Code UBC97/ANSI95 (Matrix) Weight: 160 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-2-8 oc purlins, except and verticals, and 2-0-0 oc purlins (5-6-12 max.) BOT CHORD 2 X 4 SPF 1650F 1.5E 2-3. WEBS 2 X 4 HF Stud. - BOT CHORD Rigid ceiling directly applied or 10-0-C oc bracing. WEBS 1 Row at midpt 4-12 2 Rows at 1/3 pts 6-8 REACTIONS (Ib/size) 14=1243/Mechanical, 8=1243/0.5.8 Max Horz 14=72(load case 5) Max Upliftl4=-130(load case 3), 8=-111(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1271/144, 2-3=-1533/168, 3-4=-1697/222, 4-5=-1558/209, 5-6=-1375/173, 6-7=-151/80, 1-14=-1196/149, 7-8=-229/84 BOT CHORD 13-14=-57/82, 12-13=-135/1142, 11-12=-126/1562, 10-11=-73/1225,9-10=-73/1225, 8-9=-125/1205 WEBS 2-13=-665/74,,2-12=-64/972, 3-12=-774/152, 4-12=-06/44, 4-11=-356/164, 5-11=-72/538, 5-9=-60/98, 6-9=0/250, 1-13=-129/1299, 6-8=-1465/1¢9 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/ANSI95 If erg verticals or cantilevers exist, they are exposed to wind. If parches 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 Ib uplift at joint 14 and 111 Ib uplift at joint 8. 7) Design assumes 4x2 (Flat orientation). purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard s/O� PgOFESco �p w 0 G1 C 34229 m EXP 6/30/07 � * CI VIL NN, O* F CALIF May 21, 2004 0 • • • 0 0 • 0 0 Job Truss. - _ Qty Ply Tandem WesUPeninsula Perk/Lot t67jday LOT 16 G17 FrussTT,,,e USS 1 1 Job Reference optional A.C. Houston Lumber Company, Indio, CA:- 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:13 2004 Page 1 6-6-12 8-6-12 , 13-7-14 18-9-0 , 25-8-12 33-0-0 6-6-12 2-0-0 5-1-2 5-1-2 6-11-12 7-3-4 v. 4.4= 34 4 3.41 8 4x8= 4.4= 4.00 12 2 3 . axe c v.s 38 a V48 V.1 a -0 w1 13 12 11 10 B 3411 04= 38= 5.10= 3x4= 3411_ 6-6-12 8-6-12 , 18-9-0 25-8-12 33-0-0 6-6-12 2-0-0 10-2-4 6-11-12 7-3-4 Plate Offsets (XYj_(2:0-5-4,0-2-0)x[10:0-3-8 0-3-0) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft - Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.24 10-11 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.70 Vert(TL) - -0.48 10-11 >812 180 BCLL 0.0 Rep Stress Ina NO WB 0.48 Horz(TL) 0.04 8 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 162 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E - TOP CHORD Sheathed or 5-2-6 oc purlins, except end verticals, and 2-0-0 oc purlins (5-3-2 max.): BOT CHORD 2 X 4 SPF 1650F 1.5E 2-3. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-C oc bracing. - WEBS 1 Row at midpt 4-10 REACTIONS (Ib/size) 8=1243/0-5.8, 13=1243/Mechanical Max Horz 13=72(load case 5) Max Uplift8=-111(load case 4), 13=-1 30(load case 3) .. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1501/164, 2-3=-1606/178, 3-4=-1757/224, 4.5=-1354/175, 5-6=-1379/179, 6-7=-1345/128, 1-13=-1180/158, 7-8=-1178/140 BOT CHORD 12-13=-64/96, 11-12=-143/1350, 10-11=-116/1503, 9-10=-118/1216, 8-9=-33/76 WEBS 2-12=-531/63, 2-11=-3!722, 3-11=-079/109, 4.11=-41258, 4-10=-426/151, 5-10=-23/533, 6-10=-21/103, 6-9=-479/112, 1-12=-128/1376,7-9=-S6/1276 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. - 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chard 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/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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads per Table No. 16-B, UBC -97. 5) Refer to girder(s) for truss to truss connections.. , 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 8 and 130 Ib uplift at joint 13. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PROFESS7O'L C 34229 m * EXP .6/30/07 M CIVIL \V.- OF CALIFO� May 21, 2004 0 0 U • • • 0 • 0 Job Truss - Truss Type " Oty Ply Tandem West/Peninsula Park/Lot 16Qday LOT 16 G18 ROOF TRUSS 1 1 Job Reference (optional A.C. Houston Lumber Company; Indio, CA 5.200 s Oct 21 2003 MiTek IndLstries, Inc. Fri May 21 09:18:14 2004 Page 1 4-5-2 , 8-6-12 , 10-6-121 14-7-14 , 18-9-0 , 25-8-12_ — , __ 33-0-0 4-5-2 4-1-10 2-0-0 4-1-2 4-1-2 6-11-12 4Xa = 6 7-34 wmxr =,re m 324 x 6 324 ¢ me= dz12= 7 3 d 4.00 12 328 O' 2 328 ' b411 W3 1 1 6 WIt 14 13 12 11 10 326 = 3X8 = 324 = 6+10 = &4= 324 11 8-6-12 10-6-12, 18-9-0 25-8-12 33-0-0 1 8-6-12 2-0-0 8-2-4 6-11-12 7-3-4 Plate Offsets (X Y): [11:0-3-8,0-3-0j LOADING(psf) SPACING 2-0-0 CSI DEFLin (loc) Well Lid. -LATES GRIP - TCLL 16.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.12 11-12 >999 240 :A1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.27 11-12. >999 180 BCLL 0.0 - Rep Stress Incr NO WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Veight:169lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-3-14 oc purlins, excepl_:end verticals, and 2-M oc purlins (5-10-8 BOT CHORD 2 X 4 SPF 165OF 1.5E max.): 3-4. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 3c bracing. -. WEBS 1 Row at midpt 2-14 REACTIONS (Ib/size) 9=1243/0-5-8, 14=1243/Mechanical - ' Max Harz 14=72(load case 5) Max Uplift9=-110(load case 4), 14=-130(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-125/37, 2-3=-1550/177, 3.4=-1439/181, 4-5=-1735/234, 5-0=-1334/179, 6-7=-1374/181, 7.8=-1347/127, 1-14=-148/45, 8-9=-1180/139 BOT CHORD 13-14=-148/1097, 12-13=-128/1607, 11-12=-98/1451, 10-11=-117/1218, 9-10=-33(75 WEBS 2-13=0/459, 3-13=-3/298.4-13=-531/42,4-12=-191/100,5-12=-68/314, 5-11=-421/140, 6-11=-32/533.7-11=-23/99,7-10=-473/115,2-14=-1452:198, 8.10=-93/1279 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottonn 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 enc 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) Refer to girder(s) for truss to truss connections. . 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 110 Ib uplift at joint 9 and 130 Ib uplift at joint 14. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard - - PROFESS/0 �O C1 G) LU C 34229 A # EXP 6/30/07 CIVIL O F CALIF May 21, 2004 0 • • 2X4 II Job Truss Truss Type Oty, Ply Tandem WesVPeninsula P-rWLotl61jday- LOT 16 G19 ROOF TRUSS 1 1 Vert(LL) -0.25 13 >999 240 ' TCDL 14.0 Lumber Increase 1.25 Job Reference (optional) 5-3-10 10-3-12 12-3-12 18-9-0 24-8-13 30-8-10 , 36-8-7 43-6-0 5-3-10 5-0-2 2-0-0 6-5-4 5-11-13 5-11-13 5-11-13 6-9-9 smm=,a 5.6 = 5 0 0 318= 3X4= 314= h6= t4= 4.6= 3.4= Us = 5-3-10 10-3-12 12-3-12 18-9-0 , 27-6-0 35-1-2 , 43-6-0 5-3-10 -5-0-2 2-0-0 6-5-4 8-9-0 7-7-2 8-4-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud FLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.25 13 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.63 13-14 >819 180 BCLL 0.0 Rep Stress Ina NO WB 0.64 Horz(TL) 0.17 10 n/a n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) , Weight: 197 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-10-8 oc pudins, except -and verticals, and 2-" oc purlins (4-5-11 BOT CHORD 2 X 4 SPF 1650F 1.5E max.): 3-4. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 c bracing. WEBS 1 Row at midpt 4-14,6-14 REACTIONS (Ib/size) 19=1639/Mechanical, 10=1639/0-5-8 Max Horz 19=-109(load case 6) Max Upliftl9=-147(load case 3), 10=-169(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1839/166, 2-3=-2267/224, 3-4=-2334/241, 4-5=-2303/259, 5-6=-2301/253, 6-7=-3173/352, 7-8=-3275/342, 8-9=-4111/435, 9-10=-4343/459,1-19=-1588/166 BOT CHORD 18-19=-55/130,17-18=-142/1700,16-17=-123/2096,15-16=-139/2352,14-15=-139/2352,13-14=-146/2773,12-13=-266/3431,11.12=-266/3431,10-11=-390/4046 WEBS 2-18=-803/131, 2-17=-31/533, 3-17=-272/46, 3-16=-80/822, 4-16=-751/116, 4-14=-303/131, 5-14=-60/1019, 6-14=-929/193, 6-13=-55/707, 8-1330/163,8-11=-58/589, 9-11=-333/140, 1-18=-151/1854 • NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 UBC971ANSI95 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 nonconcurrenl with any other live loads per Table No. 16-B, UBC -97. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 Ib uplift at joint 19 and 169 Ib uplift at joint 10. 7) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. • LOAD CASE(S) Standard �O PROF>ESS/o\ co W 0 G) X34229 m * E6/30/07 A s 9� QVIL OF CALIFO��\P May 21, 2004 0 • • • 0 • • 0 Job Truss Oty Ply Tandem WestlPeninsula Park/Lot 16fjday LOT 16 G20 - FIrOUSOSITT SS - 1 1 Job Reference o tional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Indu 5tries, Inc. Fri May 21 09:18:17 2004 Page 1 4-3-10 8-3-12 10-3-12, 14-6-6 18-9-0 , 24-8-13 30-8-10 36-8-7 43-6-0 4-3-10 4-0-2 2-0-0 4-2-10 4-2-10 5-11-13 5-11-13 5-11-13 - 6-9-9 so.N =Eros Ce E , 318 5.6 — e 341 5 3x4 C Us= 5x14= - 7 3x8 m d. 8 OU 12 3x4 a axe m s 314 11 214 W11 12 i 10 ' it 18 1B 17 18 15 14 13 12 3x8= 3x8= a4= h8= 3x4= 4x8= 3x4= •. 3x8 - I� 4112 = 8-3-12 10-3-12 18-9-0 24-8-13 , 32-9-0 43-6-0 8-3-12 2-0-0 8-5-4 5-11-13 8-0-3 10-9-0 Plate Offsets X Y : [11:0-0-3,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.43 11-12 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.81 11-12 >637 180 BCLL 0.0 Rep Stress Ina NO WB 0.96 Horz(TL) 0.22 11 We n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 199 lb LUMBER BRACING ' TOP CHORD 2 X 4 SPF 165OF 1.5E 'Except' TOP CHORD Sheathed or 2-26 oc purlins, except e.id verticals, and 2-0-0 oc purlins (4-8-0 max.): T5 2 X 4 SPF 210OF 1.8E 3-4. BOT CHORD 2 X 4 SPF 1650F 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. 83 2 X 4 SPF 210OF 1.8E WEBS 1 Row at midpt 7-15,2-19 WEBS 2 X 4 HF Stud - - REACTIONS (Ib/size) 19=1639/Mechanical, 11=1639/0-5-8 Max Horz19=-109(load case 6) • Max Upliftl9=-891(load case 11), 11=-1215(load case 14) Max Grav19=2382(load case 8), 11=2684(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-545/483, 2-3=-2883/904, 3-4=-2259/431, 4-5=-2768/605, 5-6=-2586/657, 6-7=-3384/1322, 7.8=4040/1466, 8-9=4767/2073, 9-10=6326/2807,10-11=-7371/3603,1-19=-160/44 BOT CHORD 18 -19= -856/2200,17 -18= -498/2703,16 -17= -572/2737,15.16=654/2819,14 -15=-1160/3811,13-14=-1604/4810,12-13=-2145/5323, 11-12=-3374/6872 WEBS 2-18=-547/1305,3-18=-94/534,4-18=-1433/545,4-17=-409/477, 5-17=-5111626.5-15=-615/429, 6-15=-320/1339,7-15=-980/195,7-14=-42/606' 9-14=-827/177, 9-12=-25/572,2-19=-3023/1250, 10-12=-517/239 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 ll, 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) 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 891 Ib uplift at joint 19 and 1215 lb uplift at joint 11. 7) This truss has been designed for a total drag load of 110 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 436-0 for 110.0 plf.RO FES P S�0 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2 -10d nails. (L� �- nnr. -\�-� eS) O 9 LOAD CASEStandard > / O W Of C 34229 m EXP 6/30107 z * CIVIL OF CA IF May 21, 2004 0 U 0 • • • 0 Job Truss Truss Type Oty PlyTandem West/Peninsula Padc/Lot 16lday i, LOT 16 - G21 - ROOF TRUSS 1 1 Job Reference (optional) A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:18 2004 Page 1 6-2-4 8-2-4 , 13-5-10 18-9-0 24-8-13 , 30-8-10 36-8-7 43-6-0 6-2-4 2-0-0 5-3-6 5-3-6 5-11-13 5-11-13 5-11-13 6-9-9 - Scab - 1:70.9 Camas! - 308 t - - 5.6= ' 5 3.41 2x4 II 4 • 7 4.0012 5x8 5x8- 2 3 3x4c � 6 4164' 2x4 4 4 w10 8 W2 10 18 - 17 18 - 15 14 13 12 11 4x10= 9x411 .3x8= 4x8= 3x4= 3x8= 3x6= 4x8= 3.4= 6-2-4 8-2-4 , 16-4-8 24-8-13 32-9-0 43-6-0 I 6-2-4 2-0-0 8-2-4 8-4-5 8-0-3 10-9-0 Plate Offsets (X,Y): [2:0-5-4,0-2-8]x[10:0-0-3,EdgAJ17:0-3-8 0-1-8] LOADING(psf) SPACING 2-0-0 - CSI DEFL in (loc) I/deft Ud FLA ES GRIP TCLL16.0 - Plates Increase 1.25 TC 0.86 Vert(LL) -0.41 10-11 >999 240 M1120 185/144 TCDL 14.0 -Lumber Increase 1.25 BC 0.79 Vert(TL) -0.82 10-11 >631 180 , BCLL 0.0 Rep Stress Ina NO WB 0.92 Horz(TL) 0.19 10 We n/a BCDL 8.0 ' Code UBC97/ANSI95 (Matrix) Weight: 193 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD • Sheathed or 2-0-8 oc purlins, except e:4d verticals, and 2-0-0 oc purlins (4-2-15 max.)1 BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* 2-3. B3 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 5-0-7 oc bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at midpl 4-16.1-18 REACTIONS (Ib/size) 18=1639/Mechanical, 10=1639/0-5-8 - Max Horz 18=-109(load case 6) ' Max Uplift18=-640(load case 11), 10=-864(load case 14) Max Grav18=2131(load case 8), 10=2333(load case 7) - FORCES (lb) - Maximum Compression/Maximum Tension - TOP CHORD 1-2=-2671/831, 2-3=-2554/526, 3.4=-2612/493, 4-5=-2595/560, 5-6=-3706/1068, 6-7=-3651/1069, 7.8=-4170/1469, 8-9=-5500/1985, 9-10=-6337.2549, 1-18=-2069/664 BOT CHORD 17-18=-442/557,16-17=-285/1979,15-16=-553/2750,14-15=-1862235,13-14=-740/2788,12-13=-977/4362,11-12=-1507/4687,10-11=-2381/5311 WEBS 2-17=-1018/373, 2-16=-437/1519, 3-16=-968/187, 4-16=-074/416, 4-15=-463/339, 5-15=-234/645, 5-13=-205/1174, 6-13=-361/142, 8-13=-816/172, 8-11=-15/546, 1-17=-835/2605, 9-11=-490/216 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads per Table No. 16-B, UBC -97. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 640 Ib uplift at joint 18 and 864 Ib uplift at joint 10. 7) This truss has been designed for a total drag load of 3200 Ib. Connect truss to resist drag loads along bottom chord from 0-M to 43-6-0 for 73.6 plf. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PROFESSIOti �O CO W n G) XP 4229 m * 6/30/07 -Z 9� CIVIL QF CALIF May 21, 2004 • • • • • • 0 0 0 Job - Truss Truss Type Qty PlyTandem West/Peninsula Park/Lot 16lday LOT 16 G22 � ROOF TRUSS 1 1 - Job Reference (optional) A.C. Houston Lumber Company, Indio, CA - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:20 2004 Page 1 4-2-4 6-2-4 , 12-5-10 18-9-0 24-8-13 , 30-8-10 1 36-8-7 , 43-6-0 4-2-4 2-0-0 6-3-6 6-3-6 5-11-13 5-11-13 5-11-13 6-9-9 - - stile a 1:70. Ci , 391, - 5.6= 5 . 3.4 a 34 11 8 38C 4 7 4.00 12 5.8 = .• 5x8= 3.41 we 8 2 3 4x8 c 445 34 4 w10 4. 'N 10 lel 18 17 18 15 14 13 12 11 4x12 = d 3411 3x8= 5x8= 3x4= 34= h8= 4.8= 3.4= 4-2-4 6-2-4 , 15-3-0 24-8-13 33-4-8 43-6-0 4-2-4 2-0-0 9-0-12 9-5-13 8-7-11 10-1-8 Plate Offsets X Y : [2:0-5-12.0-2-8]x[10:0-0-3, Edge],[17:0.3.8 0-1-8j LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def Idd PLATES GRIP TCLL 16.0 - Plates Increase 1.25 TC . 