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04-3778 (SFD) Revision 1 Truss CalcsN M' 1 1 N H O ' Z to cG F dr p 14 Job Desc.: n _ o N 0 � c =. 1' W S'a8g° IgAENTS 35-325 Date Palm Dr., 5ulte #225 PENINSULA PARK AT PGA WEST Sitelrfonnation: JMW Truss Cathedral City, CA 92234 LOT I G Quality On -Time Service LaQUINTA, CA Telephon't76O) 202-3699 Fa'' (760) 202-4399 -/ D a �� (i �(9 e'..1"i Contact: Sales: Telephone: Fa,: Contact: 7IL iili G 2 CL C e L fi 2 n C P� Scale: Date:Drawn NO SCALE 07/20/04 By: Job # RT 84050366 • - _ 1 1 MiTek" Y MiTek Industries, Inc. - 818 Sourdside Rd 'Edenton, NC 27932 Telephone 252/482-7000 Fax 252/-82-7115 Re: B4050366 B4050366 PENINSULA 16 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by JMW. Pages'or sheets covered by this seal: R12935266 thru R12035359 • My license renewal date for the state of California is June 30, 2005. OQRpFESS/pN • C 17180 z ' * EXP. 06/30/05 yt CIVIL c �'eOFCAUF�� July 20,2004 Anderson, Bob 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-2002 Chapter 2. LJ • Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 Plates Increase 1.25 TCDL 14.0 Lumber Increase R12935266 B4050366 A01 ROOF TRUSS 1 2 10.0 Code UBC97/ANSI95 4x6 • WEBS 2-14=1367, 3-14=-2854, 3-13=1342, 5-13=-987, 5-11=105, 6-11=379, 6-10=-3324, 7-10=1329 Job Reference (optional) .. •• • 0-D�...... ... • •v... ��v..».v U.VUV J JUI1, V CUUJ IVII I UK IIIUUbUIeb, InG. 'I UV JUI LU-7r:l0:Ua 4UU4 rage -I 0-0-0 ' 7-5-0 . 7-11-11 13-3-2 19-5-5 25-7-8 31-0-5 31-770 38-4-8 1 7-5-0 0-6-11 5-3-7 6-2-3 6-2-3 ' SA -13 0-6-11 6-9-8 scale =1:70.9 L� 4.00 12 5x5 M1120 y 3x4 M1120 - 5x6 M112C z - 3x6 M1120 - 3x4 M1120 — 3x5 M1120 2 3 4 5 6 7 14 - 13 1572 11 10 4x4 MII20 - 4x4 M1120 = 5x8 M1120 - 4x4 M1120 - 4x4 M112C - ......, .....L0 = 3x5 M1120 3x5 M1120 zzz 0-0-0 0-0-0 7-5-0 16-4-3 25-7-8 31-7-0 38-4-8 7-5-0 8-11-3 9-3-5 5-11-8 6-9-8 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 d NO BCDL 10.0 Code UBC97/ANSI95 4x6 • WEBS 2-14=1367, 3-14=-2854, 3-13=1342, 5-13=-987, 5-11=105, 6-11=379, 6-10=-3324, 7-10=1329 L� 4.00 12 5x5 M1120 y 3x4 M1120 - 5x6 M112C z - 3x6 M1120 - 3x4 M1120 — 3x5 M1120 2 3 4 5 6 7 14 - 13 1572 11 10 4x4 MII20 - 4x4 M1120 = 5x8 M1120 - 4x4 M1120 - 4x4 M112C - ......, .....L0 = 3x5 M1120 3x5 M1120 zzz 0-0-0 0-0-0 7-5-0 16-4-3 25-7-8 31-7-0 38-4-8 7-5-0 8-11-3 9-3-5 5-11-8 6-9-8 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep,Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER DEFL • TOP CHORD 2 X 4 HF No.2 'Except* Vert(LL) ' 7-9 2 X 4 HF 240OF 2.0E BOT CHORD 2 X 6 HF No.2. *Except* -0.94 11-13 9-12 2 X 6 HF 1950F 1.5E WEBS 2 X 4 HF Stud/Std G SLIDER Right 2 X 4 HF Stud/Std -G 3-4-8 CSI DEFL in (loc) TC 0.87 Vert(LL) ' 0.57 11-13 BC 0.84 Vert(TL) -0.94 11-13 WB 0.67 Horz(TL) 0.15 9 (Matrix) 1st LC LL Min Vdefl = 360 BRACING I/deft PLATES GRIP >798 M1120 185/148 >485 n/a Weight: 320 lb TOP CHORD Sheathed or 3-2-12 oc purlir. BOT CHORD Rigid ceiling directly applied :)r 9-8-9 oc bracing. REACTIONS (Ib/size) 1=2040/0.5-8, 9=2870/Mechanical Max Horz 1=42(load case 5) Max Uplift 1=-531(load case 3), 9=743(load case 4) r FORCES (lb) - First Load Case Only TOP CHORD 1-2=-5331, 2-3=-4871, 3-4=-8492, 4-5=-8492, 5=6=-9339, 6-7=-6299, 7-8=-6762, B-9=-6819. BOT CHORD 1-14=4946,13-14=7471,13-15=9242,12-15=9242,11-12=9242, 10-11=9339,9-10=6373 WEBS 2-14=1367, 3-14=-2854, 3-13=1342, 5-13=-987, 5-11=105, 6-11=379, 6-10=-3324, 7-10=1329 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 0-6-0 oc. Bottom chords 'connected as follows:'2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X.4 - 1 row at 0-9-0 oc. QgoFESS/ONA 2) Unbalanced roof live loads have been considered for this design.' 3) Wind: ASCE 7-98 UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; Q C'• AN per BCDL=6.opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. • 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for Z C 17180 m a 10.0 psf bottom chord live load nonconcurrent with any other live loads per m Table No. 16-B, UBC -97. 6) A plate rating reduction of 20%has been applied for the green lumber members. EXP. 06/30/05 R 71 7) Refer to girder(s) for truss to truss connections.. 8) Special hanger(s) or connection(s) required to support concentrated load(s) 458.51b down and 280.41b up atcS1J C)V 1l. �P 31-5-4 on top chord. Design for unspecified connection(s) is delegated to the building designer. Continued 2 on page Q W FCAL July 20,2004 ® WARNING - Verify design pa—t— and READ NOTES ON TNIS AND INCLvpw MITER REFERENCE PAGE mu -7473 BEFORE USE. 7777 Greenback Lane �r_m Design valid for use only with MITek connectors. This design B based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of des n aramdnters andproper into oration of component is res of building designer- not truss is designer. Bracing shown APP l Ig P incorporation p g to insure is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the Citrus Heights, CA, 95610 1 erector. Adddional 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 ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available front Truss Plate Institute, 583 D'Onofdo Drive. Madison, W1 53719. M iTek • Job @ S.COM Truss Truss