0.86 Vert(LL) -0.42 11-13 >999 240 11120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.74 11-13 >697 180 BCLL 0.0 Rep Stress Incr NO ' WB 0.91 Horz(TL) 0.21 10 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 189 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E 'Except' TOP CHORD Sheathed or 2-2-12 oc purtins, except end verticals, and 2-" oc purlins (4-3-0 max.) T5 2 X 4 SPF 210OF 1.8E 2-3. BOT CHORD 2 X 4 SPF 165OF 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 4-2-10 cc bracing. - B3 2 X 4 SPF 210OF 1.8E WEBS 1 Row at midpt 4-16 WEBS 2 X 4 HF, Stud REACTIONS (Ib/size) 18=1639/Mechanical, 10=1639/0-5-8 _ Max Horz18=-109(load case 6) Max Uplift18=-877(load case 11), 10=-1201(load case 14) Max Grav18=2368(load case 8), 10=2670(load case 7) - FORCES (lb) - Maximum Compression/Maximum Tension - TOP CHORD 1-2=-2413/912, 2-3=-2616/727, 3-4=-2620/635, 4-5=-28011723, 5b=4035/1394, 6-7=-4006/1418, 7-8=-0732/2026, 8-9=-6328/2768, 9-10=-733Et3558, 1-18=-2320/892 BOT CHORD 17-18=-438/516,16-17=-347/1718,15-16=-977/3190,14-15=-120/2164,13-14=-1058/3102,12-13=-1323/4866,11-12=-2178/5345,10-11=-333/6845 WEBS 2-17=-1435/561,2-16=-72912092.3-16=-1083/276,4-16=-10271737, 4-15=-523/446,5-15=-339/749,5.13=-201/1185,6-13=-352/140, 8-13=-81x/189,1-17=-1018/2618,8.11=42/586, 9-11=477/224 - NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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) 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 877 Ib uplift at joint 18 and 1201 Ib uplift at joint 10. 7) This truss has been designed for a total drag load of 110 plf. Connect truss to resist drag loads along bottom chord from 0-" to 43-" for 110.0 plf. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. PFt�FESS/�'L LOAD CASE(S) Standard �Q CO / G1 LU I C 34229 Z * EXP 6/30/07 ;D GVIL\P CF CALIFCFL May 21, 2004 • • U 0 0 [7 0 Job Truss Truss Type Qty Ply Tandem West/Peninsula Park/Lot 16/jday LOT 16 G23 - ROOF TRUSS 1 1 - Job Reference optional A.C. Houston Lumber Company, Indio, CA •:, 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:212004 Page 1 , 2-2-4 , 4-2-4 , 11-5-10. , 18-9-0 , 24-8-13 , - 30-8-10 , 36-8-7 , 43-6-0 , 2-2-4 2-0-0 7-3-6 7-3-6 5-11-13 '5-11-13 5-11-13 6-9-9 8wb=1:70.8 - Csm ,-71161 5 . 2xd II - . _ 3x41 8 341 d 7 d.00 Il Sad C 5x6 = Bx8 = Wr N9 8 . dx6 a 3 WS 1 hd i W10 8 d v .. 10 Id 18 17 16 14 14 13 12 11 3.10= 6 2x4 11 414= 4.10= 30= 4x6= 3x8= 4.8= 3.4= 2-2-4 , 4-2-4 , 13-9-12 24-8-13 33-0-12 43-6-0 2-24 2-0-0 9-7-8 10-11-1 8-3-15 10-5-4 Plate Offsets X Y : [2:0-5-8,0.2-8]�[10:0-5-2,0-1-8][14:0-3-0,Edge] LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud '-LATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.36 13-15 >999 240 A1120 - 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.95. Vert(TL) -0.84 13-15 >613 180 BCLL 0.0 Rep Stress Ina NO WB 0.89 Horz(TL) - 0.18 10 Na Na BCDL 8.0 Code '.UBC97/ANSI95 (Matrix) Neight: 186 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-10-3 oc purlins, except end verticals, and 2-M oc purlins (4-11-13 BOT CHORD 2 X 4 SPF 1650F 1.5E max.): 2-3. WEBS 2 X 4 HF Stud BOT CHORD • Rigid ceiling directly applied or 10-0-0,2c bracing. WEBS 1 Raw at midpt 4-16 REACTIONS (Ib/size) 18=1639/Mechanical, 10=1639/0-5-8 Max Horz18=-109(load case 6) -. Max Upliftl 8=-1 47(load case 3), 10=-170(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1056/105, 2-3=-1763/152,3-4=-1967/216, 4-5=-2515/256, 5-6=-3002/378,6-7=-2905/316,7-8=-3008/306, 8-9=-3904/392,9.10=-4301/482 1-18=-1598/158 BOT CHORD 17 -18= -09/131,16 -17= -1061919,15 -16= -158/2386,14 -15= -72/2110,13 -14=-72/2110,12.13=-266/3440,11-12=-266/3440,10-11=-411/4021 - WEBS 2-17=-1211/85, 2-16=-134/1774, 3-16=-974/191, 4-16=-741/69,4-15=-183/177,5-15=-69/468,5.13=-177/1175. 6-13=-342/140, 8-13=-789/164,9-11=0/515, 9-11=434/169, 1-17=-136/1499 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. - 2) This truss has been designed for the wind loads generated by 70 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 Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If enc' 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 Ib uplift at joint 18 and 170 Ib uplift at joint 10. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PR0FESS/0'L C11 G1 UJ Qf C 34229 m EXP � * .6/30/07 �%. CIVIL OF CALIF�R May 21, 2004 n u Li • Ll n U r] Ll r n L-A Job I Truss Oly Ply Tandem WesUPeninsula PaULot 16/jday LOT 16 ��Ipe G24 RUSS 1 1 Job Reference (optional A.C. Houston Lumber Company; Indio, CA 5.200 s Oct 212003 MiTek Indu;tries, Inc. Fri May 21 09:18:22 2004 Page 1 2-2-4 - 7-8-8 13-2-12 18-9-0 24-8-13 , 30-8-10 36-8-7 43-6-0 2-2-4 5-6-4 5-64 5-6-4 5-11-13 5-11-13 5-11-13 6-9-9 sok = 1:70. umeer=yet' 5 4.501x 144 141 4 e lea 7 141 14 a 3 e 4x6= 5x6= l M x 2.4 Q vn 1 6 w 10 I� Is 17 16 15 14 13 12 1- 110= 3411 4x10= 14= 16= 14= 4x6= 1-= 18= 2-2-4 , 10-3-7 18-9-0 26-5-14 34-7-1 , 43-6-0 2-2-4 8-1-3 8-5-9 7-8-14 8-1-3 8-10-15 Plate Offsets (X,Y): [10:0-5-2,0.1.8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL16.0, Plates Increase 1.25 TC 0.63 Vert(LL) -0.25 11-13 499 240 M1120 185/144 TCDL . 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.61 11-13 >842 180 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.19 10 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) ''yeight:186lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 2-10-9 oc purlins, except end verticals, and 2-" oc purlins (6-M max.) BOT CHORD 2 X 4 SPF 165OF 1.5E 1-2. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 +c bracing. - WEBS 1 Row at midpt 3-17, 4-14, 6-14 . JOINTS 1 Brace at Jt(s): 1 REACTIONS (Ib/size) 18=1639/Mechanical, 10=1639/0-5-8 Max Harz 18=-109(load case 6) Max Upliftl8=-147(load case 3), 10=-171 (load case 4) - - FORCES (lb) - Maximum Compression/Maximum Tension " TOP CHORD 1-18=-1635/124, 1-2=-1128/94, 2-3=-1274/142, 3-4=-2510/237, 4-5=-2291/266, 5-6=-2297/257, 6-7=-3064/342, 7-8=-3166/332, 8-9=-4056/423, 3-10=-4326/467 BOT CHORD 17 -18= -49/128,16 -17= -175/2248,15 -16= -1362334,14 -15= -136/2334,13 -14=-148/2781;12-13=-273/3427,11-12=-273/3427,10-11=-398/404a WEBS 1-17=-155/1958,2-17=-647/132. 3-17=-1398/120, 3-16=0/248, 4-16=-9/105, 4-14=-319/139, 5-14=-71/1062, 6-14=-949/189,6-13=-43/653, 8-13---079/162, 8-11=-33/590,9-11=-355/148 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. - 2) This truss has been designed for the wind loads generated by 70 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 ll, condition I enclosed building, with exposure C ASCE .7-95 per UBC97/ANSI95 If enc 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 noncwncurrent with any other live loads per Table No. 16-13, UBC -97.- . 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 Ib uplift at joint 18 and 171 Ib uplift at joint 10. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard, ' PROFESS/O'Y �O C12 UJ C 34229 m EXP 6/30/07 � * q�. QVIL OF CALIF�R�\P May 21, 2004 • • 0 `I lJ Job Truss Truss Type Oty Ply Tandem West/Peninsula P.--k/Lot 16fjday LOT 16 G25 ROOFTRUSS 1 4 Job Reference (optional) A.C. Houston Lumber Company, Indio, CA - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:24 2004 Page 1 4-10-14 9-6-4 14-9-0 18-9-0 20-6-q 24-2-0 , 29-7-0 32-9-0 38-"n-8 43-6-0 4-10-14 4-7-6 5-2-12 4-0-0 1-9-0 3-8-0 5-5-0 3-2-0 5-4-8 5-4-8 Seek a 1:72. ( Mlx'a U18 5x9 = 5 3.4 II 6 &10 4.00 12 4 &9 C 3x10 12 5x9 — 3 4x8= 3x4= 4x6= w13 a 6 9 10 &d 1 W17 W'd WIB 2 W15IV; W7 .61 4 d' 10x12 = 11 1] 18 15 n 13 12 I9 6x10= 4x4= 5x6= 4.= 4x6= 3x40 11 ry 13 10 26 25 2d 23 22 21 20 19 3x411 &10= 4x4. 2,411 06= 5x6= 6x10= 2,411 - 4-10-14 , 8-1-8 9-6-4, 14-9-0 , 18-9-0 ,20-6-q 24-2-0 , 29-7-0 32-9-0 , 38-1-8 43-6-0 4-10-14 3-2-10 1-4-12 5-2-12 4-0-0 1-9-0 3-8-0 5-5-0 3-2-0 54-8 5-4-8 Plate Offsets X Y)_[17:0-3-8 0-4-0)x[25:0.3-8 04-00 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud ?LATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.15 16-17 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.36 16-17 >941 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.06 12 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 1013 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except -nd verticals, and 2-0-0 oc purlins (6-0-0 max.): BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' 8-11. B3 2 X 4 SPF 1650F 1.5E, B5 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 c bracing. WEBS 2 X 4 HF Stud 'Except* JOINTS 1 Brace at Jt(s): 11 W8 2 X 4 SPF 1650F 1.5E, W9 2 X 4 SPF 165OF 1.5E, W19 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 12=6176/Mechanical, 21=23817/0-9-5 (input: 0-5.8), 26=933/Mechanical Max Horz26=2267(load case 5) Max Upliftl2=-329(load case 6), 21=-1767(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-805/876,2-3=-1139/3821, 3-4=-1804/11450,4-5=-1195/4400,5-6=-1025/3778, 6-7=-375/3763,7-8=-1681/0, 8-9=-10705/300, 9-10=-12187/659,10-11=-9685/535,11-12=-4837/295,1-26=-556/568 BOT CHORD 25-26=-2242/306,24-25=-1620/0, 23-24=-5012/0, 22-23=-5012/0, 21-22=-5012/0, 20-21=-10807/0, 19-20=-205/0, 18-19=0/406, 6-18=-361/0, 9 -15= -43/882,17 -18= -481/1567,16 -17= -836/10507,15 -16=-935/12094,14-15=-529/9685,13-14=-529/9685,12-13=-44/360 WEBS 2 -25= -437/3773,3 -23= -702550,3 -21= -8110/749,4 -21= -13990/1176,4 -20=-1077/13170,5-20=-4857/1788,7-17=-415!7251,8-17=-9909/410, 8 -16= -71/3517,1 -25= -1191/828,5 -18= -882/2337,18=20= -6426/0,7 -18=-7790/487,9-16=-1795/123,10-13=-1485/162,11-13=-546/10408, 10-15=-140/2792,3-24=-609/5445,2-24=-4168/524 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 4 -ply truss'to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0-4-0 oc, 2 X 4 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Attach chords with 1/2 inch diameter bolts (ASTM a-307) with washers at 2-0.0 on center. 3) 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 ben provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) This truss has been checked for uniform roof live load only, except as noted. 5) This truss has been designed for the wind loads generated by 70 mph winds of 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottomPROFESS �0 chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If erd !G� verticals or cantilevers they to If T. exist, are exposed wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip y�� increase is 1.33 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. C7 0 G) 8) WARNING: Required bearing size at joint(s) 21 greater than input bearing size. LU Z 9) Refer to girder(s) for truss to truss connections. � 3 �� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 Ib uplift at joint 12 and 1767 Ib uplift at joint 21. Ext* M 6/30/07 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. * -�D 12) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1438.0Ib down and 190.01b up at 8-1-8 on boftc-n ��` chord. The design/selection of such special connection device(s) is the responsibility of others. C/VIL OAD CASE(S) Standard 1ncrease=1.25, Plate Increase=1.25 OF CALIFOR�\P Regular: Lumber Uniform Loads (plf) Vert: 1-5=E0, 5-8=-00, 8-11=-60, 19-26=-700(F=-684), 15-18=-554(F=-538), 12-15=-554(F=-538) May 21, 2004 Concentrated Loads (lb) Vert: 24=-1438(F) - • r 0 • G 0 r 0 Job Truss - Truss Type Qty Ply Tandem West/Peninsula Park/Lot 16fjday LOT 16 HOt ROOF TRUSS - 2 1 Job Reference (optional)' A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:25 2004 Page 1 5-6-0 11-0-0 5-6-0 5-6-0 ' Spb=1:11.6 4.811 - . ... 2 3.4L 3.4c 400f-12 xia 3.41 Tl _ ST1 Tl 3 m4 = 4.8 II 2.4 II 4.8 It 3.4 = Continuous Bearing 11-0-0 11-0-0 Plate Offsets X Y : 1:0[ 3-8 Edge],[1:0 112,Edge],[2:0-1-15,0-1-8)x[2:0-1.15,0-1-81 3:0[ 3-8,Edg LL:[ :O-4-12 EdgA LOADING(psf) SPACING 2-0-0 CSI DEFL 'in (loc) I/deb Ud - PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a n/a 999 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 - BC 0:17 Vert(TL), n/a - n/a 999 - BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 8.0 . Code UBC97/ANSI95 (Matrix) - Weight: 39 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-" oc purlins. - BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-J oc bracing. OTHERS 2 X 4 HF Stud - REACTIONS (Ib/size) 1=168/11-", 3=168/11-", 4=500/11-0-0 Max Horz1=22(load case 5) Max Upliftl=-26(load case 3), 3=-30(load case 6), 4=-30(load case 3) - - FORCES (lb) - Maximum Compression/Maximum Tension - - TOP CHORD 1-2=-63/39,2-3=-62/29 BOT CHORD 14=-3/35,3-4=-2/34 WEBS 2.4=-393/81 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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/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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. - 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift atjoint 1, 30 Ib uplift at joint 3 and 30 lb uplift al join14. - LOAD CASE(S) Standard PROFESS/O� �O O 9�� CO I'll - 0 0 LU 34229 Z EXP 6130107 # ;D 'Y, C/VIL OF CALIFC� May 21, 2004 0 • • 9 0 0 A Job Truss 7 Ory Pty Tandem WesUPeninsula P3rk/Lot 16lday LOT 16 H02 TrussFTTyRpe USS 5 1 - Job Reference o tional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Indhstries, Inc. Fri May 21 09:18:26 2004 Page 1 5-6-0 - - 11-0-0- - 5-6-0 5-6-0 4.4= Z " 4.m 1l wt T1 T1 . Bt P. I� h4 II 4 5-6-0 11-0-C' 5-6-0 5-6-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) . I/deb Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.02 14 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.05 14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 3 n/a n/a BCOL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 28 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-M oc purlins. - BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 1=40110w5-8,3=401/0-5-8 Max Horz 1=24(load case 5) Max Upliftl=-39(load case 3), 3=-39(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=478/70, 2-3=-778/70 BOTCHORD 14=40/691,3-4=40/691 WEBS 2-4=0/227 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. - 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf botthm " 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/ANSI95 If tnd 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. 16-13, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 Ib uplift at joint 1 and 39 Ib uplift at joint 3. LOAD CASE(S) Standard Pg0FESg10 �O MTeo 9� �� F CO G1 UJ C3 z 4229 RI EXP. 6/30107 � * I C/VIL OF CA IV May 21, 2004 0 C ►.J 0 Job Truss Truss Type Qty Ply Tandem WesUPeninsula P-k/Lotl6fjday LOT 16 101 � � - ROOF TRUSS - 2- I ,1 'I Job Reference optional A.C. Houston Lumber.Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:27 2004 Page 1 4-4-14 8-0-0 11-3-0 14-6-0 18-1-2 22-6-0 4-4-14 3-7-2 3-3-0 3-3-0 3-7-2 - 4-4-14 Spb=135.8 c4„c4r=v1s h411 OB - 3 5 . 4.00 12 3x4 5 3.41 2 4 w B 1 , F1 r R d 13 12 11 10 B fte 4.B= '21411 &6= 3x8= 4.12 M1120H= B 2x411 4x8= 4-4-14 8-0-0 , 11-3-0 , 14-6-0 , 18-1-2 , 21-3-0 1 22-6-0 , 4-4-14 3-7-2 3-3-0 3-3-0 3-7-2 3-1-14 1-3-0 Plate Offsets [1:0-1 [1:0-1-100-0-2][3:0-1-12,Ed9e],[5:0-1-12,Ed9eL[7:0-1-10,0-0-2] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL16.