Type Qty Ply B4050366 PENINSV-A 16 84050366 • A01 ROOF TRUSS 1 2 812935266 . Job Reference (optional) JMW TRUSS CATHEDRAL CITY 760-202-3699 ROB JMWTRUS 5.000 s Jun 9 2003 Mi Industries, Inc. I ue Jul 20:07:18:06 2004 Page 2 LOAD CASE(S) . ' Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60.0, 2-5=60.0, 5-7=-136.6,.7-9=-60.0,1-15=-20:0, 9-15=-45.5 'Concentrated Loads (lb) Vert: 7=-458.5 • r • I r ® WARNING - Der jjy design pnmmetera and READ NOTES ON TMS AND WCLUpEp MITgg REFERENCE pAG& MU -7473 9EFORE USE. 7777 Greenback Lane Design valid for use only with Mlfek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 ' is for lateral sof design individual rs and proper Incorporation al component is responsibility, of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual ent web members only. Additional temporary bracing to insure building stability during construction is the responsibility of the erector.. Additional permanent bracing of the overall structure i the consult responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Mad'aon, N 53719. M iTek. r Li n LA Job Truss Truss Type Qty Ply 84050366 PENINSU -A 16 64050366 A01A ROOF TRUSS 1 2 R12935267 JMW TRUSS. CATHEDRAL CITY 7Fn-9ro--ARoo anon IAAXArrobrcc r r,Ae 0.0 Rep Stress Incr NO Job Reference (optional) to n ' d • • Plate C u 0 0 0 n L-A 0 0-" 3-8-3 7-5-0 7-11-11 13-5-8 19-6-0 25-6-8 31-0-5 47i() 35-3713 39-0 0 3=8-3 3-8-13 0-6-11 5-5-13 6-0-8 ' 6-0-8 . 5-5-13 0-6-11 3-8-13 3-8-3 ` Scale = 1:71.4 4.00 12 6x8 M1120 3x4 M1120 = 6x8 M1120 3x6 M1120 - 2x4 M1120 II 3x4 M1120 a.n eeuon 4 5 6. 7 19 18 17 16 4x10 MII20 .3x5 M1120 8x12 MII20H WB = 4x8 M1120 = 3x8 M1120 0-0-0 7-5.0 13-5-8 19-6-0 7-5.0 6-" 6-0-8 2 15 14 13 6x8 M1120 4x8 MI120 - 3x5 M1120 - 4x10 M1120 5x7 M1120 W8 o 25-6-8 31-7-0 39-0-0 6-M 6-0-8 7-5-0 0-" LOADING TCLL (psf) 16.0 SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCDL 14.0 Plates Increase 1.25 Lumber Increase 1.25. TC 0.96 BC 0.99 Vert(LL) 0.87 16 >537 M112.0 185/148 BCLL 0.0 Rep Stress Incr NO WB 0.93 Vert(TL) -1.35 Horz(TL) 0.23 16 >347 12 n/a 5) All plates are MT20 plates unless otherwise indicated. BCDL 10.0 Code 'UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl =360 Weight: 301 Ib LUMBER Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction it the responsibillity, the - Citrus Heights, CA, 95610 - - BRACING ! i TOP CHORD 2 X 4 HF No.2 'Except' TOP CHORD Sheathed or 2-1-0 oc purlins. 4-6 2 X 4 HF 165OF 1.5E, 6-9 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied r 7-9-4 oc bracing. BOT CHORD 2 X 4 HF 240OF 2.0E 'Except' 12-14 2 X 4 HF No.2' WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X4 HF Stud/Std -G 1-10-2, Right 2 X4 HF Stud/Std -G 1-10-2 REACTIONS (Ib/size) 1=3430/0-5-8, 12=3430/0-5-8 Max Horz 1=-44(load case 6) Max Uplift 1=-908(load case 3), 12=-908(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-7782, 2-3=-7729, 3-4=-8893, 4-5=-12106, 5-6=-13305, 6-7=-13305, 7-8=-13305, 8-9=-12109, 9-10=-8900, 10-11=-7699, 11-12=-7756 BOT CHORD 1-19=7107, 18-19=8559, 17-18=12106, 16-17=12106, 15-16=12109, 14-15=8569, 13-14=8569, 12-13=7071 WEBS 3-19=1539, 4-19=-281; 4-'18=3907,'5-18=-1356.5-16=1315.7-16=-822,8-16=1312, 8-15=-1355, 9-15=3899,9-13=-284,10-13=1588 NOTES 1) 2 truss -ply to be connected together with 0.1 31 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-6-0 oc. �OQROFESS/. (�,. A%`/Q� Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. PCZ' �� Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) rn z Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.0psf; occupancy category 11; tY' C 17180 I exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33, t EXP. 06/30/05 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. tS1� C)V Il �Q Continued on page 2 �TF�FCAI.�� July 20,2004 ® WARNING Vertfy d sign parameters and READ NOTES ON TBS AND INCLUDED AUTEKREFERENCE PAGE PM -7473 BEFORE USE, Design valid for use only with MiTek connectorsThis design is based only upon parameters shown, and is for on indrv!dual building component. + 7777 Greenback Lane Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction it the responsibillity, the - Citrus Heights, CA, 95610 - - of 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Bullding Component Safety Information available from Truss PlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. ! i Y M ITek® Job Truss Truss Type Qty Ply ' 64050366 PENINSULA 16 64050366 A01A ROOF TRUSS 1. 2 812935267 ' Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, 760-202-3699 ROB@JMWTRUSS.COM 5.000 s Jun 9 2003 MiTek Industries, Inc. Tue Jul 20 C7:18:07 2004 Page 2 NOTES ' 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 12. ' - 9) Girder carries hip end with 7-6-12 end setback 10)' Special hanger(s) or connection(s) required to support concentrated load(s) 458.51b down and 280.41b up at 31-5-4, and 458.51b down and 280.Alb up at 7-6-12 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=60.0, 4-9=-136.6, 9-12=-60.0, 1-12=-45.5 Concentrated Loads (lb) Vert: 4=-458.5 9=-458.5 F 0 ® WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid to use only with MiTek connectors. This design.is based on u Suite 109 h Pon parameters shown.'and a for an individuals design component. Citrus Heights, CA, 95610 is for lateral of design indr individual rs and proper incorporation al component a bracing to insur of building designer - not truss designer: Bracing shown a for lateral support of permanent web members only. Additional is temporary bracing th insure stability during construction g is the responsibillity.of the erector. Additional permanent bracing of the overall and bracing, i the consult of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component - 4® Safety Information available from Truss Plate Institute, 583 D'Onofio Drive, Madison, WI 53719. M!TEk 71 0_0-0 - - - - ----�_----- - ----'--.... ........... .....