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.21 11 >999 240 PA1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.49 '11 >538 180 PA1120H 148/108. BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.12 7 n/a n/a BCDL. 8.0 Code UBC97/ANS195 (Matrix) "VeighC80lb LUMBER BRACING - TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-9-9 oc purlins, except BOT CHORD 2 X 4 SPF 240OF 2.0E 2-0-0 oc purlins (2-10-12 max.): 3-5. ' WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 -c bracing. REACTIONS (Ib/size) 1=1930/0-5-8,7=1930i0-5-8 Max Horz1=34(load case 5) ' Max Upliftl=-212(load case 3), 7=-212(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-5225/571, 2-3=-5120/567, 3-4=-5374/578, 4-5=-5374/578, 5.6=-5120/567, 6-7=-5225/571 - BOT CHORD 1-13=-533/4875, 12-13=-533/4875, 11-12=-504/4920, 10-11=-479/4920, 9-10=-479/4920, 8-9=-508/4875, 7-8=-508/4875 WESS 2-13=0/100, 2-12=-35/52, 3-12=-97/1024, 3-11=-75/582, 4-11=-348/81, 5-11=-76/582, 5-9=-97/1024, 6-9=-36/52, 6-8=0/100 - NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 enc 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) All plates are M1120 plates unless otherwise indicated. - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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 212 Ib uplift at joint 1 and 212 lb uplift at joint 7. 7) Design assumes 4x2 (flat orientation) purlins 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) 766.01b down and 101.21b up at 8-0-0, and 766.011, down and 101.21b up at 14-" 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). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 - PROFESS Uniform Loads (plf) lLoadsO(lb�S=-60, 5-7=-60, 1-12=-16, �Q 70� 9-12=-121(F=-105), 7-9=-16 x�.Q. O Concentrated Vert: 12=-766(F)9=-766(F)LU Cr C3 z 4229. m * EXP 6/30/07 ; 9� C/VIL OF CA If May 21, 2004 s 0 • 0 VA • 0 0 Job Truss Truss Type Oty PlyTandem West/Peninsula Pak/Lot 16lday LOT 16 102 - ROOF TRUSS 2 1 Job Reference a tional A.C. Houston Lumber Company, Indio, CA 5:200 s Oct 21 2003 MiTek IndLstries, Inc. Fri May 21 09:18:28 2004 Page 1 4-4-14 8-0-0 10-0-0 11-3-0 , 12-6-0 1 14-6-0 , 18-1-2 22-6-0 , 4-4-14 3-7-2 2-0-0 1-3-0 1-3-0 2-0-0 3-7-2 4-4-14 " - S.* a 1:36.1 c4mn4,=,/a1 3x4= 314= 4 6 1.10 U •r57-14.10 It h4 II 3 5 4.00 ,z 344 y 3x4 c . Z 6 w 6 Li R - 16 14 13 13 11 4x4= a411 3x4= 3i8= 3x4= 3x4= a 10 3411 4.4= 4-4-14 , 8-0-0 1 11-3-0 , 14-6-0 1 18-1-2 21-3-0 22-6-0 , 4-4-14 3-7-2 3-3-0 3-3-0 3-7-2 3-1-14 1-3-0 Plate Offsets X Y : 6:0[ -O Edge] - LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/dee UdIPLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.07 13 -999 240 L020 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.18 13 >999 180 SCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.06 - 9 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 'Weight: 88 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-9-14 oc purlins, except] BOT CHORD 2 X 4 SPF 1650F 1.5E 2-0-0 oc purlins (6.0-0 max.): 3-7, 4-& WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10 -0 -Clot bracing. REACTIONS (Ib/size) 1=838/0-5-8, 9=838/0-5-8 Max Harz 1=41(load case 5) Max Upliftl=-88(load case 3), 9=-88(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2083/216, 2-3=-1690/181, 3-4=-612/129, 3-5=-1041/33, 5-7=-1041/33, 6-7=-612/129, 7-8=-1690/181, 8-9=-2083/216, 4-6=-587/127 - BOT CHORD 1 -15= -205/1923,14 -15= -205/1923,13 -14= -133/1564,12 -13=-103/1564,11-12=-103/1564,10-11=-175/1923,9-10=-175/1923 WEBS 2-15=0/141, 2-14=-383/82, 3-14=0/254, 3 -13= -23/130,5 -13=-752,7-13=-23/130,7-11=0/254,8-11=-383/83,8-10=0/141 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Thistrusshas been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf botton 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/ANSI95 If er-d 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 88 lb uplift at joint 1 and 88 lb uplift at joint 9. . 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard PROFESS/0 �I G? LU C 34229 m # EXP 6130107 ;D �1, C/\/IL OF CA If May 21, 2004 CJ • 0 • • 0 i 0 Job _ Truss Truss Type City Ply Tandem West/Peninsula Pcrk/Lot 16/jday LOT 16 103 - ROOF TRUSS 4 1 Job Reference (optional)_ A.C. Houston Lumber Company, Indio, CA - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:29 2004 Page 1 6-0-6 11-3-0 16-5-10 22-6-0 6-0-6 5-2-10 5-2-10 6-0-6 - - - C Scab • 1:35.2 CartEcr • 1181 4.4= - 3 ., a.OD 12 24 2.aq 2 W! a 1 5 8 ] 8 3.41 ha= 3.0. tie= 3.41 1-3-0 , 8-0-12 14-10-8 22-6-0 1-3-0 6-9-12 6-9-12 7-7-8 Plate Offsets(X,Y): [1:0-3-14,0-1 -8]15:0-3-14,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.11 1-8 >999 240 IM1120 185/144 TCOL 14.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.25 1-8 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.06 5 We n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 'Weight: 70 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-9-14 oc purlins. , BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-Ooc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 1=838/0-5-8, 5=838/0-5-8 Max Horz 1=48(load case 5) Max Uplift!=-82(load case 3), 5=-82(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension - TOP CHORD 1-2=-1970/208.2-3=-1701/159,3-4=-1753/173.4-5=-19761204 BOT CHORD 1-8=-193/1823,7-8=-7111251,6-7=-71/1251,5-6=-154/1827 - WEBS 2-8=-352/140, 3-8=-34/520, 3-6=-51/537, 4-6=-330/133 NOTES - 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf botton 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 er:y 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 nonconcurent with any other live loads per Table No. 16-13, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 1 and 82 Ib uplift aljoint 5. LOAD CASE(S) Standard PROFESS/�o �O M T. &0 CO T W Cr C 34229 m * EXP 6/30/07 � s 9�. CIVIL - OF CALIF���\P May 21, 2004 Job Truss Truss Type Qty Pty�TandemWest/PeninsulaPark/Lotl6fday LOT 16 JO7 ROOF TRUSS 1 1 Job Reference optional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Indu 3tries, Inc. Fri May 21 09:18:30 2004 Page 1 5-0-0 6-6-0 _,_ 11-6-0 1 5-0-0 ' 1-6-0 5-0-0 _ Scab=1:18.31 GmEcr=1118 6.8 — ' 2 3 + 4.00 12 T1 wl Tv 1 ri 4 B1 I1 6 3.4 = 214 II 8 5 444 = - 4.4 = 5-0-0 1 6-6-0 1 11-3-0 5-0-0 1-6-0 5-0-0 Plate Offsets X Y : [3:0-M,0-0-Oj LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL), -0.05 6 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.12 5 >999 180 ' BCLL 0.0 Rep Stress Ina. NO WB 0.20 Horz(TL) 0.04 4 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 32lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E • TOP CHORD Sheathed or 4-4-4 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E 2-0-0 oc purlins (4-7-5 max.): 2-3. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10.0 -Doc bracing. REACTIONS (Ib/size) 1=949/0-5-8,4=94910-5-8 Max Horz1=-21(load case 6) - Max Uplift1=-112(load case 3), 4=-112(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2453/292.2-3=-2330/294,34=-2446/292 BOT CHORD 1-0=-260/2278, 5-6=-248/2322, 4-5=-244/2271 WEBS 2-0=-72/588, 3-6=-49/47, 3-5=46/584 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 5.0 psi top chord dead load and 4.8 psf botton chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If er-i + 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 112 Ib uplift at joint 1 and 112 Ib uplift at joint 4. + 6) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500.01b down and 66.1lb up at 5-M, and 500.01b down and 66.1lb up at 611-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 8) 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=1.25 _ Loads UniformVert: PFtOFESS�0 1 2p -60, 2-3=-60,3-4=-60, 1-6=-16, 5-0=-64(F=-48), 4-5=-16 Concentrated �� Loads Vert: 6=-500(F)F) 5=-500(F) - CO � � G) LL C 34229 m EXP * .6/30/07 CIV I L CF CALIFC��\P May 21, 2004 0 • • i 0 • 0 0 0 0 Jab Truss Truss Type - Qty Ply Tandem WesUPeninsula Park/Lot 16�day LOT 16 - J02 ROOF TRUSS � 5 i - Job Reference o tional A.C. Houston Lumber Company, Indio, CA 5.200 s.Oct 212003 MIT ek IndLstries, Inc. Fri May 21 09:18:31 2004 Page 1 5-9-0 11-6-0 1 1 - 5-9-0 5-9-0 4x4 = Sob=1:18.0 ' 2 4.00 12 W, T1 T1 1 B1 3 - 2x411 4 3x4= 5-9-0 11-6-0 3.4_ i 5-9-0 5-9-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl UdIPLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.02 1-4 >999 240 IM1120 185/144 TCDL 14.0 - Lumber Increase 1.25 BC 0.26 Vert(TL) -0.06. 1-4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.08 Horz(TL) 0.01 3 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 'Weight: 29 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E - TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E . BOT CHORD Rigid ceiling directly applied or 10-0-01oc bracing.. WEBS 2 X 4 HF Stud - - - REACTIONS (Ib/size) 1=420/0-5-8, 3=420/0.5-8 Max Horz1=25(load•case5) • Max Upliftl =-41 (load case 3), 3=-41(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-819f73.2-3=-819173 BOT CHORD 1 -4=42R27,3 -4=-42f727 WEBS 24=0/238 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. . 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf botton - chord dead load, in the gable end roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7.95 per UBC97/ANSI95 If er7 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 41 Ib uplift at joint 1 and 41 Ib uplift at joint 3. ' LOAD CASE(S) Standard - PR0FESS�O� �O 9� e° ` CO7 0 n G1 LU C,34229 m EXP 6/30/07 � # CIVIL OF CALIF���\P May 21, 2004 Job _ Truss j Truss Type - ,. Ory Ply Tandem West/Peninsula Park/Lot 16lday LOT 16'y� VT01 L, VALLEY TRUSS - - - ' 2. 1 " Job Reference (optional) A.C. Houston Lumber Company, Indio, CA t ;• ' - - - 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:322004 Page 1 2-0-0 a4_ 4-0-0 r L 2-0-0 u 2-0-0 • • 1; . w • 4.00 12 •4 s < , • aa, . = r J ld 4.0.0 ,a 4-0-0 Plate Offsets X Y : 2:0[ 2-0 Edge] LOADING(psf) • , SPACING'„ -2-0-0 - - CSI DEFL in ,(loc) Ildefl. Ud PLATES. GRIP - TCLL 16.0 , - ''• Plates Increase 1.25. TC 0.02 Vert(LL) n/a n/a . 999 M1120 197/144 TCDL .14.0 ' = -Lumber Increase 1.25 BC 0.05 Vert(TL) ' , n/a - n/a . 999 ' BCLL 00 -=* Rep Stresslncr - NO -' WS 0.00 - Horz(TL) 0.00 3 'n/a We_ BCDL , 8.0 ' ' Code • UBC97/ANSI95. (Matrix) Weight: 7 Ib - LUMBER ' _• - 7 - '- y .... r ' BRACING •� TOP CHORD 2 X 4 SPF 165OF 1.5E - TOP CHORD Sheathed or 4-" oc purlins. - ^ BOT CHORD 2 X 4 SPF 1650F 1.5E " • , - ,{ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. _ -REACTIONS (Ib/size)•1=84/4-0-0,3=84/4-0-0•- Max Horz 1=5(load case 5)- ' Max Uplifll=-8(load case 3), 3=-8(load case 4) - - • ` FORCES (lb) - Maximum Compression/Maximum Tension •. ., - - - TOP CHORD 1-2=-113/28,.2-3=-113/28 _ - • , ' BOT CHORD .1-3=-22/99 NOTES ' s 1) This truss has been checked for uniform roof live load only, except as noted. - • _ 2) This truss has been designed for the wind loads generated by 70 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/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. • " y ; ' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC-97. _ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 1 and 8 Ib uplift at joint 3. •CASE(S)Standard LOAD Al • ' r gO FESS,o 60 .� - :. WC 34229 Z EXP 6/30/07, Z , t•1.;'' `- ' 21, 2004 Aa`, 1'r .� .May _ + R 0 i s Job Truss -' "' Truss Type, Oty Ply Tandem West/Peninsula Park/Lot 1611 LOT 16 ' ' r VT02 4 VALLEY TRUSS • r 2 '• 1' - - • • "-: ^ Job Reference optional _ - - A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Indutries, Inc. Fri May 2109:18:33 2004 Page 1 r .f �. a, 400 —' --- - aoo 4-0-0 ;, ... t 4-0-0 414 4A3.,z ST, - - - ' .. 2}4 s �. - . z 4 It , ' l 1 •,Conthuous• Beari6g 214 r - 4 8-0-0 8.0-0 LOADING(psf)- ,A' SPACING,' ' 2-0-0 CSI • ' _ DEFL in (loc) 1/defl Ud SLATES GRIP • - + , TCLL 16.0 ., Plates Increase 1.25 TC 0.14 Vert(LL) n/a - n/a 999 X11120 185/144 TCDL _x14.0 _. a Lumber Increase 1.25 BC 0.08 Vert(TL) n/a 'n/a • 999 , • BCLL` 0.0 Rep Stress Incr ".,NO WB 0.03 Horz(TL) 0.00 3 We n/a BCDL 8.0 ` ;A? - Code UBC97/ANSI95 (Matrix) y NeighC 171b LUMBER _ BRACING e TOP CHORD 2 X 4 SPF 1650F 1.5E - TOP CHORD Sheathed or 6-M oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD . ,Rigid ceiling directly applied or 10-0-0•oc bracing.OTHERS 2 X 4 HF Stud ' t . �� �- - w REACTIONS (Ib/size) 11=1115/8-0-0,3=115/ 8-0-0, 4=240/8-0-0- • Max Horz 1=13(load case 5), • Max Upliftl=-21(load case 3), 3=-22(load case 4), 4=-5(load case 3) - - '--" ., - r 4, FORCES (lb) - Maximum Compression/Maximum Tension • ` TOP CHORD 1-2=-36/19.2-3=-36/13 • " BOT CHORD 1-4=0/11, 3-0=0/11 WEBS 2-4=-178/42 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If enc ry _ • verticals or 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. k 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 nonconcurent with any other live loads per Table No. 16-8, UBC -97. ' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 Ib uplift at joint 1, 22 Ib uplift at joint 3 and 5 Ib uplift at joint 4. - LOAD CASE(S) Standard PROFESS CO0 FG) 4229 m xP 6/30/07 # CAVIL �\ OF CALIFOR May 21, 2004 , 0 0 • • 9 0 KI 0 Job - - Truss Truss Type Qty PlyTandem West/Peninsula Psrk/Lot t6fjday _ LOT 16 VT03 _ VALLEY TRUSS 2 i Job Reference o tional A.C. Houston Lumber Company, Indio; CA 5.200 s Oct 212003 MiTek Indlstries, Inc. Fri May 21 09:18:34 2004 Page 1 6-0-0 12-0-0- 6-0-0 6-0-0 _ .. 4.e= 2 4.00 ,2 T ST, , 1 3 a 314 c 2x4 II Continuous Bearing a4 12-0-0 12-0-0 LOADING(pso SPACING 2.0-0 CSI DEFL in (loc) I/deft L/d ?LATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 - Vert(LL) n/a - n/a 999 +41120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.19 Vert(TL) n/a - - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 8.0 •Code UBC97/ANSI95 (Matrix) Weight: 28lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-M oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 :)c bracing. OTHERS 2 X 4 HF Stud REACTIONS (Ib/size) 1=154/12-0-0, 3=154/12-", 4=468/12-" Max Horz 1=-22(load case 6) Max Uplifll=-23(load case 3), 3=-26(load case 6), 4=-30(load case 3) . FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-68/32,2-3=-68/29 , BOT CHORD 14=0/25,34=0/25 WEBS 24=-336!74 - - NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chorddead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category Il, 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 parches 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. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 Ib uplift at joint 1, 26 Ib uplift at joint 3 and 30 lb uplift at joint 4 - LOAD CASE(S) Standard a pROFESS/O O M T. gO �9! C 34229 m # EXP 6/30/07 Z 1p9J�O IVIL CALIF May 21, 2004 EJ • • n LA n L.J E Job - Truss - Truss Type Qty PlyTandem WesUPeninsula Park/Lot 16lday LOT 16 VT04 VALLEY TRUSS -- 2 � 1 I , _ ' Job Reference optional A.C. Houston Lumber Company, Indio," CA 5.200 s Oct 21 2003 MiTek Ind istries, Inc. Fri May 21 09:18:36 2004 Page 1 8-0-0 16-0-0 8-0-0 8-0-0 ' SmW- 124.6 4x4 = x 3 ' 4.00 12 2x4 11b4 II - T ST2 1 4 2 1 . 3 Li 111151 314 s ' 214 II 244 II 214 II ' 3x41 Continuous Bearing 16-0-0 I ,6-0-0 Plate Offsets X Y : [4:0 -M,0 -0-0 ]x[6:0-0-0,0-" LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 'PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.13 Vert(LL) n/a - n/a 999 M1120 1851144 TCDL 14.0 Lumber Increase 1.25 BC 0.08 Vert(TL) n/a - n/a 999 _ BCLL . 0.0' Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 "(Matrix) Weight: 40 lb LUMBER - BRACING TOP CHORD 2X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-" oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-04 oc bracing. OTHERS 2 X 4 HF Stud REACTIONS (Ib/size) 1=92116-0-0,5=92/16-M,7=296/16-0-0,8=299/16-0-0,6=299/16-0-0 Max Horz 1 =30(load case 5) Max Upliftl=-5(load case 4), 5=-8(load case 4), 7=-5(load case 3), 8=-56(load case 5), 6=-56(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-41124,2-3=-55/45,3-4=-55/40,4-5=41/18 BOT CHORD 1-8=0/21.7-8=0/21,6-7=0/2i,5-6=0/21 WEBS 3-7=-235/46, 2-8=-229/89, 4-6=-229/89 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the, wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf botto n 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 e:rd " 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 5 Ib uplift at joint 1, 8 Ib uplift at joint 5, 5 Ib uplift at joint 7, 56 Ib uplift - at joint 8 and 56 Ib uplift at joint 6. LOAD CASE(S) Standard PROFES,3/0 �O n C) C 34229 m EXP � * .6/30/07 QVIL OF CALIF V May 21, 2004 Jab - Truss Truss Type Qty Ply Tandem WesUPeninsula P-Tk/Lot 16lday - LOT 16 VTOS VALLEY TRUSS - .. 2 1 Job Reference o tional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:37 2004 Page 1 10-0-0 20-0-0 10-0-0 10-0-0 . • 4.4 = . 3 • 2.411 2.4 11 2 4 T ST] ST1 ST, 1 � S Eli 3.41 2.4 II - b4 II 2.411 h41 Continuous Bearing 20-0-0 20-0-0 Plate Offsets. (XLY _[4:0 -M,0 -0-0 ]x[6:0-0-0,0-0-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.26 Vert(LL) n/a - n/a 999 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.17 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 51 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-" oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-C oc bracing. OTHERS 2 X 4 HF Stud REACTIONS (Ib/size) 1=160/20-0-0, 5=160/20-M, 7=227/20-", 8=418/20-M, 6=418/20-0-0 Max Horz 1=-39(load case 6) Max Upliftl=-14(load case 3), 5=-18(load case 4), 8=-75(load case 5), 6=-75(load case 6) - FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-56/41,2-3=-57/59.3-4=-57/54,4-5=-56/41 BOT CHORD 1-8=0/29, 7-8=0/29, 6-7=0/29, 5�6=0/29 WEBS 3-7=-191/29, 2-8=-310/114, 4-6=-309/114 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the wind loads generated by 70 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 Il, 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 nonconcurent 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 14 Ib uplift at joint 1, 18 Ib uplift at joint 5, 75 Ib uplift at joint 8 and 75 Ib uplift at joint 6. - LOAD CASE(S) Standard PR0FESS�, n LU C 34229 Z EXP 6/30/07 * '-0 s , QVIL OF CA If r May 21, 2004 Job ., • - - Truss - - Truss Type • . Oty Ply Tandem WesVPeninsula P -*/Lot 16lday LOT 16 ', , - VTO6 , ,,., _ VALLEY TRUSS • 1 1 - r - - ' _ Job Reference (optional) - A.C. Houston Lumber Company, Indio, CA r - 5.200 s Oct 21 2003 MiTek Indutries, Inc. Fri May 21 09:18:38 2004 Page 1 ' 2-11-13' 2 13 .r• - - n sub=,ss t.. ,- o v `v 1., , ti �•, 4.W 12 • i, ` 17. f f!' ' ^ . 2-11-13 z., 2-11-13 z. • LOADING(w SPACING 2-0-0 ., CSI - DEFL in (loc) I/deft Ud • PLATES. GRIP TCLL 16.0 - - Plates Increase' • 1.25 TC 0.03 Vert(LL),• n/a n/a 999 Pd1120 185/144 TCDL a 14.0 ;' Lumber Increase 1.25 BC 0.02 Vert(TL) n/a - n/a 999 - BCLL . 0.0 Rep Stress Incr ' NO WB 0.00 Horz(TL) 0.00 3' , n/a n/a .. . •' ,l BCDL ` 8.0 - Code UBC97/ANS195 (Matrix) , Weight:6lb r LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E )- TOP CHORD Sheathed or 2-11-13 oc purlins, exceot end verticals' BOT CHORD 2 X 4 SPF 1650F 1.5E 'r - BOT CHORD Rigid ceiling directly applied or 10-0-01oc bracing. WEBS 2 X 4 HF Stud • REACTIONS (Ib/size) 1=56/2-11-13, 3=56/2-11-13 Max Horz1=21(load case 4) _ •� Max Upliftl=-5(load case 3), 3=-9(load case. 3) .., - .• a ` _ - - FORCES, (lb) - Maximum Compression/Maximum Tension - TOP CHORD 1-2=-14/14,2-3=44/17 BOTCHORD 1-3=4/5 ''r - - - - - •. .NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) This truss has been designed for the.wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf botton 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/ANS195 If er-J 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 ' increase is 1.33 I . _ . . i - 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 5 Ib uplift at joint 1 and 9 Ib uplift at joint 3. LOAD CASE(S)'Standard LU Cr C 34229, ITI =a EXP.6/30/07 1 t ,, f S� ,+� * • i 7.1 6 C �. EVIL OF CAL IF • May 21,2004 Job -. c. - TrussType at y Ply Tandem West/Peninsula Park/Lot 16ltlay - 7,Truss" LOT 16 y, 07 VALLEY TRUSS •` 1` -1 - •' Job Reference optional - ,A.C. Houston Lumber Company, Indio, CA - -+ 5.200 s Oct 21 2003 MiTek IndLstries, Inc. Fri May 21 09:18:39 2004 Page 1 ' ' a 4-11-13 a sa u 4-11-13 T ------------------------------------------ al sac 4-11-13 sou 1 4-11-13 LOADING(psf) , SPACING 2-0-0 CSI . DEFL - in (loc) .• I/defl Ud PLATES, GRIP , TCLL 1 6.0 , - Plates Increase .1.25 - TC 0.22 Vert(LL) n/a n/a ' 999 M1120 185/144' , TCDL 14.0 r Lumber Increase 1.25 BC 0.13 Vert(TL) n/a •• - n/a 999 BCLL'• 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) • 0.00 3 n/a n/a BCDL 8.0 'Code UBC97/ANS195 (Matrix) 'Weight: 12 lb LUMBER - - - BRACING - - TOP CHORD 2 X 4 SPF 165OF 1.5E - - TOP CHORD Sheathed orA-11-13 oc purtins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 1=150/4=11-13, 3=150/4-11-13 _ ♦ ' ' Max Horz 1=42(load case 4) •. _ Max Upliftl=-17(load case 3), 3=-23(load case 3) , • ,� , - _ FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD i-2=-30/30,2-3=-118/42 + , BOTCHORD 1-3=-8/10- NOTES 1) This truss has been checked for uniformrooflive load only, except as noted. , 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead lead 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 eni verticals or cantilevers exist, they are exposedyto 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. 16-8, UBC -97. . - 5) Provide mechanical connection (by others) of truss to bearing, plate capable of withstanding 17 Ib uplift at joint 1 and 23 lb uplift at joint 3. a - LOAD CASE(S).Standard: PROFESS, , �+ � . •. - : ; C � z .. •, , cc 3422644 ♦EXP- 6/30/07 � • �q� 1 _ C%VIL \P _ Op CA If- F- 2� 2004 May , Job _ E .; Truss Truss Type 1, Oty • Ply P.- k/Lot 16ldayLOT 16 - VTO8 VALLEY TRUSS - s [andem.West/Peninsula . l ob Reference (optional) A.C. Houston Lumber Company, Indio, CA �'. - 5.200 s Oct 21 2003 MiTek Industries,,Inc. Fri May 21 09:18:40 2004 Page 1 iR. r- s4;(!4 ,�-}^, _. '.I ., - .,• , .0 2 2x411, ; 3-8-5 385 " S.I.-1:8.5 Z. 1 r. ,A«. . • - X4.8012 r f • F f • .. 4 $4 3-8-5 - 3-8-5 LOADING(psf) • . SPACING 2.0-0 �. CSI y DEFL' in (loc) I/deft Ud ?LATES GRIP TCLL 16.0 s Plates Increase. 1.25, - TC 0.10 Verl(LL) n/a '. - n/a .999 M1I20 185/144 TCDL 14.0 Lumber Increase' 1.25 - BC 0.06 Veri(TL)•. n/a - n/a' .999 w - BCLL - 0.0- Rep Stress Incr. NO WB 0.00 Hor_(TL) 0.00 3 - n/a n/a BCDL 8.0 Code UBC97/ANS195 y '. (Matrix) Weight: 8 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E 'r ,- - TO?CHORD Sheathed or 3-8-5 oc purlins, except and verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E 4 r - BOT CHORD Rigid ceiling directly applied or 10-0-0 is bracing. WEBS 2 X 4 HF Stud -? - qA REACTIONS'(Ib/size) .1=101/3-8.5,3=101/3-8-5 _ - +; .. •' - - • Max Horz1=29(loadcase 4)"" _ Max Upliftl =-1 1 (load case 3), 3=-15(load case 3)� FORCES (lb) - Maximum Compression/Maximum Tension ' •,< " ' ' . ` .TOP CHORD 1-2=-20/20, 2-3=-79/28,. BOT CHORD 1-3=-5/7 y r' .ti - - • , -. ., .. � NOTES • ' 1) This truss has been checked for uniformroof live load only, except as noted. - - 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 fl 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/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. - .. , , ' r, 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 11 Ib uplift a- joint 1 and 15 Ib uplift at joint 3. LOAD CASE(S) Standard ?gOFES,3/ k �O CO . y g LIJ % z C 34229 l m f' j EXP `6/30/07 a * . `•� S ::: C/6LOP lvd, ay .21 2004 ' f _ C• • �F • Job Truss ,-,.;.:"._ Truss Type - - " QtyPly Tandem West/Peninsula Psrk/Lot 16fjday - - VT09 VALLEY TRUSS • �1.'. .. � - ' - - Job Reference optional) A.C.Houston Lumber Company, .Indio,.CA ,r - . - 5.200s Oct 21 2003 MiTek Industries, Inc. Fri May 21 09:18:41 2004 Page 1 5.85 _ r ?.' 5-8-5 2X4 II Snb=tato. t 4,W R i - .. T - .. J T F1 2141 - 5'8-° 2,4 11 5-8-5 LOADING(psf) SPACING 2-0-0 .CSI DEFL in (loc) I/deft- Ud PLATES GRIP TCLL 16.0. Plates Increase 1.25-- TC 0.31. Vert(LL) n/a - n/a 999 M1120 185/144.,, - TCDL 14.0 Lumber Increase 1.25. BC 0.18 Vert(TL) n/a - n/a . 999 ' BCLL : 0.0 Rep Stress Incr NO WB .0.00 Horz(TL) 0.00 3 We n/a ' BCDL, 8.0 _ , Code UBC97/ANSI95 (Matrix) . Weight: 14 lb '. LUMBER - BRACING ' TOP CHORD 2 X 4 SPF 1650F 1.5E - TOP CHORD' Sheathed or 5-8-5 oc purlins, except end verticals. .. BOT CHORD -2 X 4.SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-Coc bracing. - WEBS, 2 X 4 HF Stud' REACTIONS (Ib/size) 1=17715-8-5,3=177/5-8-5 ' Max Horz 1 =50(load case 4) - ' Max Upliftl=-20(load case 3), 3=-27(load case 3) , i • - ,� FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-35/35,2-3=-139/49 BOT CHORD 1-3=-9/12 - -- • .. NOTES 4 1) This truss has been checked for uniform roof live load only, except as noted. .. - 2) This truss has been designed for the wind loads generated by 70 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 II, condition I enclosed building, with exposure C ASCE 7.95 per UBC971ANSI95 If eml , " 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 fora 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 20 Ib uplift at joint 1 and 27 Ib uplift at joint 3. LOAD CASES) Standard Q�10. T, e00 C 34229 z EXP. 613010 e S� CIVIL P �OP CAIIFCR�\ .;- May 21, 2004 •.. 0 t C . CONTENTS PAGE -EXPLANATION OF ENGINEERED DRAWING ...................................:... 2-5 SOLID BLOCKING BETWEEN TRUSSES .............................................. 6 TRUSSES WITH STAPLED NON-STRUCTURAL GABLE STUDS ......... 7=9. STANDARD GABLE.END DETAIL ... STANDARD DROP TOP CHORD DETAIL ..... :............. ................... ........ 12.... PURLIN GABLE DETAIL ............................................... ............................. 13' . FALSE BOTTOM DETAIL ........................... : ........ ...................................... 14 CORNER JACK DETAIL ................: ........ ..... 15;e16'; . VALLEY TRUSS'DETAIL ...:..::....:..................::: 17 ...... .................. INTERIOR BEARING OFFSET DETAIL ..`.................... ... ............... ....... 18, WEB BRACING RECOMMENDATIONS :...... 19 ..........:.....:........ -_� LATERAL-AXD-.-AL-TE-RNATE BRACE -DETAIL .....:::.... -:.`... .....................20 ' r FLOOR TRUSS REPAIR. - T.C. DRILLED, CUT OR NO.TCNED':.:...::..... 21 'SNCMA LETTER REGARDING TRUSS OVERLOADING:', ........... :..............22. PIGGYBACKATTACHMENT DETAIL 23 ...................................... ............. ..... BEAR' ING'BL0CK DETAIL .............................. ........................... .. 24 ....... . LATERAL BRACING RECOMMENDATIONS ..........:.................. . . 25 - - ' HIP RAFTER DETAIL ..... 26 �� �� „ � �' h � � :. � i` � t✓ � � � : ' z:'�sa tiy�a : `a~� �� •' eE� sc .: jos A• � tk � d��P�SY�KAa, . 1`� _...... 8..._ sA........__..:. z v L4mber ��OS, ICjI �•� _ .. �>' :'. i ;,� � j `"+�;>>aw�� '. PI otvkc�,� Chlor ,d � eb.� � • �- a � p f l e c I,n � (�����i�� �a�n a �' �a o,�r �`� ����.�..�• �S.MOd1!CC:,�., ^:tta Eft .. a w :E mat . F iia rxa►�vzr -4-al r, •1hIM �o� ��, otb F&"8 124.4 sx2 $ 6 S �alom � I:,a� � .ft 'o g t ., ��' jz : ; a off,. � ° �R:u�it� ^`�••i� A�.. f vow w $• I)13 fg at. • '�` � ea an g e,;q is �5� .T'". �' �aGli� sE*w`YuStzs &4�.�•� au iarac#�g; �' � I ' o' �� �d•.or ®;rte;® .�• .I tZra��c �'�.� • ��'�� .� , v ' •ea����n li �1p�p,laca • a�� 5 - �xAalr��ssa w `ktalr3eu�&sga� ��a�t c:J'"•?�" #�e'"a d?7',{E�3.'«5a•52�d>v:c't''v:`sx•t�a;$}i�'...'"•%.c ''�' • i 3 P" ; ' ° .. ,.; . a \x .� S y. <Cd% 3E'WNil'� 4i T'A�'°•�Lde'.� i�.%v�. 9' o i f �. i �. .. '�'a %Qr�F��f'�'Stcn 6m•�k' as`>ti, "Ae0. • ,�. r " F �e3.3$?.�I:Iv��l~f�-,135L�'t. .. r ralr r F e . �, r z . � i` � � ��A��� �•��a����3����s•s���r��x's.s:�.'`s�r�> •: dig ;. �m �9i A➢Ckwo+�Fa°'°b., `•Cfs mA Y lT Tnd sines {n,c r t.. ' rT`: p •' :. adv' ffi�4.& � � �'eix;ku l`"j ;�� �i?, � �- �N t •0' ter f> r""iv � >�:c:.: tv F r � �? E ,r•. � ` .1'��>d.'4etY•.&r.r �i �� � T.°.8 �t &�b2�"�i4 :i Z�.k'�r'G CCH'•�It'SRT�a'J ��.P ��:�A`��✓' n ,. � aSis :�_>:�� Q h i. 5 �f.^:&�.z���F.�rixe�urat�.:��a�a?:3cY�•�a�cr,l�.�: ' SAfAPLC; �°', ru 6- 0" • Jou :Fuss buss type - -Gly F DISPLAY ROOF1 COMMON ri I 1 5.000 a Feb 6 2003 MiTek Industnes: nc. Mnn Mar 1 14:26:39 20—Page A. -2-0.0 5-4-5 10-2-3 15-0-0 19-9-13 24-7-11 , 30-0-0 32-0-0 2-0-0 5.4-5 4-9-13 4-9-13 4-9-13 4-9-13 5-4-5 2-00.0 4x4 6 3x8 = 3x6 = 3x8 = ( ' A,. '. .10-2-3 19-9-13 30 0.4' V B 10-2-3 9-7-11 , ' 10-2 ite Offsets (X,Y): [2:0-3-0,0-1-41, 110:0-3-0,0-1-41 N V 1 CSI DEFL in [ LOADING (psf) f SPADING 2.-0-0JKJ (loo) I/deft PLATES;' GRIPTCLL20.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.09 14 5999 M1120.9/190 TCDL ._10.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.39 12-14 >907BCLL0.0 Rep Stress Ince ' YES WB 0.36 /� Horz(TL) 0"07 BCDL10.0 Code SOCA/ANSl95 O 10 n/a 1st LC LL Min I/defl 240 (Weight. 158 Ib • LUMBERBRACING TOP CHORD 2'X 4 SYP No.2. TOP CHORD ? Sheathed or 4-2-1 oc purlins_-:,' - BOT CHORD , 2 X 4 SYP No.2 Q BOT CHORD Rigid ceiling directly applied of8-6-11 oc bracing. WEBS 2 X 4_SYP No.3 R S REACTIONS (Ib/size) 2 = 1317/0-3-6, 10= 1317/0-3-8 Max Horz 2=-175(load case 5) ` Max Uplift2=-341(load case 4), 10=-341 (load case 5) FORCES (lb) - First Load Case Only V = -b - - TOP CHORD • 1-2=26, 2-3=-2024, 3-4'=-1722, 4-5=-1722, 5-6=-1722, 6-7=-1722, 7-8=-1722, 8-9=-1722,' 9-10=-2024, 10-11 =26 ' j BOT CHORD 2-14=1794, 13714=1140, 12-13=1140, 10-12=1794 WEBS 5-14==294, 7-12=-294, 3-14=-288, 6-14=742, 6-12=742, 9-12='288 J NOTES - h. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE.7-98 per SOCA/ANSl95; 90mph; h=25ft; TCDL=S.Opsf; BCDL=S.Opsf; occupancy category II; exposure C; t enclosed; MWFRS. gable end zone; cantilever left and.right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. I) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ib uplift at joint 2 and 341 Ib .uplift at joint 10. A Cumulative Dimensions fA TC, SC, and V: eb Maxim�am Combined Stress Indices+ LOAD CASE(S)i Standard X B Panel Length (feet - inches - sixteenths) N Deflections (inches) and Spa, to Deflection: ,Ratio '. C Slope 0 Input Span to Deflection Eatio' D Plate Size and Orientation P MiTek Plate Allowables (P31) E Overall Height 0 Lumber Requirements „ F Bearing Location R Reaction (pounds] G , Truss Span (feet - inches, - sixteenths) S Minimum Bearing Required (iilches) " H Plate Offsets T f0aximum Uplift andlor Hoezonta!,Reaction if Applicable" .1 Design. Loading [PSF) U Required Me:51ber Bracing. , J Spacing O.C. ifeet - inches - sixteenths) V Meritbar Axial Forces for Lead Casa _1 K . Duration of Load for Plate and Lurlber Gesigrl. :1r Notes ' L Cbde X Additional"Loads/Load Cases — r / J l:il 1{ S,,p ( >" .5 • ic4. ni Aa 7a6aa2 RDY U p• _1Al All 4 ° a ' .. t+E t.Q•'4/11120,1 ha /a h hp . feetx inic e5 6, o,.a 19Rz11a •• •' ... b7IN R f 1 A•a ..10 a e 14 to i. At k t 81'4 P 119 0 ... ....... d4 R 9 _ . l i'�at@ L2ff st lX ti) [d,Q _.... eJr U � �,,41rt d0! L [�! p a §+ ! d .. 44100)1, (1. e�,l.^ f Otb lj) f)O d :d Wpb LOADING(oso ' SPACING 2,0,0TCLL CSL EF i'TCpI: IDA - Plates incase .' 1.60 TC • 0.97- •' Vert( ' ln•(loc)' I/deft L/d PLATES GRIP Lumber Increase )-0,40A[TAF >589 360 14 :249/190 : 249/190 BCLL - 0.0 Rep.5tress 1ncr. YES • %va 0.g,2 Horx(7L9 0.07E q r n1a n/a t41P20N ' •1\'44 i Cfl 5 a':e !� zit ': `, 38.2 -240 SCOL 5A_. 6 CAjI'P120Q7, + ' (A7a ri>,} ... LB7(tg3 j� Cod 80 t ,3 0 'LUMBER . Might:: 178 Ib , TOP C11pR0 S.X Z SYP N0.2 r BRACING BOT CHORD. 4 X 2 Syf? N0,1 "PExcep!° j `TPP CHORD StruCtui'al Wood SheBUlinO direet v applied of 2 2.,0 OCC purlins, except'end verticals. ' a til' q X 2 SYP 100,2 s - WEBS 4 X 2 SYP No.3 SOT CMORD " 11910 6011199 directly appffed 01"G-070 oc bracing, �If1W.a�l�' .0'I.11ER5 .X 4 SYN Stud REACTIONS6,/size). At•1-937/0.3.8; AA=306&/0-3-8,U 259/0 3 8 w` P1ex UP111111-100(load case 2) MaX.GrovAM-956�food cas: 2 , AA - a °• or s ( 3 2066(1008 cas0 1.), U 431(l0ad,,ase 3) O f,-; C'q' S •(I° (a.5. FORCES (Ib) . i ia%Imum Compresslon/Maximum Yenslon' I• .. < ' - 'FOP CMORD' U•AL=-3G/D, T-ALA-B=. 1078/o, O -C= -1878/o; C•R=•J.tZ75/O, U I E•F= 3449/0, F:G= 3449/0. G,M='.2710/0, Ji -1=•2684/0, 1-.J=-1R44J0, ]-i:=- 35,21250. K,L�lglj/O QtR-- 2271, L-M=0/22lG; pl-N=O/17g2, ASO --370/1283, O•P=-373/l284R•Q 75U/564, pp�I%cable AJ- 709/,.'64, R -S--770/374, S-Tm-Z/0. A-011 9s6/0. BOT CHORD, AJ•AKAO/0, At -A7=0(2936; AH•AI-0/3355, AG-Ali-ID/335S, AF -4G-0/3340, AE-AFmO%1844, •s. .." a ",C, _ f '; t AD-AE-O/1844,AC-AD-0/1844;AB-ACn-1.177/0,'AA.>A0�••11a'i/0, `L -AA•' -22%6/0, Y•Z=-L724/0, );-Y->•1.065/562, 1a/•X-•LOC,5/582, V -W--620/950 lJ-V--166/553 . t -AE --741/0, 1-AO=0/749, 1.1•AAm-102210, .-X-O/3, A;n]o0/2036, C -A]=•237/0, + �I'r7'� iC © pad Ca D -Q -1173/0, D•Al-(V566, E:AI�2S8/D; G•HL=.011%4; G -AF -784/0, H-Ar•-- t&� ' 1-AF-1O/ISBG, t: -AA= -1488/0; lC-AC-O/1604, J -AC -2069 S•U=• 529/0, - R.-V-.227/.310,'11-yfa 444%0 P WRO 410, O -Ya- JO 671/203, S -V>=.261/273, ' ,� s 1 yf N Y 9/102,1 P Y x592/0 • r / 1 116(3M1, ii Z 639/0 t4 -Z 0/907 U Slq '7•�, y.� , .. `` NOTES. 1) UnbBloClcCd.i9oor nvq IOad5 helve bern COf4idCr0d For fh! deaf h. ,2),Altplates are M1120 plates unless oiltervtlse Indicated; D. t t> 3) This truss.requires plate inspection assurance Inspection. Por the Doth Count ftc ad 1vh n his truss i} rhos n for quality T th a this a 1 ! t :4). Bearing at Jolnt(s) Ab( considers parallel 1'o grain vale, using ANSI/TPt I-1995 angle to o' u 5 !l C' .(1u(1ding designer should Verify cap0city of bearing slitt,3ce,. grain formula •;•y, 'ITfr'�C� n, P 5) One RT7 USP COnDeaorS reC001rnendCd t0 Conn2tt' (J'rfa t0 BeaYIR1J 57aIfS due eo uplift at Jf(s) u, `y .c�, •SJ ' 6) Dep1gn assumes 4x2 (flat orrentation) purlin's at ar spacing indicated, tostaned to truss TC w/ 2,'108 nails. >y ! z 7) R'eWmniend 2x& su0ngb0ck&, wt edge,•spaced'at 10 0-0 uc dnd fashlnad txi each truss C w/ 2 (Od iiailr, •tO�g/5 a s a SlrongbaCks tv be,j(lactled to trelfs at tnolr nulvrends orrestraincd by tither rltearis. O r a 1 w 8) CAtJT1ON,'D0'n0L greet truss backmrds. PLE:.j..' SAM .'. COAD CASE(sj 5tendtr d ................:.........._.........:... ODUCJTON NOT FOPR 1 2. . g J, Job 'SITE: r - Tluss •. Trnsc Type ' -' • • qtV , Ply MSTak Nob Site - r vc £. a'• y,z r 5 - .+wee SFT el FLOOR .. - - - . 1 1 3 (^ ...... .....1._. ...........-............................................. peaflnR Fluor Tnl,•e . .. 4u_Fefgronrg.(...PSinnai) ....... 5.2 DUs tun 26 300.3 iliiak ]ndustrles, Inc. sun Jul 3y 05:39,00 �c}9 page i ........ t:r�i.:..... ........ z �:a..:.....: . ' Jf. .....,:...... .....AR:,<•o:a....._gft;&.....x'.mR.:.;,L-1:e,.1:.Pc:. 3.1•a!i..1:I:.1.a.. s ''sate )Igo i sa.r x3 i�jra �4 a A a C a 7 3 .. i. T >.•5. ....._......................._.. Tt. •::a If ................;,.......... _ .... .... �, °V 1pl < t : stn.' , tg! ��° 4L 0' J l:il 1{ S,,p ( >" .5 • ic4. ni Aa 7a6aa2 RDY U p• _1Al All 4 ° a ' .. t+E t.Q•'4/11120,1 ha /a h hp . feetx inic e5 6, o,.a 19Rz11a •• •' ... b7IN R f 1 A•a ..10 a e 14 to i. At k t 81'4 P 119 0 ... ....... d4 R 9 _ . l i'�at@ L2ff st lX ti) [d,Q _.... eJr U � �,,41rt d0! L [�! p a §+ ! d .. 44100)1, (1. e�,l.^ f Otb lj) f)O d :d Wpb LOADING(oso ' SPACING 2,0,0TCLL CSL EF i'TCpI: IDA - Plates incase .' 1.60 TC • 0.97- •' Vert( ' ln•(loc)' I/deft L/d PLATES GRIP Lumber Increase )-0,40A[TAF >589 360 14 :249/190 : 249/190 BCLL - 0.0 Rep.5tress 1ncr. YES • %va 0.g,2 Horx(7L9 0.07E q r n1a n/a t41P20N ' •1\'44 i Cfl 5 a':e !� zit ': `, 38.2 -240 SCOL 5A_. 6 CAjI'P120Q7, + ' (A7a ri>,} ... LB7(tg3 j� Cod 80 t ,3 0 'LUMBER . Might:: 178 Ib , TOP C11pR0 S.X Z SYP N0.2 r BRACING BOT CHORD. 4 X 2 Syf? N0,1 "PExcep!° j `TPP CHORD StruCtui'al Wood SheBUlinO direet v applied of 2 2.,0 OCC purlins, except'end verticals. ' a til' q X 2 SYP 100,2 s - WEBS 4 X 2 SYP No.3 SOT CMORD " 11910 6011199 directly appffed 01"G-070 oc bracing, �If1W.a�l�' .0'I.11ER5 .X 4 SYN Stud REACTIONS6,/size). At•1-937/0.3.8; AA=306&/0-3-8,U 259/0 3 8 w` P1ex UP111111-100(load case 2) MaX.GrovAM-956�food cas: 2 , AA - a °• or s ( 3 2066(1008 cas0 1.), U 431(l0ad,,ase 3) O f,-; C'q' S •(I° (a.5. FORCES (Ib) . i ia%Imum Compresslon/Maximum Yenslon' I• .. < ' - 'FOP CMORD' U•AL=-3G/D, T-ALA-B=. 1078/o, O -C= -1878/o; C•R=•J.tZ75/O, U I E•F= 3449/0, F:G= 3449/0. G,M='.2710/0, Ji -1=•2684/0, 1-.J=-1R44J0, ]-i:=- 35,21250. K,L�lglj/O QtR-- 2271, L-M=0/22lG; pl-N=O/17g2, ASO --370/1283, O•P=-373/l284R•Q 75U/564, pp�I%cable AJ- 709/,.'64, R -S--770/374, S-Tm-Z/0. A-011 9s6/0. BOT CHORD, AJ•AKAO/0, At -A7=0(2936; AH•AI-0/3355, AG-Ali-ID/335S, AF -4G-0/3340, AE-AFmO%1844, •s. .." a ",C, _ f '; t AD-AE-O/1844,AC-AD-0/1844;AB-ACn-1.177/0,'AA.>A0�••11a'i/0, `L -AA•' -22%6/0, Y•Z=-L724/0, );-Y->•1.065/562, 1a/•X-•LOC,5/582, V -W--620/950 lJ-V--166/553 . t -AE --741/0, 1-AO=0/749, 1.1•AAm-102210, .-X-O/3, A;n]o0/2036, C -A]=•237/0, + �I'r7'� iC © pad Ca D -Q -1173/0, D•Al-(V566, E:AI�2S8/D; G•HL=.011%4; G -AF -784/0, H-Ar•-- t&� ' 1-AF-1O/ISBG, t: -AA= -1488/0; lC-AC-O/1604, J -AC -2069 S•U=• 529/0, - R.-V-.227/.310,'11-yfa 444%0 P WRO 410, O -Ya- JO 671/203, S -V>=.261/273, ' ,� s 1 yf N Y 9/102,1 P Y x592/0 • r / 1 116(3M1, ii Z 639/0 t4 -Z 0/907 U Slq '7•�, y.� , .. `` NOTES. 1) UnbBloClcCd.i9oor nvq IOad5 helve bern COf4idCr0d For fh! deaf h. ,2),Altplates are M1120 plates unless oiltervtlse Indicated; D. t t> 3) This truss.requires plate inspection assurance Inspection. Por the Doth Count ftc ad 1vh n his truss i} rhos n for quality T th a this a 1 ! t :4). Bearing at Jolnt(s) Ab( considers parallel 1'o grain vale, using ANSI/TPt I-1995 angle to o' u 5 !l C' .(1u(1ding designer should Verify cap0city of bearing slitt,3ce,. grain formula •;•y, 'ITfr'�C� n, P 5) One RT7 USP COnDeaorS reC001rnendCd t0 Conn2tt' (J'rfa t0 BeaYIR1J 57aIfS due eo uplift at Jf(s) u, `y .c�, •SJ ' 6) Dep1gn assumes 4x2 (flat orrentation) purlin's at ar spacing indicated, tostaned to truss TC w/ 2,'108 nails. >y ! z 7) R'eWmniend 2x& su0ngb0ck&, wt edge,•spaced'at 10 0-0 uc dnd fashlnad txi each truss C w/ 2 (Od iiailr, •tO�g/5 a s a SlrongbaCks tv be,j(lactled to trelfs at tnolr nulvrends orrestraincd by tither rltearis. O r a 1 w 8) CAtJT1ON,'D0'n0L greet truss backmrds. PLE:.j..' SAM .'. COAD CASE(sj 5tendtr d ................:.........._.........:... ODUCJTON NOT FOPR 1 2. DISPLAY FLOORI 1X3 II ` 1x3 II D �E 1x3 = 3x4 = 3x3 = 1 2 3 33 32 3x6 = 3x4 = russ Type FLOOR C 3x6 FP = 3x3 = 1x3 II 1z3 II 3x3 = 4 5 6 7 8 31 30 29 3x3 = 3x3 = 3x3 = 3x3 = 4x4 = 3x3 II 3x4 = 9 10 11 12 28 27 26 25 24 3x3 = 4x4 = 3xfi FP'-- 3x4 3x6 - tries, Inc. I nu Mar 13 09:1 p 2-9-0 5-3-0 ' 6-6-0 , 7-9-0 , .9-4-8 11-10-8 14-4-8 17-0-0 19-7-8 22-1-8 23-6-0 24 9-0, 27-3-0 ' 30-" CJ 30-0-0 ' LOADING (psf►. SPACING 2-0-0 CSI�j DEFL in . floc) I/deft EOPLATES.., - GRIP 'TCU. 40.0 H Plates Increase 1.00 TC 0.71 Veh(LL) -0.18 30-31 >999249/190 TCDL 10.Q Lumber Increase 1.00 J SC 0.75 Vert(TL) -0.24 30-31 >829 RCLL 0.0 Rep Stress Incr YES (/ WB 0.46 �i Horz(TL) 0.04 26 n/a 'DL 5.0 Code SOCA/ANSI95 K (Matrix). i V 1st LC LL Min I/deft = 360 156.Ib LUMBER GRACING TOP CHORD 4 X 2 SYP No.2 T TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD '' Rigid ceiling directly applied or.6-0-0 oc bracing. WEBS 4. X.2 SYP No.3 REACTIONS (Ib/size) .33=774/0-3-8, 19=508/0-3-8, 26=1978/0-3-8 S Max Grav 33=803(load6ase 2), 19=610(load case 3), 26=1978(load case 1) FORCES (lb) - First Load Case Only U TOP CHORD ' 33-34=-37, 1-34=-37,.19-35=43, 18-35=-43, 1-2=-2, 2-3=-1353, 3-4=-2098, 4-5=-2186, 5-6=-2186; .. 6-7=-2186, 7-8=-2186, 8-9=-1264; 9-10=63,.10-11=2035, 11-12=2035, 12-13=467, 13-14==732, 14-15=-732, 15-16=-951, 16-17=-784, 17=18=-2 BOT. CHORD 32-33 = 826, 31-32 =1859; 30-31 = 2282, 29-30=2i'86-, 28-29=1785, 27-28 = 743, 26-27=-894, 25-26=-1091; 24-25=-1091, 23-24=183, 22-23=732, 21-22=732,20-21 =1032, 19-20=517 WEBS' 11-26 -100, 2-33=-1097, 2-32=734, 3-32=-704, 3-31.=332, 4-31 =-256, 4-30=-130, 5-30=27, 10-26=-1519, 10-27=1 157, 9-27=-1121,.9-28=725, 8-28=-724, B-29=546, 6-29=-271, 12-26=71257, 12-24=867, 13-24=-904, 13-23=747, 14-23=-299, 17-19=-685, 17-20=371, 16-20=-346, 16-21 =•113, ' 15-21 =298, 15-22=-234 / NOTES tr: • 1) Unbalanced floor live loads have been,considered.for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be V. attached to walls at`their outer ends or restrained by other means. t, CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard; V A Cumulative.Dimensions M Deflections (inches) and Span to,De*lection Ratio B Panel Length (feet - inches -'sixteenths) N Input Span to Deflection Ratio C Chord Splice Face Plate O M!Tek Plate Allowab!es (PSI) D Plate Size and, Orientation P Lumber Requirements E Truss Depth O Reaction (pounds) F Bearing Location R Minimum Bearing Required finches) G Truss Span (feet - inches -'sixteenths) S f•.?axwmum Uplift and/or Horizontal Reaction if App4cable . H Design Loading. (PSF) T Required Member Bracing , 1 Spacing C.C. (feet - incites - sixteenths) U Member Axial Forces for Load Case 1 J Duration of Load for Plate and Limber. Design V Notes K.. Code WAdditional Loads/Load Cases L TC, SC, W6b PAaximum Combined Stress Indices 1X3 II 3x3 = 1x3 II 3x3 = - 3x3 = 3x3 = 1x3 = 13 14 15 16 17 18 / I 35 0 23 22 21 20 19 O 3x3 = 1x3 II 3x3 = 3x3 = 3x6 p 2-9-0 5-3-0 ' 6-6-0 , 7-9-0 , .9-4-8 11-10-8 14-4-8 17-0-0 19-7-8 22-1-8 23-6-0 24 9-0, 27-3-0 ' 30-" CJ 30-0-0 ' LOADING (psf►. SPACING 2-0-0 CSI�j DEFL in . floc) I/deft EOPLATES.., - GRIP 'TCU. 40.0 H Plates Increase 1.00 TC 0.71 Veh(LL) -0.18 30-31 >999249/190 TCDL 10.Q Lumber Increase 1.00 J SC 0.75 Vert(TL) -0.24 30-31 >829 RCLL 0.0 Rep Stress Incr YES (/ WB 0.46 �i Horz(TL) 0.04 26 n/a 'DL 5.0 Code SOCA/ANSI95 K (Matrix). i V 1st LC LL Min I/deft = 360 156.Ib LUMBER GRACING TOP CHORD 4 X 2 SYP No.2 T TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD '' Rigid ceiling directly applied or.6-0-0 oc bracing. WEBS 4. X.2 SYP No.3 REACTIONS (Ib/size) .33=774/0-3-8, 19=508/0-3-8, 26=1978/0-3-8 S Max Grav 33=803(load6ase 2), 19=610(load case 3), 26=1978(load case 1) FORCES (lb) - First Load Case Only U TOP CHORD ' 33-34=-37, 1-34=-37,.19-35=43, 18-35=-43, 1-2=-2, 2-3=-1353, 3-4=-2098, 4-5=-2186, 5-6=-2186; .. 6-7=-2186, 7-8=-2186, 8-9=-1264; 9-10=63,.10-11=2035, 11-12=2035, 12-13=467, 13-14==732, 14-15=-732, 15-16=-951, 16-17=-784, 17=18=-2 BOT. CHORD 32-33 = 826, 31-32 =1859; 30-31 = 2282, 29-30=2i'86-, 28-29=1785, 27-28 = 743, 26-27=-894, 25-26=-1091; 24-25=-1091, 23-24=183, 22-23=732, 21-22=732,20-21 =1032, 19-20=517 WEBS' 11-26 -100, 2-33=-1097, 2-32=734, 3-32=-704, 3-31.