� .. �...... �.,� � �� ,�,..�au�oa, nw. i uc ✓ui cu J/. lQ:vo 4uu4 rdye i 0-0-0 4-8-3 9-5-0 9-11-11 16-1-11 22-10-5 29-0-5 2 40 34-313 .38-4-8' 4-8-3 4-8-13. 0-6-11 6-2-0 6-8-11 6-2-0 0-6-11 4-8-13 4-0-11 . Scale = 1:70.6 Job Truss Truss Type • Qty Ply B4050366 PENINSULA 16 PLATES GRIP 64050366 A02 ROOF TRUSS • TC 1.00 R12935268 12-14 >886 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 Job Reference (optioral) Vert(TL) -0.92 JMW TRUSS -CATHEDRAL CITY. 760-202-3699 Rnan.IMWTRt Ick CON r nnn M a tenni nekT— r..a.,...-:— r_ 0_0-0 - - - - ----�_----- - ----'--.... ........... .....� .. �...... �.,� � �� ,�,..�au�oa, nw. i uc ✓ui cu J/. lQ:vo 4uu4 rdye i 0-0-0 4-8-3 9-5-0 9-11-11 16-1-11 22-10-5 29-0-5 2 40 34-313 .38-4-8' 4-8-3 4-8-13. 0-6-11 6-2-0 6-8-11 6-2-0 0-6-11 4-8-13 4-0-11 . Scale = 1:70.6 0 a Ll 0 0 n LJ 5x6 M1120 4.00 12 - 3x8 M1120 - 2x4 M1120 '11 6x8 M1120 - 4 5 6 7 0 15 14 13 12 11 7x8 M1120 11 4x8 M1120 t:� 3x8 M1120 = 2x4 M1120 11` 5x7 M1120 WB - 3x4 M1120 - 4x7 MI120 3x10 M1120 0 0-0-0 0-M 9-5-0 16-1-11 22-10-5 29-7-0 38-4-8 9-5-0 6-8-11. 6-8-11. 6-8-11 8-94 ;ets (X.Y): 11:0-1-4.0-3-O1.r7.0-4-n n_t-121 r1n•n-a_a r>_n-n LOADING (psf) SPACING 2-0-0 CSI rt (loc) I/defl PLATES GRIP d 16:0 6x8 • TC 1.00 0 a Ll 0 0 n LJ 5x6 M1120 4.00 12 - 3x8 M1120 - 2x4 M1120 '11 6x8 M1120 - 4 5 6 7 0 15 14 13 12 11 7x8 M1120 11 4x8 M1120 t:� 3x8 M1120 = 2x4 M1120 11` 5x7 M1120 WB - 3x4 M1120 - 4x7 MI120 3x10 M1120 0 0-0-0 0-M 9-5-0 16-1-11 22-10-5 29-7-0 38-4-8 9-5-0 6-8-11. 6-8-11. 6-8-11 8-94 ;ets (X.Y): 11:0-1-4.0-3-O1.r7.0-4-n n_t-121 r1n•n-a_a r>_n-n LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TOLL 16:0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.52 12-14 >886 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.92 12-14 >502 BCLL 0.0 Rep Stress Incl YES WB 0.60 Horz(TL) 0.22 10 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 149 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 *Except* TOP CHORD Sheathed. 7-10 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 5-10-14 oc bracing. BOT CHORD 2 X 4 HF No.2 *Except* WEBS 1 Row at midpt 5-15 1-13 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 24-7, Right 2 X 6 HF No.2 1-9-5 REACTIONS - (Ib/size) 1=1535/0-5-8, 10=1535/Mechanical Max Horz 1=-54(load case 6) Max Uplift 1=-357(load case 3), 10=-355(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-3495, 2-3=T3439, 3-4=-3508, 4-5=-3313, 5-6=-4256, 6-7=-4256, 7-8=-3344,8-9=-3032, 9-10=-3074 BOT CHORD 1-15=3193, 14-15=4307, 13-14=4307, 12-13=4307, 11-12=3190, 10-11=2750 WEBS 3-15=156, 4-15=603, 5-15=-1113, 5-14=128, 5-12=-57, 6-12=-390, 7-12=1200, 7-11=-23, 8-11=468 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone;' cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ® WARNING - Vert& design parameters and BEAD NOTES ON TMS AND INCLUDED BOTEB REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with M7ek connectors. This design 4 based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of bulling designer. not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibly of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onobio Drive, Madison, WI 53719. 9� C)FESS/p\ h� C• ANn� C17180"zr EXP. 06/30/05 4�OFCAt1�0 July 20,2004 7777 Greenback Lane Suite 109' Citrus Heights, CA, 956101 . MiTeks Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 22-10-5 29-7-0 39-0-0 9-5-0 6-8-11 6-8-11 R12935269 B4050366 A02A ROOF TRUSS 1 1 IAA1A1 TRI ICC r`ATuc'nonr r`1T 7cn n„ (loc) I/defl PLATES GRIP TCLL 16.0 Job Reference (optional) 4-8-3 9-5-0 9-11-11 16-1-11 22-10-5 29-0.5 2 -710 34-3-12 3940-0 4-8-3 4-8-13 0-6-11 6-2-0 6-8-11 6-2-0 0-6.11 4-8-13' 4$-3 • - Scale= 1:71.5 5x7 M1120 4.00 12 4 3x8 M1120 - 2x4 M1120 11 U8 M1120 c 5 6 7 6x8 M1120 0- '® 4x8 MII20 ' 15 14 - 13 12 11 6x8 141120 - 3x8 M1120 = 2x4 M11204x8 M1120 II 5x7 MII20 WB = 3x4 MII20 - 3x10141120 = 0-0-0 0-" 9.5-0 16-1-11 22-10-5 29-7-0 39-0-0 9-5-0 6-8-11 6-8-11 6-8-11 9-5-0 Plate Offsets (X,Y):. [1:0-1-8,0-3-0], [7:0-4-0,0-1-12], [10:0-1-8,0-3-11] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.54 12-14 >865 MIIZ) 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.96 12-14 >490 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.22 10 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 150 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-2-11 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 7-3-1 oc bracing. WEBS 2 X 4 HF Stud/Std G WEBS 1 Row at midpt 5-15 -SLIDER Left 2 X 4 