=332, 4-31 =-256, 4-30=-130, 5-30=27, 10-26=-1519, 10-27=1 157, 9-27=-1121,.9-28=725, 8-28=-724, B-29=546, 6-29=-271, 12-26=71257, 12-24=867, 13-24=-904, 13-23=747, 14-23=-299, 17-19=-685, 17-20=371, 16-20=-346, 16-21 =•113, ' 15-21 =298, 15-22=-234 / NOTES tr: • 1) Unbalanced floor live loads have been,considered.for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be V. attached to walls at`their outer ends or restrained by other means. t, CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard; V A Cumulative.Dimensions M Deflections (inches) and Span to,De*lection Ratio B Panel Length (feet - inches -'sixteenths) N Input Span to Deflection Ratio C Chord Splice Face Plate O M!Tek Plate Allowab!es (PSI) D Plate Size and, Orientation P Lumber Requirements E Truss Depth O Reaction (pounds) F Bearing Location R Minimum Bearing Required finches) G Truss Span (feet - inches -'sixteenths) S f•.?axwmum Uplift and/or Horizontal Reaction if App4cable . H Design Loading. (PSF) T Required Member Bracing , 1 Spacing C.C. (feet - incites - sixteenths) U Member Axial Forces for Load Case 1 J Duration of Load for Plate and Limber. Design V Notes K.. Code WAdditional Loads/Load Cases L TC, SC, W6b PAaximum Combined Stress Indices P 4? JYOZ056743 EX ovember 3, 1999 F A.C. Houston Lumber Company 2912 East La Madre Way AU 18 003 North . Las Vegas, NV 89031 Re-- Trusses with. non-structural ;able To Whom R114ay Conce=e �//,AVO 3 999 This letter is -in response to your recent inq1 on of staples rather than metal gusset plates thatare shown on the truss.engineeriag drawings for non-structural gable studs. The trusses in question must meet all of the following criteria for this detail to: be valid. �--.The trusses. must have been designed by this office using ANSJJTPI 1-1995 end UBC -97 criteria ilwith and in live d * crease of 25% for lumber and plates, 24" O.C. spacing, 16o 2C PSF top chord .t _R_Joad;ri id 14 PSF top chord dead load, 7 to 10 PSF.bottom chord dead load, design wind speed is 75PEPA maxim um, and be single ply trusses only. M ON, 7Z-`, ,T> must be structural trusses and be approved by the building designer for the intended reapplication prior to fabrication. All par -ties involved in. the project -must accept .their responsibilities and perform their work as specified in ANS1=1 1-1995 and V-.7TCAI-1995.' .0 —1, A 3" Zllf.out 400ker-notches are to be - installed in the top chord. of the trass,..they must be- 4,,',A&ressed specifi-cally in the truss design -drawings. Out -lookers that extend longer than 12",..' Fbeyond the end of the gable truss are h6t.allowed. There must be no out -lookers within 24" from the end of the truss, or in any top chord overhang. No plates may be damaged or cut. 4. The trusses must be handled and installed propeHy in accordance with =-91 criteria.' If trusses have been handled improperly, consult professionals before proceediz.g with installation. All persons involved in -installing 'should *read and unde rstand EM -91 before attempting to handle trusses. It is recommended that the truss installer should consult 1DSHA if there are 'ta questi6ns about jobsite safety concerning trusses. The fabrication, installation, and handling of trusses is outside the scope of responsibility of*the truss designer. 5. N6yer sit or stand on trusses laid flat. -Never stack construction materials -:)ia trusses laid flat. Never lift truss using non-structural members as connection points. Trusses are not intended to. resist lateral loads perpendicular to the trusses.- This is true for all truss members, but is especially true for all non-structural gable. studs. They are called "non-°tructuraP' because they are not specifically designed to support loads. The structural membe-s of the truss are adequate to support all of the loads applied in the plane of the truss. .6. The trusses must be adequately braced. The truss designer specifies only Jae location of the bracing -that is required for individual truss members. to prevent but of plan.-, buckling of that member. Additio*Dal braciiacy is 'always required and is always the responsibiEty of the building . . . . ... . . . . . . . . . . . Pag-, 'I of 8 November 3, 1999 Page 2 designer. The building designer- should provide the contractor with a bracing plan for the building. This plan may be included in the contract documents or may need to be specifically requested by the contractor. . Refer to WTCA 1-1995 for questions regarding scope for responsibility. TYPICAL GABLE END BRf-.CING DETAIL. 7. If the truss design drawings specify seismic or wind load had been applied, CONSULT BUILOINC OESIONER FOR SPEGL=Ic OETAII it is applied in directions that are BLOCKING' - parallel with the plane of the truss. ROOF SNEA T HIND Trusses which are exposed to wind GABLE END / s/0 acting perpendicular to the face of TRUSS.\ A. ,1,,jy the truss must be braced to resist `� the lateral forces dueto wind load _ -i zz acting on the face of the truss. The aN iya5�3� building designer should perform Tf/o/oEttp.0lateral calculations to determine where braces are required. HLA -91 should be Irb y i ;POEtgI�Og consulted for general guidance with +.- WIND -� / : :/ / C A L Y regards to bracing of trusses.. An .. t� :� additional publication entitled IN OUT OF PLANE "Commentary for Permanent Bracing DIRECTION . . . moo. Metal Plate Connected Wood Trusses" written. by. John • E. Meeks, MICHAEL A. -n P.E.' is• available from WTCA (Wood LATERAL' w. ,% MAL Elf z Truss..Council of America). In this BRACE .;..DIAGONAL' WIND 1 �c publication -on pages 8 and 9, the '.'3RACE BY Yn �p bracing of gable end flames are 3UILDING DESIGNER: ' IVIL 3q discussed. It is recommended that the building designer read this +J , I "Mitek publication.. Also consult the Standard Gable• End Detail" for �9 additional information. All of these BLOCKINe3 .�L A. "1 COS5743 . 61XV2001 9 CAUL ' publications specifically recommend a detail similar to the sketch to the right / WALL TO `GABLE TRUSS CONNECTION in many situations. END WALL DESIGNED AND, DETAILED BY BUILDING DESIGNER: 3.. All connections must be applied in conformance- with AIYSI/TPI 1-1995,. czrrent accepted. NDS, and/or NES National Evaluation Aeport(s). 9. The trusses must be fabricated properly with no gaps at stud connections ex-cept as allowed. is KPiSI/TPI1-1995.: If the above conditions are meet, then (3)-16gas 2" power driven staples may be.substituted for the specified metal gusset plates. This connection is iritended:to,hold the non-sxuctural gable • _ studs in place during delivery and installation. These studs are intended to provide nailing " surface for drywall and/or sheathing and transfer vertical loads from sheathing into the truss. If these non structural gable studs must resist lateral loads as noted above in no_e 6, additional nails or connections may be'required and must be specified'by the building designer. Plated connections are recommended of all hip over -framing, Dutch hips with's&backs greater than 2'-0", .all.girder trusses, piggyback, and valley' trusses. Plated' connections are also recommended in any situation where a ledger is'to be applied.to the truss (Ledgers and their ' connections are by others.) This letter applies only"to 16" or 24" O.C. spaced vertical non- 4 November 3, 1999 Pa; e 3 structural members and not to diagonal or -horizontal merbbers except at vent Iccations. If there is any question about the applicability of this letter to the intended situation, please feel free to contact this office. This letter may be used to address this issue subject to the conditions until inforrntd otherwise by this office, or' -until accepted codes or specifications change. If you have any questions concerning this matter, please let me !mow when I am in your office or write me at the above addess. I can also be reached by telephone at (702)-232-0099. Sincerely, . •• ,\ BOG IN E figs ���Za t:STi®� CO MICH I'Yfichael A. Mallett, P.E.AFL : �- LETT z Professional Civil Engineer m f' .t3i r -+ T E�fC/ 3 12605 2 6743. P. . �i�laa�y /CIVIL X44 - 1 -334 Ip�� G No. Co56743 Exp. 6/30/2041, ' CAUF� " ' "' "FILENAME: STDGAB100XB -STANDARD-- GAB -L -E E N -D -D -E -T -4"L------ PAG -E -I- OF -2 - VARIES TO COM. 12 4x4= TRUSS 6' H TDIAGONAL OR L -BRACING 9/5/2002 REFER TO TABLE BELOW SHEATHING ' 2X4 NO.2OR BTR. DF -L 3 1/2 �1 1/2" '(BY OTHERS) 1X4 OR 2X3 (TYP) r ONT. BR SPAN TO MATCH COMMON TRUSS �I VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. LOADING(pso SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 CDL 10.0. Lumber Increase 1.15 CLL . 0.0 • Rep Stress bier -YES BCDL 10.0 Code . UBC97/ANS195 TOP' 'CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E. OTHERS 2:X 4 HF - STUD/STD �7 IBRACING 24" o.C. NOTCH AT TYP 24" O.C. (MIN.) ')r 2X4 LATERAL TOP CHORD AS REQUIRENOTCH DETAILraaLEBELo 3x5 = ENDLID WALL CEILING MATERIAL' DETiAIL A= AILING SCHEDULE. ' • LATERAL BRACING N VERT. HEIGHT- # OF NAILS AT END UP TO 71_01 2 _ .OVER 8'-6" 4 _ 16d MAXIMUM VERTICAL STUD HEIGHT SPACI_NG OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. 6=8-0 13-4-0 9-1.-.0 16 INCH O.C. _ �1OTES VERT. STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B; HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM -CHORD OF GABLE END -TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-6". TOP CHORD NOTCHING NOTES 41)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 6" O.D. IF STUDS ARE SPACED AT 24° O.C. AND FACE OF TRUSS I5 NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER.MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. r Atl 4) NO NOTCH ING•IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. m ,Q � �ti" Continued on page 2 0 2003- ;J i ..-.-.I...-.S-T-'-A-N-D-ARD-GA ILIIAI .. ........ . E_TQQABJ OOXD... 7/00 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X.4 STD. DF -L BLOCK 2- 10d 2X4 BLOCK iii 'SIMPSON A34 OR EQUIVALENT 45' 2X4 SF DOR BTR SPACED @ 5'-70" c: A\ SH EACH ALI BE PROVIDED AT E END OF LEDGER�� S BRAC EXCEPT FOR BRACE EXTENDED' TRO BACK INTO CHORDS & C ONNEiCTED TO -0 0 -0 C ol HOI S 4- 10d NAILS. MAX. NGTH T GABLE END,' STANDARD TRUSSES SPACED @ 24" O.C. NOTES 1) 2X4 N0.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS 9'6' 6.c. TO EACH. STUD WITH 4n -1 Od NAILS.. LEDGER NAILED .4 STRONG8AC'K TO BE CONNECTED TOtACH VERT:.STUD WITH 2- 10d TOENAILS 1-H.E.1.0d NAILS SFECIFED.FOR LEDGER AND STIRONGBACK-ARE 10d BOX -X 3. LGT NAILS (0.131" DiA. .THIS, DETAIL 'IS APPLICABLE TO STRUCTURAL GABLE END IFTHE F'0`L'L0WlA(G-' CONDITIONS ARE MET: .i. MAXIMUM HtIGHTOFTRUSS W -61i AUS 1. 9 MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS" T-0" THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. - S, 4. PLEASE CONTACT TRUSS ENGINEER IF; THERE ARE ANY QUESTION' jii,.oF 5�/o r 0 CG4991 'g. 04 Cl Vit - E W/ o* -F CAUF tnN..9-30-04 v� \'TQM �iofee prce� p'. 2 • °F cAu�o�a ti �. / Z� '.::. WoVI mkTMST d1��1. ale �f,lVn� . �, EER, �2) �. . ti.. S.. {` 20'. 2 t� 1�N►� oCDOt�G n� C�� gsx=C� Qn O�Ga, {Q 2�a�-L11�IYbG-12• o _TD _ �T• � p�'Oa Tb— Cd-�p(e,�--�.,tl<c (��r!l)�_ I Handlin 4. Erection. - r . •' .. r Caruln, Lx.r9: d ,� Allacellanooua Information , •Brach ln(ormation Connodor Hardwar. q' nwra . ,Iwi o no�pum4lod. Tho n,n d orL Lumber ;�ITek IfIdUSSfIQS In Tmycruy .atd'pumanes. hr,cn . yn xd for r la' IilaJ 9' Iv lok$q rrpon. n mmpiaa .ur,aw - aYrporu'rl Jul 6. ,parltod LJ du •d..brw d rM AA I..rJ trriy q.o1Ld 4 Is Con.aor . talalad lace Jua ba tlovyroJ rd 'L1Srain'JI nocaua oodt Gxnoa, a darn ur mrJaowal n lartbrr rruJ na.r a pr,da tr,rir6 ttiv1LJ cab mnGn W amodurs nTPL• m'npanua�wrYnr w ,a yr w aPpcaa w Ih. Ih. a..w,or a mo � , � �uYor. ro, l�j,L•y. •rd tarrwa,a 'nom mar oo nvYm. � k nom .e 7710 Col d Camp 1)c.9140 ar�io W laa i PW u, Hua G iw Yud a1 Horn laow. Fuppp}ar n,iy.a .ny ti rn rob J,Y bad. prtala I W do:q; y, apryyl a r m"'PO1'n. w.n brr�. ,naa r wa r. n dub lnmr.ln r.arn mry..rcamod. Ma lu J,a xd apan Rancho Cordov CA 95670 GlrrpWla. I IM. daqn cnwi, i,lod acwo A t, pn mar tx+l 4iSlq oodt pa y�y,r ,pacsd Yaq pd a IMcaryonwa. ;b .. F.' °4'i' 'aa Dt1NOiUSETH50EaIGN. 4'7h. PIJ4 n,d na d IM ,h., yrga rd ,Iaa.n .rd puJ a or Mar (BW)772.5]S1 FAX (fl�i.71-1275, Cxa rniW ba a,wcLed athaY .P.tim d., tlra+iq L nod xd ,aJad, YR.k Yri.ariu, Gold moniar, r• arawd a M cy.cll Jnan. Than IM pad. rprclad . ...r °oir�qq pow., riprr ai3e up, and. �rfO"Ot• r P�oPor wear my lM xrudrrJ du.lpn a IM ur: k- b' L -kf . roenlnd nr rh..a,Np. Rda a IM Aucrrua pn aa,7 Caprri;ht (C) 1992 xd otr Pah hr.rid: Md Y P'wbd rM aurom.r rd ,ho.n m dw G,I� d dolt pulYa or co'iry rtwvi,L, ,Ina' for dalhiin,,d ypn rd • n dorla CHARTER L7Hdt1ER JUN 10.1992 WTak nduariu�dOagnawaxru lduaW. Jnr,m aJt drt.Yq. .. R.riraLa d 1}rwJtrriq rd pn 1 R Fc. uraan moral d a¢rPrr - .mianJ traiq for IM; wrY r�.lr1Po.:lon t 4V1 hr:ir r•rLJey luau IJalutal: IuMtq. anpnrn xd JNar.. I. b. Hod ca f nr ciA aperI t ra. 1, Mtlourpawn,.'oar. �.1 twrlrrxaW . eu W Lin W5, r _. RITC a.4 1PI w-IMMY"i = 21ml Kim flovacy-Al a] am via - - - - =00 MlTek Industries, Inc. SHEET I OF STUD SPACINC ON PURLIN GABLE -0- BE LESS THANIOR EQUAL TO THE LEAST TOP CH DRD PURLIN SPACING ON THE GIRDE I OR HIP TRUSS. SX5 3x5 ALL PLATES TO BE 2X4 UNLESS OTHERWISE NOTED 3x5 TYPICAL.T.URLIN GABLE'.... REFER TO E14GI14EERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS. THE PURLIN GABLE TO SEE DETAIL #3 BE LAID ON TOP OF THE NG HJP'TkUSSES AND WHERE IT HAS '1J. 0 p ATTACHED . o -n CONTACT WITH THE U). U) TRUSSES BELOW. 0 SEE DETAIL F C, 5 "SEE DETAIL #. 0. A. JACKS C) CD CD M U) 2 2 LL' 9 Cr CC4 SEE SHEET 2 OF 2 XP 9-3L E' FOR ALL DETAILS ~'~`~~~O'`E—`FOR ADDING ST'REP1O | | | AFALSE ooTTowc*oRoOF OR SYP.VERTICAL WEBS FM BRACE (TYP.) @ 10'- 0- D.C. (MAX.) FOR SINGLE TENSION BOTTOM CHORD WHERE RIGID CEILING IS NOT APPLIED DIRECTLY TO THE MAIN TRUSS BOTTOW CHORD. BRACE AS SPECIFIED FOR BOTTOM CHORD IN COMPRESSION OR MULTIPLE PLY MAIN TRUSS. OTT OM C OM CHORD, OR IN TR USS* VERTICAL STUDS 48" O.C. ATTACHED Sr X COMM 0 WIRE NAILS AT EACH END OF VERTICAL If -~ 41;+–-~ � - -FALSE BOTTOM ' TRUSS SPAN ` . � —MAIN TRUss.(3PAc|No=24-o.c.) � MAIN TRUSS t,.AwUFAcTUnEO WITHOUT FALSE BOTTOM CHORD / ez CIVIL LIVE LOAD' DEAD LOAD 'E TOPCHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). 2- 1 REFER TO THE MAIN TRUSS DESIGN'FOR LUMBER'AND'�LATING REQUiRE*ME NTS'. MAXIMUM BOTTOM CH ORO PITCH 6112 .4..'THE END DISTANCE, EDGE DISTANCE,.AND SPACING OF NAILS'SHALL BE SUCH '7A - _11.1ify READ NOT -ES 01-V THI-SAND REVERSE SIDE BEFORE USE. Desi* lldf6r*usepnlywith' pan parameters shown, gn va Mrrek connectors. This design Is based only u and Is foibn Inaividual building componeht-tom be installed and loaded verficalY.Applicability of design parameters -and proRer-66orporation of component Is �esponslbfllty of building designer - not t1uss j e stability -he" 101Z, *designer. Bracing shown is for lateral support of individual'web members dnly.Additibnd temporary bracing to iniur d6ring-cohstruction is responsibility of the erector. Additional permanent bracing of the overall structure is the respprisiblilty of the building For general guldcrce � ' . Hah'dffng lnsfollir�g and Bracing Recommendation -available from Truss Plate Institut6,.583 D'Onofrio Drive, Madison, WI 53719. MiT k Ll Job Truss "' Truss Type ' ' ' "' ' ` ' " " Ply" ' Typical End / ComerJack — --- - -- f —GeneraLDetails—Altcomecjacks.and.endjacks—.-_ALL _ TCDLe. .. 14.0 Lumber Increase JACK MONO TRUSS 1 meeting requirementlisted.below. • BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 Job Reference (optional) A.U. nousion wmoer Uompany - - o.2uu s Sep 3u zuuJ MI I eK Inaustnes, Inc. Fn Mar 19 09:16:01 2004 Page 1 -2-0-0 8-0-0 2-0-0 8-0-0 ' 2x4 11 Scale: 3/V--1' 3 z 2x4 = mate plate positioning Slope may vary from 3:12 to 8:12 8.00 12 max. 8-0-0 Max. 4 " 2x4 II /— May be ommitted per Note 4. May be supported by girder truss joined with Simpson LU24 or USP JI -24. When end vertical is ommitted (note 4), Simpson A35, USP MP34, or 3-10d toe nails (per 1997 NDS) may be`used. LOADING (psf) SPACING 2-6-0 CSI I DEFL iri ' (loc) I/deFl Ud PLATES GRIP TCLL :. 20.0 ' Plates Increase 1.25' TC 0.70 Vert(LL) -0.20 2-4 >468 .; 360 MII20 185/144 . _ TCDLe. .. 14.0 Lumber Increase 1.25•. BC 0.44 Vert(TL) 0.45 _ 1 >59 240 • BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL. 8.0 Code IBC2000/ANSI95 (Matrix) Weight: 291b . LUMBER .. .. BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-6 oc purlins, ex.ept end verticals. BOT CHORD 2 X 4 SPF. 1650F 1:5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud . REACTIONS (Ib/size) 2=497/0-3-8, 4=302/0-3-8. Max.Horz 2=177(load case 4) Max Uplift 2=63(load case 5), 4=30(load case 5) CES (lb) : Maximum Compression/Maximurb.Tension ? CHORD ' 1-2=0/78,:.2-3=-1.6-1/106,3-4---240/67 OT CHORD; 2-4=-33/51 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=8.4psf; BCDL=4.8psf; Category. Il; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. ' 2) This'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 Ib uplift at joint 2 and 30 Ib uplift of joint 4: Endvertical may be ommitted on jack trusses less than 7-10-0, provided that bearing is added at JT -3. Connection by others or utilize Simpson.A35, USP MP34, or 3-10d toe nails (per 1997 NDS). LOAD CASES) Standard ` • lJ`,I N ESR, - ST OQROFESS/ob ' Also valid for UBC 97 an d:IBC 2003. o WILLIAM T. Exp:.12/39/es. zC'34229 m ' o . CIVj EXP. 6/30/07 '. o, 1fi2°9 . '9 � !vii. • ��P Mar 23, 20 ��FCALIFO� 04 - ---------- - - .---•-------------------..--•--------------------..._._.._ Bass - ab ty- -- _ L---. TypI.-- e :Q:.. SETBACK CORNER_GIROER__.-.____-_.__ GENERAL DETAIL -ALL CORNER GIRDER TRUSSES ALL CGI MONO TRUSS 1 1 MEETING REQUIREMENTS. LISTED (optional) BELOW. AC. ouston umber Company, North Las Vegas, 89031 4.201 1 s Sep 13 2000 MI ek ndustries, Inc. TL8 Sep 18 09:4 :24 2001 Page 1 -x-ted MAX 8.1d 11.3.12 MAX 2-18-0 6 -Id 5•x-0 S=le =1:35. SLOPE MAY VARY FROM 2.a3/12*TO 5.ao%12 7x4 II 4 5 3.54 F,2 aid SEE NOTE ;r5. a LL K y W S S > w 2 SUPPORT REQUIRED AT 1 JT -1 WHEN TRUSS LENGTH • 3x4- 7 a IS LESS THAN 3-0-0.• 1x4 If 3x4 = CONNECTIONS BY ' OTHERS EXCEPT AS NOTED . 6 -Id I 113.12 MAX . sxa . Plata Offsets ([2:0-1-12,0-1-81 M M LOADING (P� SPACING 2-0=BC OEFL ts loc Udafl TCLL 20.0 Plates Increase 1( ) PLATES GRIP Vert(LL) -0.03 - 7 >999 M1120 185/144 f :OL 15.0" - Lumber Increasq - 12VeriM) 0.16 1-2 >232 CLL 0.0 RepSbasslncrNHarz(TLj 0.02 B Na SCOL10.0Coda UBC97/ANS(95lot LC LL Min Vdell = 360 Weight: 41 Ib LUMBER BRACING TOP CHORD . 2 X 4 SPF 165017 1.5E TOP CHORD Shealhed or 6-0-0 cc purfins, except anc'verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD= Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 HF Stud •• REACTIONS ' (Ib/size) 2=67510-3-0, 6=926/0.2-4 .. Max Harz 2=210(load case 4) FORCES (Ib) = First Load Case Only TOP CHORD 1-2=2B, 2-3=i041, 3-4=10, 4-5=-8, "=-452 ' . BOT CHORD .2-7=1 009, 6.7=1009 - - - WEBS 3-1=143, 3-6=1077 " NOTES (6-4)' 1)This truss has been designed for the wind loads generated by 80 mph'winds at 25 R above ground level, using 15.0 psf lap chard dead load and 10.0 psf baltom chard dead `• toad, In the gable and roof zone an an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If and verticals or cantilevers exist," • they era exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase N 1.33 m - - 2) This truss has been designed far a 10.d psf bonachard live load noriconcurrent wltli any other live loads per Table Na 16-8, UBC -97. 3) Provide mectianical connection (by others) of truss to bearing plate atjoinl(s) a.. 4) This truss has been designed with ANSVTPI 4-1995 oiteria. 5) . Webs 3-0 and 3-7 may he ommitted when end jacks are 5-0-0 or less In length. 6) All connections must be par,1997 NOS requirements. LOAD CASE(S) Standard.. r.. Regular: Lumber Increase=1.25, Plate Increase=1.25 - -- . 'Uniform Loads (Plc) • Vert 1-2=70.0 • Trapezoidal Laada (plfj' Vert 2=6.0 -to -6=-45.3, 2= -0.S -to -4=1'89.4, 9=189.¢to-5=-194.3 ' IIUTtS I-FROVI-SUPPORT LATERALSUPPORT''FOR TOP CHORD 111TH SHEATHING. (BY. OTHERS) HOTE.fOH CONNtCT1071' 2 -QAC. 1,'EB.LEHGTH WITHOUT BRACE- �'-9- OFVALLETThuSS10 W.CTH 8RACE 12'-0'. THIS DESIGN CHECKED. FOR 120 N.P.H. COIIUGH 1Hus5 aE oLTgIL-"u"OH t'. WIND LOLD. /-ALL PLATES ARE TO BE HI.TEK-20'S WALLY 5 -REVEL VALLEY TRUSSES FOR PLACEHEIIT UN CU,-L'%N TRUSS, OR -A- THuS� USE DET. 6' -FOR CO1l11ECTTHG'• VALLEY TRUSSES TO COt'�ON R IrWEIICENaHiU TO 7}iu55 w/2-- F PEYGRADE FOk BEVELED BOTTOM •C)IORD0'.2 DF-LDF-L (DET.D) 12/I2 VALLEY T USE 2-164 HAILS 71iU55— ���(ugX.,I10 u.f•.II. wIHOI / I- I H I G E COMMON _ Co11110H h. TIILISSLS THuSSEJ �� —�" ' - zt o c � I Cl. -4 I i [f. l: NIPF•LI1 1. r ,Vk LEI 5L'1 OLTAIL-D I - 1'i GIHOEH 1HUSy 'I -• T USE DET. '6' OR -C- 101 HAILS 1 I II 7-1F TOP CHORD LATERAL BRACING REQpUIRED'IS LESS'. THAN .$PACING OF -- 11 VALLPY. TRUSSES$ 24' O./C. I) it ADDITIONAL .1•{ �RAC.ING.. IS�REQUIRED. UPCIr H0 uF COuu I Lilce II Thu 1 4.a TER..lI BRACING.'SHALL BE NAILED DETAILLA PAHTIAt.IdLIOFLxYOUT WHIN..• 2-10 NAILS. �— F VAl LLY DETAIL -.H. 1 IO I- / AUG l: 9 2003 , -I Huss - -- - 315 3.5 2.3 HURRICAIIE CLTP �.R E ONG' � L I U U. .UE TA -IL:- �.-o loW_or I v7 -- Exp: QI;a0l OV7.SPLICE 1 .l. i .: 2 TO, 12F -- 315 213. i ----------- RKX j-u —S7/i11, gUOUT EI ALLEY ..TRUSS DETAIL 31' 3'{ 315 r,�1 �l- "►�'�Q � -. ---- ---- Z•i SCE fiOICHo.2/ � ,2L3 � I'b911�C -- --- -- 10'-U� TO )Iii >F� i h99 .rl. nc u_ S YLG I%c.,neon+ �•�; „� . .� r,,,�'�o '� Or.cn Mlmnulion. Co,neclo( N.14.+.ra Lumtx-r `iM•T k Industries.* Inc. r ,lr•r. n., rA µ-I q :_ a...l� u. a. 'N 11.4 4t..1 K-..1.,1 L k. C.— rl,.„ r: n.r./,d.rJ n l,n4 Dur - '•tea �_ _ �,•r.'���•�-v.. .. ,mo i ry,i•'(T9''1' °b• m+W+c.. wt,s wr+ave:I.PI. ruwm C.c.rl. .rr��mJn 3140 clCw Ad Camp Dr.1110 W.- h•.Adob h Iw Corduti C( 1670 1„e ..b d.. u•c....n l,..nwry c..+w c. d.r.. r+s .-.. 4' xol u=E.n.s u'.� : "'” "' q mi >•.o..++ •c...l...na •�, �•'v�, w.. n.,. w d m..U�,.Ow..ne +•) o:.d ,...,;..+.. ,wnanb: Copyright (C) 1911 n-.,y•n•. >' •-cu-0.•c r•aJ �r.�,;..., ..Pw� ,G_q o., IN .--d i. u, �d'..i.a.ru �i�sd.. epi.:' d Co Wi.,'o:o�� •�a q, ,+,..r�rq. �IJ. Din. ti,airL,r .Wn e..+ Dc+l n� CYntt . P'w•r c.d a..n.. ,-.-,.a.cq .r o,,.>... .a ..�.,, on r.,y w vn..rd.11 d,... 4 dal,..>,+ p }}+�rl 11W .d CHA111ER' gbE OER .—cu 1, 111] n.. 41..• � re ..+•r h a..yr'..: ic. rou.rr .. '-'V 'Rn d l.r.d b<Vq rd r4, 1r,iuu KW Vr.- ^-�.� •• -r 'a' c.. �. n...ur� r.p,.... - >•uo,.r 11 u M P+1i1d.-,.n� J oan,2r7 Y 1J 'DS � S506 1� 41rr�r..rin .. • mic 4IPI T W -NOV 13 200=1- - - ---1NEe.BP-ACING P'EGOMMEND�,TIOI�FS--------- — t} — S 1=WRA�� 3.5 LONG AND 0.162' IN DIAMETER, IN ACCORDANCE . WITH NOS 1991. NOTE: FOR A SPACING OF 24- O.C. ONLY, MITEK STABILIZER TRUSS BRACING SYSTEMS CAN BE /��+_F•- .r.,�� } V SUBSTITUTED FOR TYPE A. 8, C AND O BRACING MATERIAL CROSS BRACING FOR STABILIZERS (OI -f o ^� '4• F•yl C ARE t0 BE PROVIDED AT BE AY SME INDICATED ABOVE VD-IERE DIAPHRAGM BRACING IS REQUIRED CH BREAKS, TRUSSSTABILIZERS MAY BE REPLlCEO WITH OD BLOCKING. SEE STABILrZER TRUSS BRACING IN WO STALLATION GUIDE AND PRODUCT SPECIFICATION. Z} "s� 1Ts•� 6 , Lrr��'1• m.?v LATERAL BRACING MATERIAL T6d NAILS (SEE NOTES 4 8 BJ: EXP J ,'00, ?,�'pFESS101,V� '0 l� V � .0 46901- A / Hori_>onial BlockingEXP. Q(i13Q/o- X-BRACING - MATERIAL • (One leg of Y, -bracing shown dashed for drawing clarity. This leg will require horiZontal blocking nest to the lop and bottom chord so it attaches to the brace plane.) TRUSS WEB. MEMBERS .. .... /.: A' WARNDyG • verifg design parameters and,READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon •parameters shown, and Is for an Individual building component to be Installed. and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss rary bracing to Insure stability during construction igner.,Bracing shown Is for lateral support of Individual web members only. Additional temp' otion Is the ' 4esp1 pnsibility of the erector. Additional permanent bracing of the overall -structure is the responsibility of the building designer. For general guidance 'regarding fabrication. quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 p Handlfng Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719: Mlle k -L.vly I rtvLLcu 0 T UUNNLU I [ON TYPE BRACING MATERIALS GENERAL NOTES 1. X -BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ' • ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED ' I X 4 IND. 45 SYP PROFESSIONAL. 2. THESE CALCULATIONSBASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. ' ' A -0R- 7. X•ORACING ANTERIAL MUST BE SAME SIZE ANO GRADE OR BETTER, AS THE LATERAL BRACE - 1 X 4 92 SR8 (OF, HF, SPF) MATERIAL AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS VVES MEMBERS • ATAPPROX 45 DEGREES AND SHALL BE "LEO AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-16d COMMON WIRE NAILS. (3-16d NAILS FOR ZX5 MATERIAL) ' .. - /. CONNECT LATERAL BRACE TO EACH TRUSS WITH TWO 16d COMMON WIRE NAILS, (THREE 16d B 2 X 3 #3. STD, CONST (SPF, OF, HF, OR SYP) NAILS FOR ZX6 LATERAL BRACES) . S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY, C 2 X 4 #3, STD, CONST (SPF, OF, HF, OR SYP) fi• FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES ANO HIB -91 HANDLING INSTALLING AND BRACING FOR RECOMMENDATIONS FROM TRUSS MATE INSTITUiE, 5B3 D'ONOFRIO OR IVE. MADISON, WI. 537.49. - 1 1.2 X 6 #3 OR BETTER (SPF, OF, HF, OR SYP) 7. SEE SEPERA7E TRUSS ENGINEERING FOR DESIGN OF WEB MEMBER. 8 THE 16d NAILS SPECIFIED SHOULD BE 3.5 LONG AND 0.162' IN DIAMETER, IN ACCORDANCE . WITH NOS 1991. NOTE: FOR A SPACING OF 24- O.C. ONLY, MITEK STABILIZER TRUSS BRACING SYSTEMS CAN BE /��+_F•- .r.,�� } V SUBSTITUTED FOR TYPE A. 8, C AND O BRACING MATERIAL CROSS BRACING FOR STABILIZERS (OI -f o ^� '4• F•yl C ARE t0 BE PROVIDED AT BE AY SME INDICATED ABOVE VD-IERE DIAPHRAGM BRACING IS REQUIRED CH BREAKS, TRUSSSTABILIZERS MAY BE REPLlCEO WITH OD BLOCKING. SEE STABILrZER TRUSS BRACING IN WO STALLATION GUIDE AND PRODUCT SPECIFICATION. Z} "s� 1Ts•� 6 , Lrr��'1• m.?v LATERAL BRACING MATERIAL T6d NAILS (SEE NOTES 4 8 BJ: EXP J ,'00, ?,�'pFESS101,V� '0 l� V � .0 46901- A / Hori_>onial BlockingEXP. Q(i13Q/o- X-BRACING - MATERIAL • (One leg of Y, -bracing shown dashed for drawing clarity. This leg will require horiZontal blocking nest to the lop and bottom chord so it attaches to the brace plane.) TRUSS WEB. MEMBERS .. .... /.: A' WARNDyG • verifg design parameters and,READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon •parameters shown, and Is for an Individual building component to be Installed. and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss rary bracing to Insure stability during construction igner.,Bracing shown Is for lateral support of Individual web members only. Additional temp' otion Is the ' 4esp1 pnsibility of the erector. Additional permanent bracing of the overall -structure is the responsibility of the building designer. For general guidance 'regarding fabrication. quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 p Handlfng Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719: Mlle k 0 0 'RPGL WITta Hfix. YP. tiRGE HU.ST �� b0 % T>: LI:NGT�I Ih.. TO E U51:i its .AH P a 40 - FLOOR ­.­..... . - ---- . - -- - -. I-1-- - - - 11 --- .--- I GENERAL DE741L 6720 T.C. CUT, DRILLED OR NOTCHED IN 1ST PANEL•AT EITHER END MIN. 6" FROM END OF T.C. f/1AX. SPAN AND HEIGHT AS SHOWN IN CHART BELOW, NO OTHER EXISTING DXMAGE TO TRUSS. P4 NOT DISTURBED NOT DISTURBED 1 3 II 4-0-0 1x3 8 3x6 FP= 4-0-0 1x3 II "'=ADD 3 - 4x8 = 1A II 3x4 = 1x3 II 3x4 = 1x3 II 4x8 = 1 3 = 1 ADD ON 2 3 It Scale = 1 qxn = 4xlu = 3x17.5 M16 FP, 3x4 =3x4 = MAX LENGTH OF DAMAGE TO BE NO MORE THAN 5" AND PLATES ARE NOT DISTURBED. 21-0-0 4x10 = MIN. LUMBER SIZE AND GRADE T.C. = 4X2 SPF 1650F 1.5E B.0 = 4X2 SPF 165OF 1.5E WEB = 4X2 HF STUD 46 = MAX LOADING: (PSF) SPACING = 24" O.C. LOAD, CASE(S) STANDARD LOADING( s TCLL T0.2 SPACING Plates Increase 2�0 1.00 CSl DEFL in (lac)) I/deft FLATES GRIP Ib1AX TRUSS exists; vertical blocking (by others) is'recommended. HEIGHT TC 0.51 Vert LL -0.41 1d >604 f020 185/144 TCOL . 10.0 Lumbar Increase 1.00 BC 0.99 Vert�TL� -0.63 14-16 >394 M1i6 . 127/82 BCLL 0.0. Rep Stress Incr YES Wg .0.73 Harz(T2) 0.12 11 n/a BCDL 10.0 Cade UBC97/ANSI95 (Matrlx) 1st LC L• L Min I/deft = 360 Welght: 84 Ib LUMBER ' BRACING TOP CHORD .4 X 2 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 ac purlins, except end verticals. BOT CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceil(ng directly applied or 10-0-0 cc bracing. VERS 4 X 2 HF Stud REACTIONS (!b/size) 17=1239/0-3-8,11=123910-3-8 FORCES .0b) - First Load Case Only TOP CHORD 17-18=101, 1-18=101, 11-19-101, 10-19=101, 1-2=5, 2-3=3528,3-4=3528.4-5=4726,5-8=-4726,6-7=-4726, 74- BOTCHORD 16-17=2049,15-i6=4366,14-15=4366;13-14--4726,12-13=4366 , 11-12=2049 WEBS 9-11=2320, 2-17=2320, 9-12=1688, 2-16=1688, 8-12=-237, 3-1fi=237, 7-12=956, 4-16=956, 7-13=411, 4-14.--411, 5� NOTES 1 This truss has been checked for unbalanced loading conditions. 2 All plates are M20 plates unless otherwise indicated. 3 This truss has been designed with ANSIITPI 1-1995 criteria. 4 Recommend 2x6 strongbacks, an edge, 'spaced at 90-0-0 on center and fastened to each truss with 3-16d nails. Strongbacks io restrained by other means. ;s:: l OAD CASES) Standard ' ; F j;�:iiil !j 'iOnIN IV 3.5' 6' s 5- ' MITEK PLATES NOT DISTURBED NOTCH OR General Repair Notes: CUT AND REMOVED OR DRILLED HOLE 6720.. • This repair is for cutting, drilling or notching T.C. in I" panel at either end as shown; 6" of T.G. at either end and. plating must not be disturbed. All other lumber and plates are intact and undisturbed. THIS REPAIR IS FOR FLOOR TRUSSES WITH SPAN AND HEIGHT SPECIFICATIONS AS • SHOWN ON ENGINEERING. ■ Truss must be two point B.C. bearing, have webs from B C (bearing) to T.C. in first panel truss symmetry -o•� may vary and chase location must stay within center 1/3 of truss= see oris inal truss engineering. Truss may j have no other existing.damage. • Shore truss to original geometry prior to repair. Attach 2x4 SPF 165OF 1:58 add ons_ as shown nailed to each face of truss w/I Od gun nails (0.131" dia. By 3" long) I' rows) cr 3 o.e. chords and webs. Nails to be placed with sufficient edge distances and end distances as to prevent splitting of wood members: Attach bracing and'sheathing to repair: Add on to one face may be used in lieu of add on to both faces where conditions allow. only one face to be repaired. Do not damage e a.. , AUG 192003 ' I r p Ir. • If vertical load at end of truss exceeds I000 lbs. and -no blocking panel MIN. TRUSS Ib1AX TRUSS exists; vertical blocking (by others) is'recommended. HEIGHT H-IGHT • Mechanical, if in the way, is to be relocated to accommodate repair. Do not ase below 1-4-6. This repair .was designed using a description of existing conditions as 1-4-0 1-5-15 provided by others. 