HF Stud/Std -G 2-4-7, Right 2 X 4 HF Stud/Std -G 2-4-7 REACTIONS (Ib/size) 1=1560/0-5-8, 10=1560/0-5-8 Max Horz 1=54(load case 5) Max Uplift 1=-362(load case 3), 10=-362(load case 4)' FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3559, 2-3=3503, 3-4=-3581, 4-5=-3383, 5-6=-4423, 6-7=-4423, 7-8=-3582, 8-9=-3503, 9-10=-3559 BOT CHORD 1-15=3251, 14-15=4426, 13-14=4426, 12-13=4426, 11-12=3407, 10-11=3251 WEBS 3-15=169, 4-15=623,5-15=-1169, 5-14=131, 5-12=-4, 6-12=-394, 7-12=1143, 7-11=97, 8-11=170 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANS195; 86mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially,MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL --'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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Beveled plate or shim required to.provide full bearing surface with truss chord at joint(s) 10. LOAD CASE(S) Standard D Q9,O�F E' SSS/0 _ C� C. /-N/1'\� C 17180 z TT EXP. 06/30/05 * / Sr C]V ]l. �P July 20,2004 ® WARNING - Vet jjy design pa to and BEAD NOTES ON THIS AND j2vcL JDED wTzK REFERENCE pAOE ffiI-7473 BEFORE OSE. 7777 Greenback Lane Design valid for use onty with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. • Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 6 for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction a the reponsibillity of the erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidances regarding Safety Information quality control, storage, delivery, erection and bracing, consuls ANSI/TPI I Quality Criteria, DSB-89 and BCSI1 Building Component M ITek� Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 0 Cl Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.99 R12935270 B4050366' A03 ROOF. TRUSS 1 1 BC 0.97 Vert(TL) -0.77 14-16 >602 BCLL 0.0 Job Reference (optional) I— our cu yr. 1o. ry 4VV% rays i 0-0 0-0-0 5-8-3 11-5-0 11-11111 16-9-11 I 22-2-5 27-0-5 27-710 33-3-13 38-4-8 5-8-3, 5-8-13 0-6-11 4-10-0 54-11 4-10-0 0-6-11 5-8-12 5-0-11 • Scale = 1:70.6 d • 1 • Plate 0 [7 0 0 0 4.00 12 5x6101120 3x4 M1120 - 3x4 M1120 - 5x6. MII20 4 5 6 7 17 16 15 14 13 12 3x10 101120 2x4 101120 II 3x8101120 = 4x6 M1120 =44101120 - 3x8 M1120 - ' 3x4 101120 = 0 t' 0 11 rxa M1120 II =x4 M1120 II 4x8 M1120 0-6-0 0-0-0 5-8-3 11-5-0 19-6-0 27-7-0 33-3-13 38-4-8 5-8-3 5-6-13 8-1-0 8-1-0 5-8-12 5-0-11 T LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.41 14 >999 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.77 14-16 >602 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.21 10 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 153 Ib LUMBER. BRACING TOP CHORD 2 X 4 HF No.2 'Except* TOP CHORD Sheathed. 7-10 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-6-6 oc bracing. BOT CHORD 2 X 4 HF No.2 'Except' 10-13 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 2-11-4, Right 2 X 6 HF No.2 24-2 ( REACTIONS (Ib/size) 1=1535/0-5-8, 10=1535/Mechanical Max Horz 1=65(load case 5) Max Uplift 1=350(load case 3), 10=348(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3581, 2-3=-3514, 3-4=-3310, 4-5=-3114, 5-6=3625; 6-7=-3022, 7-8=-3205, 8-9=-3168, 9-10=-3222 BOTCH ORD 1-17=3277, 16-17=3277, 15-16=3588, 14-15=3588, 13-14=3555, 12-13=3555, 11-12=2910, 10-11=2910 WEBS 3-17=59, 3-16=-153, 4-16=574, 5-16=-593, 5-14=66, 6-14=126, 6-12=-667, 7-12=521, 8-12=140, 8-11 =6 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ® WARNING - V—jfg desfgn parameters and READ NOTES ON TMS AND INCLUDED NtrTER REFERENCE PAGE PM -7473 SEFORS USE. Design valid for use only. with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabilty of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regaiding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety information available from Truss Plate Institute, 563 D'Onofrio Drive, Madison, WI 53719. Q�tOF ESS/p\ �c C• ANn�, 7' C 17180 G EXP. 06/30/05 s� C)V(�_. �P July 20,2004 7777 Greenback Lane r_r_• Suite 109 Citrus Heights, CA, 95610 I . MiTek® n U Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 R12935271 B4b50366 A03A ROOF TRUSS 1 1 BC 0.99 Vert(TL) -0.82 12-14 >570 1) Unbalanced roof live loads have been considered for this design. BCLL _ Job Reference (optional) 00 o -o-0 5-8-3 11-5-0 11-11-11 16-9-11 22-2-5 27-0-5 27-710 33-3-13 39-U 5-8-3 5-8-13 0.6-11 4-10.0 5-0-11 4-10-0 0-6-11 5-8-12 5-8-3 Scale = 1:71.5 5x6 M1120 4.00 12 - 3x4 M1120 = 3x4 M1120 = 4 5 6 5x6 M1120 - 7 0 n u rJ 46 �r 16 15 14 13 12 11 oxo mu<v 3x10 M1120 % 2x4 M1120 II 3x8 M1120 = 4x6 M1120 = 3x6 M1120 - 2x- M1120 II 3x10 M1120 3x4 M1120 - 4x6 M1120 - 0-0-0 0-0-0 5-8-3 11-5-0 19-6-0 27-7-0 33-3-13 39-0-0 5-8-3' 5-8-13 8-1-0 8-1-0 5-8-12 5.8-3 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.45 14 >999 MII20, 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.82 12-14 >570 1) Unbalanced roof live loads have been considered for this design. BCLL 0.0 Rep Stress Incr YES WB 0.71 HOrz(TL) 0.24 10 n/a G. A F BCDL 10.0 Code UBC97/ANSI95 (Matrix) . . 1st LC LL Min I/deft = 360 Weight: 154 Ib LUMBER f► �° C7 I V 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10. BRACING ' TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-3-12 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD - Rigid ceiling directly applied or 6-5-10 oc bracing. WEBS 2 X 4 HF Stud/Std G Suite 109 Citrus Heights, CA, 95610 ort is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibSity of the building designer. For general guidance regarding SLIDER Left 2 X 4 HF Stud/Std -G 2-11-4, Right 2 X 4 HF Stud/Std -G 2-11-4 REACTIONS (Ib/size) 1=1560/0-5-8, 10=1560/0-5-8 Max Horz 1=65(load case 5) Max Uplift 1=355(load case 3), 10=-355(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3646, 2-3=-3580, 3-4=3384, 4-5=-3185, 5-6=3746, 6-7=-3185, 7-8=-3384, 8-9=-3579, 9-10=-3646 ? . BOT CHORD 1-17=3338, 16-17=3338, 15-16=3692, 14-15=3692,'13-14=3692, 12-13=3692, 11-12=3338, 10-11=3338 WEBS 3 -17=58,3 -16= -142,4 -16=594,5-16=-635,5-14=97,6-14=97,6-12=-635,7-12=594,8-12=-142, 8-11=58 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; o? OFESS/pN exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33: 3) Provide G. A F 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. I f Z m 5) A plate rating reduction of 20% has been applied for the green lumber members. f► �° C7 I V 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10. ' EXP. 06/30/05 LOAD CASES) Standard cS1J C1 11- �Q OFCAO� . July -20,2004 ®WARMNG - D design eron gn and READ NOTES AND INCLUDED REFERENCE PAG& MII•7473 BEFORE USE, 7777 Greenback Lane iTek connectors. se only Design valid for use only with M7ek connectorsThis design is based only upon parameters shown, and a for an individual building comporieni. s show Apprilaabaly of of parvidual rs and proper incorporation of component is responsiblity of building designer - not truss designer. Bracing shown Suite 109 Citrus Heights, CA, 95610 ort is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibSity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/T1,11 quality Criteria, DSB-89 and SCSI l Building Component Safety Information available from Truss Plate Institute, 563 D'Onobio Drive. Mod�son, VJI 53719. M iTek� V • n LA 6x8 16 3x5 M1120 2x4 141120 11 3x5 M1120 - 6-8-3 13-5.0 13-11-11 19-6-0 25-0-5 25140 32-3-13 38-4-6 6-8-3 6-8-13 0.6-11 5-6-5 5-6-5 0-6-11 6-8-12 6-0-11 Scale = 1:70.6 6x8 M1120, _ 4.00 12 ` 4 2x4 M1120 11 6x8 M1120 5 s 0-0-0 6-8-3 • Plate Offsets 0 0 0 0 • 6-8-13 LOADING Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 1.25 ' 64050366 A04 - ROOF TRUSS 1 1 R12935272 YES BCDL JMW TRUSS, CATHEDRAL CITY, 760-202-3699 ROB(cDJMWTRUSS.COM 5.006 s Jun q 9nn3 Miral 1n 1 r�rr Job Reference (option 3l) o� Inn T„o I, d on ., a., nnn� n 2 X 4 HF No.2 'Except` • n LA 6x8 16 3x5 M1120 2x4 141120 11 3x5 M1120 - 6-8-3 13-5.0 13-11-11 19-6-0 25-0-5 25140 32-3-13 38-4-6 6-8-3 6-8-13 0.6-11 5-6-5 5-6-5 0-6-11 6-8-12 6-0-11 Scale = 1:70.6 6x8 M1120, _ 4.00 12 ` 4 2x4 M1120 11 6x8 M1120 5 s 0-0-0 6-8-3 • Plate Offsets 0 0 0 0 • 6-8-13 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL . 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANS195 LUMBER 1.00 Vert(LL) 0.35 TOP CHORD 2 X 4 HF No.2 'Except` BC 0.95 6-9 2 X 4 HF 1650F 1.5E 13-15 >719 BOT CHORD 2 X 4 HF No.2 'Except' 0.46 Horz(TL) 0.20 9-12 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud/Std G 15t.LC LL Min VdeH = 360 SLIDER Left 2 X 4 HF Stud/Std -G 3-5-9, BRACING Right 2 X 6 HF No.2 2-10-7 .. 15 14 13 12 11 3x4 M1120 = 3x6 MII20 = 3x6 MII20 = _ 3x4 141120 - 3x8 M1120 = dS M; 1 Cl .� 7x8 M1120 I I 2x4 14120 11 4x8 M1120 REACTIONS (Ib/size) 1=1535/0-5-8, 9=1535/Mechanical Max Horz 1=76(load case 5) Max Uplift 1=-342(load case 3), 9=-340(load case 4) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=-3606, 2-3=-3530, 3-4=3120, 4-5=-3147, 5-6=-3147, 6-7=-3042, 7-8=-3246, 8-9=-3314 BOTCHORD 1-16=3303,15-16=3303,14-15=2921, 13-14=2921, 12-13=2865,11-12=2865, 10-11=2999, j 9-10=2999 WEBS 3-16=103, 3-15=-400,.4-15=290, 4-13=289, 5-13=-300, 6-13=360, 6-11=206, 7-11=-137, 7-10=59 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. ' LOAD CASE(S) Standard ; � FESS/p\ C. ANn C17180 Z� ' yt EXP. 06/30/05 �1J C]Vll. �Q OFCAOF . July 20,2004 ® WAAMWG - 9er(& design parameters and READ NOTES ON TRIS AND D9CUMED WTES REFERENCE PAGE Mr67473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and 4 for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the ..far. Additional fabrication, quality control, storage, dermanent elivery, erectioof the n and bracing, onstructure is the sult �bA�NS RPII Qualof the ity building Crdesiiteria, OSB-8er. For9 andrBCal S11 Building uidance Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7777 Greenback Lane r_r_m. Suite 109 Citrus Heights, CA, 95610MI 4 MiTek® 0-0-0 19-6-0 25-7-0 32-3-13 38-48 6-1-0 ' 6-1-0 6-8-12 6-0-11 ,0-1-12],[9:0-6-3,0-0-7] CSI DEFL in (loc) Well PLAiTES GRIP TC 1.00 Vert(LL) 0.35 13-15 >999 MII2) 185/148 BC 0.95 Vert(TL) -0.64' 13-15 >719 WB 0.46 Horz(TL) 0.20 9 . n/a (Matrix) 15t.LC LL Min VdeH = 360 Weight: 156 Ib BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied. or 6-7-13 oc bracing. REACTIONS (Ib/size) 1=1535/0-5-8, 9=1535/Mechanical Max Horz 1=76(load case 5) Max Uplift 1=-342(load case 3), 9=-340(load case 4) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=-3606, 2-3=-3530, 3-4=3120, 4-5=-3147, 5-6=-3147, 6-7=-3042, 