1-6-0 1 1.1 -IS The truss.designer performs no field inspection of trusses. / 2-0-0 Do not use above 2=0-0. MAX. TRUSS SPAY 13-0 0 21-0-0 26-0-0 D U SOUTHERN NEVADA SNCMA.1 COMPONENT �SNICMA MANUFACTURER'S ASSOCIATION 10/20/00 To Whom It May Concern: Re: Floor and Roof Truss Overloads The members of the Southern Nevada Component Manufacturer's Association'w'ill NOT warrant any products that have been overloaded during construction by "stacking' of gypsum wallboard, plywood. or'other types of sheathing or various building materials. . The amount of materials that may be supported without overloading is the roof, or floor truss design. live load. As an example, 20 sheets of material weighing 2 lbs./sq. ft. will total 40 psf, th.e typical residential floor design Dive load; and the entire floor area may be loaded with stacks of - 20 sheets or less. .Typical residential floor trusses will *support 20 sheets of Y2". gypsum wallboard, 16 sheets of 5/8" wallboard or 16 sheets of 3/4" structural sheathing: Typical residential roof trusses will support TO sheets of 1/2" structural sheathing: Additional materials may be stored if: ✓ The trusses are adequately shored (prior to "stacking'.materials) through,to the _slab f. below. ✓ Shoring is in- place before:the loading -occurs. Shoring placed at the bottom chord of the truss will not prevent overloading . ✓ Shoring is located'at the underside of the roof or=floor, sheathing, or is located at :the underside.to the truss top. chord. Care should be taken to avoid crushing of.the.: truss member. Y1 Shoring is properly. designed;- supported and installed by others. Repair of trusses that have been overloaded is not feasible. -Trussed that have been A overloaded rhust.be replaced or all warranty.is..voided.. Please refer to each member's proposal and contract for specific warranty provisions. SOUTHERN NEVADA COMPONENT MANUFACTURER'S ASSOCIATION' .4915 N. Berg Street • North Las Vegas; Nevada 8901 22. Job Tru46 Truss Typo ' DEMO Cd? Rr_,U1.k" I. PIGGYBACK i • PROVIDE ADEQUATE CONNECTION TO TRANSFER j PIGGYBAC.KTRUSS, REFER 70 SEALED OUT -OF -PLANE LOADS FROM PIGGYBACKTO MA1N I ' ' ENGINEERING DRAWING. TRUSS. �aoo12 FOR PITCHED > 8112 ATTACH A 10'-0' LONG 2X4112 H.F. OR BTR SCAB TO ONE FACE OF TRUSS WITH 2 -ROWS OF 10dOMMON WIRE NAILS SPACED AT E O.C. "� ' BASET:RUSS, REFER TO SEALED ENGINEERING: / i IL • � JAZ �br-Or wtCiMtirvl ` !0 2X4 CONTINUOUS PURLINS, ATTACH WITH 2-1"0D NAILS INTO EACH.MEMBER. FOR SPACING REFER B"XB'X1lT CDX PLYWOOD, ATTACHED TO EACH . -TO TOP CHORD BRACING REQUIREMENT ON 'REQUIREMENT WITH 48D NAILS INTO EACH FACE OF EACH ' • BASE TRUSS ENGINEERING (48" O,C.KAX) ." MEMBER I i —OR— - — - _ 6'X4" 20GA. NAIL ON PLATE ATTACHED TO EACH • ? i THIS TRU SS"IS`DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED FACE WITH THREE 1-112•' LONG 11GA NAILS INTO EACH..FACE OF EACH MEMBER BY;OTHERS:'VERIFICATION'OF LOADING, DEFLECTION LIMITATIONS,' —OR—" ! ; FRAMINGMETHODS, WIND BRACING OR OTHER LATERAL BRACING. 1 -PAIR OF SIMPSON H2.5 (OR EQUAL), ONE THAT IS"ALWAYS REQUIRED,'IS RESPONSIBILITY OF THE PROJECT' CONNECTING PURLIN TO PIGGYBACKTRUSS ANDn ARCHITECT OR ENGINEER.ADDITIONAL TEMPORARY AND" PERMANENT -ONE CONNECTING THE PURLIN TO THE BASE i ' BRACING., FOR"STABILITY DURING AND:AFTER"INSTALLATION THAT IS TRUSS (48-'O.C. MAXIMUM) ALWAYS RECOMMENDED, IS THE RESPONSIBILITY OF THE PROJECTI I ' ARCHITECT OR ENGINEER (FOR GENERAL GUIDANCE SEE HIB -91 FROM TPI). ."*PLYWOOD GUSSETS O.C. SPACING AT REQUIRED, TIC BRACING FOR BASE TRUSS (48"MAX,)- STANDABD PIGGY13ACK CONNECTION DETAIL AUG / " DT E�_ ' E!1 Fl . PA; 2 o F P �� UJ u� •' �u` =` I r H c [IT Oil il4J a1.�1FiE� �sslQ [` Rs�� 11-1b TA "Up .To A !%AL_ ((3f C� � . �ip��`'QF N� yell REDONG- Yu. ,LI ul Exp; 06/30/04 " 4 " CIVIL. r 46 OF CADS (QU FEB. 1, 2000. I BEARfNG.BLOCK DETAIL �Sl LCL 3 k.. - REFER TO INDIVIDUAL TRUSS-GE-S16N — FOR PLATE SIZES AND LUMBER GRADES FVIE10 IMPORTANT O 00 ` This detail to be used only with one ply trusses with a D.O.L. lumber increase of 1.15 or higher. MTek Industries, Inc. Trusses not fitting these criteria should be examined individually. 'MINIMUM r EEL HEIGHT 1 i ALLOWABLE REACTION (lb) * ' 2966 . 3281 2126 2231 2966 3281 2126 2231 2966 3281 2126 2231 11 SEARING'SLOCK ALLOWABLE LOADS 855 736 726 1393 1282 1104 1089 1858 1710 1472 1452 Page 1 of 1 BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD (lb) TOTAL EQUIVALENT BEARING LENGTH 3895 0-4-9 4136 0-4-6 2862 04-11 2957 0-4--10 4359 4563 3320 4824 4991 3598 3683 BRG BLOCK TO BE SAME �' I' BLOCK SIZE, GRADE, & SPECIES, AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. ]TES: . USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. :-THE END DISTANCE, EDGE: DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. NAILS DESIGNATED ARE 10d (.131" DIAM. x 3 ) FOR BEARINGS NOT NEARER THAN 3" TO THE END OFA MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A. BEARING FACTOR OF 1.10 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF ' = 625 psi. HF . = 405 psi . SPF =.425 psi C_: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES 3,REATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. A WARNING - Verify design( parameters and READ NND NOTES ON THIS AREVERSE SIDE BEFORE USE: Design valld for use only with MTek connectors. This design is bored only upon parameters shown, and is for an In building component to be installed and loaded vertically. Appllcobllity, of design parameters and proper Incorporotion of component Is responsibility of building designer - not truss: 4esigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construct)ori is the sponsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance' (egarding fabrication, quality control, storage, delivery election and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HI3-91 Handling Installing and Bracing Recommendalior. available from Truss. Plate Institute, 583 D'Onofrio Drive; Madison, WI 53719. 0-4-1.3 0-5-5 0-5-3 0-5-11 - 0-5-5 0-5=14 0-5-12 { M"_ -FESS,'O /Ul m C 46961 �1 :6 EXP.06130107 24. -3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER AND GRADE NAILING PATTERN ffHF 0 2 TOTAL NAILS) SYP 2x4 BOTTOM CHORD OF 2 ROWS @ 3- O.C. SYP IS TOTAL NAILSI HF 'MINIMUM r EEL HEIGHT 1 i ALLOWABLE REACTION (lb) * ' 2966 . 3281 2126 2231 2966 3281 2126 2231 2966 3281 2126 2231 11 SEARING'SLOCK ALLOWABLE LOADS 855 736 726 1393 1282 1104 1089 1858 1710 1472 1452 Page 1 of 1 BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD (lb) TOTAL EQUIVALENT BEARING LENGTH 3895 0-4-9 4136 0-4-6 2862 04-11 2957 0-4--10 4359 4563 3320 4824 4991 3598 3683 BRG BLOCK TO BE SAME �' I' BLOCK SIZE, GRADE, & SPECIES, AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. ]TES: . USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. :-THE END DISTANCE, EDGE: DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. NAILS DESIGNATED ARE 10d (.131" DIAM. x 3 ) FOR BEARINGS NOT NEARER THAN 3" TO THE END OFA MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A. BEARING FACTOR OF 1.10 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF ' = 625 psi. HF . = 405 psi . SPF =.425 psi C_: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES 3,REATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. A WARNING - Verify design( parameters and READ NND NOTES ON THIS AREVERSE SIDE BEFORE USE: Design valld for use only with MTek connectors. This design is bored only upon parameters shown, and is for an In building component to be installed and loaded vertically. Appllcobllity, of design parameters and proper Incorporotion of component Is responsibility of building designer - not truss: 4esigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construct)ori is the sponsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance' (egarding fabrication, quality control, storage, delivery election and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HI3-91 Handling Installing and Bracing Recommendalior. available from Truss. Plate Institute, 583 D'Onofrio Drive; Madison, WI 53719. 0-4-1.3 0-5-5 0-5-3 0-5-11 - 0-5-5 0-5=14 0-5-12 { M"_ -FESS,'O /Ul m C 46961 �1 :6 EXP.06130107 24. SPF SYP 'TTOM CHORD 312x�r , 3 @ 3' O.C. ffHF 0 2 TOTAL NAILS) SYP Zx8 801 -TOM CHORD OF MOWS @ 3' O.C. HF i B TOTAL NAILS) SPF 'MINIMUM r EEL HEIGHT 1 i ALLOWABLE REACTION (lb) * ' 2966 . 3281 2126 2231 2966 3281 2126 2231 2966 3281 2126 2231 11 SEARING'SLOCK ALLOWABLE LOADS 855 736 726 1393 1282 1104 1089 1858 1710 1472 1452 Page 1 of 1 BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD (lb) TOTAL EQUIVALENT BEARING LENGTH 3895 0-4-9 4136 0-4-6 2862 04-11 2957 0-4--10 4359 4563 3320 4824 4991 3598 3683 BRG BLOCK TO BE SAME �' I' BLOCK SIZE, GRADE, & SPECIES, AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. ]TES: . USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. :-THE END DISTANCE, EDGE: DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. NAILS DESIGNATED ARE 10d (.131" DIAM. x 3 ) FOR BEARINGS NOT NEARER THAN 3" TO THE END OFA MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A. BEARING FACTOR OF 1.10 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF ' = 625 psi. HF . = 405 psi . SPF =.425 psi C_: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES 3,REATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. A WARNING - Verify design( parameters and READ NND NOTES ON THIS AREVERSE SIDE BEFORE USE: Design valld for use only with MTek connectors. This design is bored only upon parameters shown, and is for an In building component to be installed and loaded vertically. Appllcobllity, of design parameters and proper Incorporotion of component Is responsibility of building designer - not truss: 4esigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construct)ori is the sponsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance' (egarding fabrication, quality control, storage, delivery election and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HI3-91 Handling Installing and Bracing Recommendalior. available from Truss. Plate Institute, 583 D'Onofrio Drive; Madison, WI 53719. 0-4-1.3 0-5-5 0-5-3 0-5-11 - 0-5-5 0-5=14 0-5-12 { M"_ -FESS,'O /Ul m C 46961 �1 :6 EXP.06130107 24. I-- - ST=STRG-SCK - � LATERAL GRACING RECOMMENDATIONS USE MC I AL I- NAMING ANCHOR TO ATTACH TO BOTTOM CHORD AUG. 16, 2001 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW'FRAMING SYSTEMS, - 2x6 "STRONGBACK" LATERAL SUPPORTS SHOULD BE LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. STRONGBACK MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTEN TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD ATTACH TO VERTICAL WEB WITH (3) - 1 Od COMMON WIRE NAILS BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK ATTACH TO VERTICAL SCAB WITH (3) - IOd COMMON WIRE NAILS ATTACH 2x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 1 Od COMMON WIRE NAILS IN EACH CHORD INSERT SCREVv THROUGH OUTSIDE EDGE OF CHOF.D INTO EDGE OF STRONGBACK JD0 NOT USE DRYWALL TYPE SCREWS) lisd . t"iz v�':1:�• l I..r i � . l.t� � .S • � EXP JUNE 30; VZ: CIVIL JJL �'a.0�Q,10� ATTACH TO cHDRD WITH TWO #1'2 c 3" WOOD SCREWS (216" DIAM.) TRUSSES ATTACH TO VERTICAL ATTACH TO VERTICAL WEB WITH q).- 1 O SCAB WITH (3) - 10d COMMON WIRE NAILS COMMON WIRE NAILS 4-0-0 (TYPICAL SPLICE) INSERT SCREW THROJGH OUTSIDE EDGE OF CHORD INTC EDGE OF STRONGBACK (DO Nor USE ` DRYWALL TYPE.SCRE'VS) 2x6 AS'. REQUIRED / BLOCKING _ SIDEWALL O F ESS/O,y� a� \p C. THE STRONGBACKS SHOULD EITHER BE SECURED TO ADJACENT PARTITION O WALLS OR ALTERNATE "X" -BRIDGING SHOULD BE USED TO TERMINATE THE c� m BRACING MEMBERS. IF SPLICING IS NECESSARY, USE A.4'-0" LONG SCAB C 46901 CENTERED OVER THE SPLICE AND JOIN WITH (12) - 10d NAILS EQUALLY SPACED. _ t� t EXP. 06/0(i/0 ' ALTER NATE 'METHOD OF SPLICING: - OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0".AND FASTEN •y �` WITH (12)-' 10d COMMON WIRE -NAILS STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRQNGBACK IS NOT ALIGNED WITH A VERTICAL) STRONGBACK BRACING ALSO SATISFIES THE.LP,TERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS. 2 3- A WA-'?NING -•Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEr ORE USE. µ � Design valid for use only'with MiTek connectors. This design is based only upon pdrometers shown,'and.is for an individual building comporient to ✓w Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer.- not trus -- — 4designer. Bfacing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is th - sponsibility of the erector. Additional permanent bracing of the overall structure Is the responsibllity of the building. designer. For. general gutdonda regarding fabrlaation, quality control. storage, delivery, etectlon and bracing, consult QST -88 Quality Standard,'DSB-89 Bracing Speclficotion, and HI8-9 • �A p I Handling Installing.and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I tl l i T6 k i I' A.C.E S Version 5.7»»===-------- t -Rp,ITE laeiPa�.v205 - � L HIP .R .. F m Y _ �omEr - HIPRAFTET Truss ID Top --itcZ-_-4_-12_------ Dj-ect--#�-'— —----Quan-t-1-t-Y.-----1-------�- ------------------ 6md �70izF 2 ; 04 -n /04 RISE: .Z TO PK: 5 - RISE_6_11_15 HE-IG_H_T:0-3-15_ ------ _______________ - __ -------------- M.INIi�ICJM:..GRADE OF y`LUMBER.: _� J (PSF)) --- . TOP CHORD : 2 * 4 NOD 1 91 -,DF-L.- r7 L b BOT:'CHORD i 2* 4 :... N,� 1•. g 1, DF -L 2*4 STANDARD 91 DF -L 16 14: - WEBS..___----__ _ -_ -_=__= 0. 10 _----=-________----- _ --- - SPACING 24.0 zZ o.•.� .INS LUi�B = 1 .25 PLATE .%= 1.25 NO. OF MEMBERS ; 1 E l ITIVE "STRESSES NST ���--D o A E HITEK'M20-186,147 MANUFACTURED' FROM ASTM'A'446 GRD A GALVANIZED STEEL(EXCEPT AS'SHOWN) TPI 91 NT AND TEMPORARY BRACING(41HICH IS ALWAYS REOD)CCkISULT'B'-DG ARCHITECT OR ENGINEER. :JST BE INSTALLED -ON EACH FACE ,OF JOINT, SYMHETRICALLY(EXCEPT AS SHO'M DESIGN COt4FORMS WITH NDS DESIGN SPECS,, UBC ICBO, MGN IS FOR TRUSS FABRICATIO`l OtILY.FOR PERHAI2E