7-8=-3246, 8-9=-3314 BOTCHORD 1-16=3303,15-16=3303,14-15=2921, 13-14=2921, 12-13=2865,11-12=2865, 10-11=2999, j 9-10=2999 WEBS 3-16=103, 3-15=-400,.4-15=290, 4-13=289, 5-13=-300, 6-13=360, 6-11=206, 7-11=-137, 7-10=59 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. ' LOAD CASE(S) Standard ; � FESS/p\ C. ANn C17180 Z� ' yt EXP. 06/30/05 �1J C]Vll. �Q OFCAOF . July 20,2004 ® WAAMWG - 9er(& design parameters and READ NOTES ON TRIS AND D9CUMED WTES REFERENCE PAGE Mr67473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and 4 for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the ..far. Additional fabrication, quality control, storage, dermanent elivery, erectioof the n and bracing, onstructure is the sult �bA�NS RPII Qualof the ity building Crdesiiteria, OSB-8er. For9 andrBCal S11 Building uidance Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7777 Greenback Lane r_r_m. Suite 109 Citrus Heights, CA, 95610MI 4 MiTek® 0 Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 6-8-3 6-8-13 6-1-0 6-1-0 6-8-12 6-8-3 • Plate Offsets (X,Y): [1:0-1-4,0-3-01; [4:0-4-0,0-1=12], [6:0-4-0,0-1-12], [9:0-1-4,0-3-11], [11:0-0-0,0-0-0], [12:0-0-1,0-0'-0] R12935273 84050366 A04A ROOF TRUSS 1 1 PLATES GRIP IhA1A/ Tol•ICC r`ATLJ CI'l�nl nrry �cn nnn nrnn n..n� ,..,.rte ... ..... ...... _ ___ _ ____ .'.._ Vert(LL) 0.38 13 ' >999, Job Reference (optional). 0-0-0 ,,.., ,,,.. i uc uui ays 1 0-0-0 6-8-3 13-5-0 13-11111 19-6.0 25-0-5 2$-7T0 32-3-13 39 0 0 6-8-3 6-8-13 0-6-11 5-6-5 5-6-5 0-6-11 6-8-12 6-8-3 I - Scale = 1:71.5 &B MII20 = 2x4 M1120 I l 6x8 M1120 - 4.00 12 4 5 6 3x5 M1120 s 2X4 MII20 I I 3x5 M1120 II 3x4 M1120 = 3x6 M1120 = '3x4 M1120 = 2x4 MIQO 3x5 MII20 3x8 MII20 - 3x5 MII20 zz 3x6 M1120 c ' 0_" 0-0-0 6-8-3 13-5-0 19-6-0 25-7-0 32-3-13 39-" 6-8-3 6-8-13 6-1-0 6-1-0 6-8-12 6-8-3 • Plate Offsets (X,Y): [1:0-1-4,0-3-01; [4:0-4-0,0-1=12], [6:0-4-0,0-1-12], [9:0-1-4,0-3-11], [11:0-0-0,0-0-0], [12:0-0-1,0-0'-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.38 13 ' >999, M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.69 11-13 >680 BCLL 0.0 Rep Stress Incr YES WB - 0.45 . Harz(TL) . 0.22 9 ' n/a ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Wei7ht: 156 Ib LUMBER BRACING + TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied ar 6=74 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3-5-9, Right 2 X 4 HF Stud/Std,-G 3-5-9 t REACTIONS (Ib/size) 1=1560/0-5-8, 9=1560/6-5-8 Max Holz 1=76(load case 5) Max Uplift 1=-346(I6ad case 3), 9=-346(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3673, 2-3=-3597, 3-4=-3183, 4-5=-3252, 5-6=-3252, 6-7=-3183, 7-8=-3597, 8-9=-3673 BOT CHORD 1-16=3366, 15-16=3366, 14-15=2992, 13-14=2992, 12-13=2992, 11-12=2992, 10-11=3366, 9-10=3366 WEBS 3-16=102, 3-15=-391, 4-15=286, 4-13=332, 5-13=-306, 6-13=332, 6-11=286, 7-11=-391, 7-10=102 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf, BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. OQ,?,OFESS/ON p' `� 3) Provide adequate drainage to prevent water ponding., Ci• AI�Q �� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per '�� ( G, Table No. 16-B, UBC -97. !, 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9. C 17180 1 LOAD CASE(S) Standard EXP.. 06/30/05 S� CMI N ��OF CALI�p�� July 20,2004 ' ® WARNING - V—(& design paramet_— and READ NOTES ON Tffi5 AND INCLUDED MTEX REFERENCE PAG& MU 7473 BEFORE USE, Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. 7777. Greenback Lane Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure Citrus Heights, CA, 95610 stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabric quality control, storage, delivery, erection and bracing, consult ANSI/TPll InformationQuality Criteria, DSB-89 and BCSII .Building Component Safety Information avaBabie from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ' Welk • Job Truss Truss Type Qty Ply 84050366 PENINSU-4 16 64050366 A05 ROOF TRUSS 1 1 R12935274 Plate Offsets (X,Y): [1:0-1-0,U-3-01,[9:0-6-3,0-0-7] LOADING (psf) Job Reference (optional) JMW TRUSS DEFL in (loc). I/defl PLATES GRIP TOLL 16.0 TCDL 14.0 Plates Increase 1.25 u -u -u I— —ye r 0-0-0 7-8-3 15.5-0 15-11-11 19-6-0 23-0-5 23,-7-0 31-3-13 38-4-8 t 7-8-3 7-8-13 0-6-11 3-6-5 3-6-5 0-6-11 7-8-12 7-0-11 Scale = 1:70.6 5x7 M1120 0 3x4 M1120 = 5x7 M1120 4.00 12 4 5 6 14 13 12 11 10 3x5 M1120 2x4 M1120 I I 3x8 M1120 = 3x6 M1120 = 3x8 M1120 = 2x4 M1121 11 i 0 7X81011120 11 4x4 M1120 4x4 M1120 Ll 0-0-0 7-8-3 15-5-0 23-7-0 31-3-13 38-4-8 7-8-3 7-8-13 8-2-0 7-8-12 7-0-11 Plate Offsets (X,Y): [1:0-1-0,U-3-01,[9:0-6-3,0-0-7] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc). I/defl PLATES GRIP TOLL 16.0 TCDL 14.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.31 13-14 >999 M820 185/148 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.60 13-14 >768 BCLL 0.0 Rep Stress Incr YES WB . 0.38 Horz(TL) 0.19 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) . 1st LC LL Min I/defl = 360 Weight: 155 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 'Except' TOP CHORD Sheathed. 6-9 2 X 4 HF 240OF 2.0E BOT CHORD Rigid ceiling directly BOT CHORD 2 X 4 HF No.2 'Except' applied or 6-8-13 oc bracing. WEBS 1 Row at midpt 9-12 2 X 4 HF 165OF 1.5E 3-13,7-11 WEBS '2 X 4 HF Stud/Std G SLIDER Left 2 X 4 FIF Stud/Std -G 3-11-14, Right 2 X 6 HF No.2 3-4-13, • REACTIONS, (Ib/size) 1=1535/0-5-8,9=1635/Mechanical Max Horz 1=87(load case 5) Max Uplift 1=-333(load case 3), 9=-330(load case 4) .FORCES (lb) - First Load Case Only . TOP CHORD 1-2=-3591, 2-3=-3517, 3-4=-2914, 4-5=-2708, 5-6=-2675, 6-7=-2859, 7-8=-3284, 8-9=-3365 BOT CHORD 1-14=3300,13-14=3300,12-13=2712,11-12=2712, 10-11=3046, 9-10=3046 WEBS 3-14=134, 3-13=-622, 4-13=390, 5-13=-6, 5-11=-62, 6-11=361, 7-11=-387, • 7-10=104 NOTES 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8Apsf; BCDL=6.0psf, occupancy category Il; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide OQ?,OFESS/0 adequate drainage to prevent water ponding. 4) This truss �� (�,. ANQ F has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads per �� Table No. 16-13, UBC -97. •, 5) A plate rating reduction of 20% has been applied for the green lumber members. z m 6) Refer to girder(s) for truss to truss connections. C 171$ 0 LOAD CASE(S) Standard * EXP. 06/30/05 CIVIL �P F CAL*�� July 20,2004 ® WARNING - Ver(rg design parameters and READ NOTES ON TMS AND7NCLDDED pSE, WTER' REFERENCE PAGE MU 7473 BEFORE Design valid for use only with M1ek connectors. fib design's based only upon parameters shown, and is for an individual building component. of design por rs and proper incorporation of component is 7777 Greenback Lane Suite 109 Citrus Heights, is for lateral ideal responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional CA, 95610 �' fabrication, quality permanentof the overall structure is the responsibilitythe For9 regarding AIiNSI/1711 storage, delivery. erection and bracing, Crite desan Qualof onult ity DSB-8er. andral OCS lIdance Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, M 53719. RA iTdmI L-0 Ll a Job. Truss Truss, Type Qty Ply B4050366 PENINSULA 16 B4050366 A05A ROOF TRUSS 1 1 R12935275 JMW TRUSS CATHFnRAI rlTV 7an_�no_zaoo v 14.0 Lumber Increase 1.25 Job Reference (optional) I uc w1 cu 'If. 1 o. If ZV V 4 rage 0-0-0 7-8-3 15-5-0 15-11-11 19-6-0 23-0-5 23,-770 31-3-13 '39-0-0 7-8-3 7-8-13 0-6-11 3-6-5 3-6-5 0-6-11 7-8-12 7-8-3 Scale = 1:71.5 5x7 M1120 s f - 3x4101120 = 5x7Iv11120 4.00 12 4 5 6 I U [7 0 US M1120 2x4101120 lu 3x5101120 I I 3x8 M1120 - 4x6 MI120 = 3x8101120 = 2x4 M1120 11 3x5 101120 - 34101120 7-8-3 7-8-13 23-7-0 8-2-0 31-3-13 39-0-0 7.8-12 7-8-3 0-M LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft. PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.34 13 >999 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.68 11-13 >692 BCLI 0.0 Rep Stress Incr YES WB 0.37 Horc(TL) - 0.22 9 n/a BCDL 10.0 Code UBC97%ANSI95 (Matrix) . 1st LC LL Min Vdefl = 360 WEght: 155 Ib LUMBER BRACING TOP CHORD' 2 X 4 HF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-8-5 oc bracing. WEBS 2 X 4 HF Stud/Std G WEBS 1 Row at midpt 3-13,7-11 SLIDER Left 2 X 4 HF Stud/Std -G 3-11-14, Right 2 X 4 HF Stud/Std -G 3-11-14 REACTIONS (Ib/size) . 1=1560/0-5-8, 9=1560/0-5-8 Max -Hort 1=87(load case 5) Max Uplift 1=-336(load case 3), 9=-336(load case 4) f FORCES (lb) - First Load Case Only _ TOP CHORD 1-2=-3661, 2-3=-3586, 3-4=-2991, 4-5=-2780, 5-6=-2780; 6-7=-2991, 7-8=-3585, 8-9=-3661 BOT CHORD 1-14=3364, 13-14=3364, 12-13=2802, 11-12=2802, 10-11=3364, 9-10=3364 WEBS 3-14=133, 3-13=-612, 4-13=412, 5-13=35, 5-11=35, 6-11=412, 7-11=-612, 7-10=133 NOTES i 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.0psf; occupancy category Il; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for, the green lumber members. LOAD CASE(S) Standard I® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEH REFERENCE PAGE MQ -7473 BEFORE USE. Design valid for use bnly,with MITek connectors. This design is based Only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsblity, of building designer- not truss designer. Bracing shown is for lateral support of individual web merfhbers.only. Additional temporary bracing to insure stability during construction is the responsibillI of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding cation, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component fabric Safety Information available from Truss, Plate institute, 583 D'Oriofrio Drive, Madison, wl 53719. '�- C ""p z yt EXP. 06/30/05 FCALIF�� . July 20,2004 7777 Greenback Lane '�� Suite 109 • - Citrus Heights, CA, 9561001 MOW 0 Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 812935276 B4050366 A06 ROOF TRUSS 1 1 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.70 1415 >657 Job Reference (optional) oiv,vr , i „-- yr , k w-cvcvVaa Rvo�J1vVV I muoo.l. Ivi a.k/UU 5 JUn a LUUJ IVII1 eK In1JU5rf1e5, 1nG. I ue JUI LU uf: 1o: Io LUU4 rage b 0-0 0-0-0 21-0-5 5-10-10 11-5.13 1 17-5.0. 17-11-11 21-710 27-6-3 33-1-6 38-6-0 5-10-10 5.7-2 5-11-3 . 0-6-11 3-0-10 0-6-11 5-11-3 5-7-2 5-0-10 Scale= 1:70.9 _ 5x5 M1120 5 6x8 M1120 - L) s LJ 61 n 15 14 13 12 11 3x5 M1120 ' 3x4 M1120 - - 3x6 M1120 = . 3x4 M1120 3x5 MII20 ' 3x8 M 112 = 3x4 MII20 - 0 20 I I 4x8 M1120 0-0-0 0-0-0 8-8-3 17-5-0 21-7-0 30-3-13 38-6-0 8-8-3 8-8-13 4-2-0 8-8-13 8-2-3 - LOADING (psf) SPACING 2-0-0 . CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.31 1415 >999 MI20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.70 1415 >657 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.19 10 n/a BCDL 10,0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 159 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 'Except' TOP CHORD Sheathed or 2-3-7 oc purlins. .6-10 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-7-9 oc bracing. BOT CHORD 2 X 4 HF No.2 `Except 10-13 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3-0-6, Right 2 X 6 HF No.2 2-6-11 REACTIONS (Ib/size) 1=1540/0-5-8, 10=1540/Mechanical Max Horz 1=97(load case 6) Max Uplift 1=-322(load case 3), 10=-320(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3583, 2-3=-3514, 3-4=-3371, 4-5=-2647, 5-6=-2463, 6-7=-2633,7-8=-3207, 8-9=-3264, 9-10=-3327 BOT CHORD 1-15=3278, 14-15=3001, 13-14=2447,12-13=2447,11-12=2926, 10-11=3006 WEBS 3-15=-138, 4-15=304, 414=-644, 5-14=475, 6-14=28, 6-12=462, 7-12=57317-1 1=168, 8-11=18 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ® WARNING - 17ertry design parameters and READ NOTES ON THIS AND D9CLUDED 1111TES REFERENCE PAGE AW -7473 BEFORE. USB. Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during consNction is the responsibility 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 ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. aoFESS/p\ G AAO 4 _ c l CJF •EXPd July -20,2004 7777 Greenback Lane ��• Suite 109 Citrus Heights, CA 95610 "MI MiTek� 0 LJ rI L-A L] u r, Job Truss Truss Type Qty Ply B40366 PENINSULA16812935277 05Reference 84050366 A07 ROOFTRUSS 2 1 job 0.31 • 14-16 >999 Lumber Increase 1.25 BC 0.95 (optiolal) JMW TRUSS. CATNFnRAI 1717VTv 7an_,r»_zaoo Dno.- Rep Stress Incr NO WB 0.54 1� d Plat 0-0-0 6-8-5 13-1-3 • 19-6-0 25-10-13 32-3-11 39-0-0 6-6-5 6-4-13 6.4-13 6-4-13 6-4-13 6-8-5 Scale = 1:69.0 5x5 MI120 = 4.00 12 6 3x5 M 11 3x5 3x6 M1120 = .3x8 M1120 = 4x6 M1120 - 3x4 M1120 3x5 MII20 3x4 M1120 = 0-0-0 LOADING. (psf) TCLL ' ' 16.0• TCDL 14.0 BCLL 0.0 BCDL 10.0 9-10-12 9-10-12 9-7.4 9-7-0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Plates Increase 1.25 TC 0.96 Vert(LL) 0.31 • 14-16 >999 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.67 14-16 >696 Rep Stress Incr NO WB 0.54 Horz(TL) 0.19 11 n/a Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 LUMBER BRACING TOP CHORD 2 X 4 HF d 3x5 M1120 3x5 M1120 0-0-0 39=0-0 9-10-12 PLATES GRIP M11120 185/148 Weight: 149 lb N0.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 HF 1650F -1.5E BOT CHORD Rigid ceiling directly applied or 8-5-3 oc bracing. WEBS 2 X 4 H Stud/Std G WEBS. 1 Row at micipt 5-14, 7-14 SLIDER Left 2 X 4 HF St WSW G 3 5 8 Right 2 X 4 HF Stud/Std -G 3-5-8 i REACTIONS (Ib/size) 1=1560/0-5-8, 11=1560/0-5-8 Max Horz 1=110(load case 5) Max Uplift 1=-313(load case 3), 11=-313(load case 4) FORCES • (lb) - First Load Case Only TOP CHORD 1-2=-3639, 2-3=-3563, 3-4=3346,4-5=-3305, 5-6=-2456, 6-7=-2456, 7-8=-3305, 8-9=-3346, 9-10=-3563,10-11- 3639 BOT CHORD 1-16=3336,15-16=2909,14-15 =2909, 13-14=2909, 12-13=2909, 11-12=3336 WEBS 3-16=-251, 5-16=404, 5-14=-794, 6-14=1144, 7-14=-794, 7-12=404, 9-12=-251 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category ll; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 11., LOAD CASE(S) Standard ® WARNING -'Vertfy design parameters and READ NOTES ON THIS AND INCLUDED AUTFK REFERENCE PAGE MU -7473 BEFORE US.I- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, 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 ANSI/TP11 quality Criteria, DSR -89 and BCS11 Building Component + 1 Safety Information ovollable from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. - Q\kOF--E� SSS/p\ CJ1718O2:EXP C CIV July 20,2004. 7777 Greenback Lane r_r_m suite 109 41111111111 Citrus Heights, CA, 95610 M1 MiTeks 0 • U 6 0 Job TrussTruss Type. Qty Ply B4050366 PENINSULA 16 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 812935278 B4050366 A08 ROOFTRUSS 1 1 BC 0.86 'I�A1Ar TOI ICC r�ATul=nnnl 14-16 >736 BCLL - Job Reference (optional) 0-0-0 _ _---,._________..__`._..... ..._---.----... ,, amu.,.. ,.,,, �,",n,uap,w,uw. Iuc uui cuu .ro.<I cuuw ray. I 0-m 6-8-5 13-1-3 19-6-0 25-10-13 32-3-11 39-0-0 i 6-8-5 6-0-13 6-4=13 641-13 6A-13 6-8-5 _ Scale =1:69.2 5x5 M1120 4.00 .12 6 3x8 M1120 y --- •� I` 3x6 M1120 - 3x8 M1120 = 4x6 M1120 = 3x4 M1120 3x8 MII20 3x4 M1120 = 0-" d 3x8 M1120 3x8 M1120 z 0-0-0 9-10-12 19-6-0 29-1.4 39-0-0 9-10,12 9-7-4 9-7-4 LOADING (psf) SPACING 2-0-0 CSI DEFL' in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.26. 14-16 >999 MII210 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.64 14-16 >736 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.16 11 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weioht: 149 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E 'Except' TOP CHORD ' Sheathed or 2-6-9 oc purlins. 14.2 X 4 HF 240OF 2.OE, 8-.11 2 X 4 HF 240OF 2.0E BOT CHORD Rigid ceiling directly applied o7 10-0-0 oc bracing. BOT CHORD 2 X 4 HF 240OF 2.0E 'Except' WEBS 1 Raw at midpt 5-14,7-14 13-15 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3-5-8, Right 2 X 4 HF Stud/Std -G 3-5-8 • REACTIONS (Ib/size) 1=1560/0-5-8, 11=1560/0-5-8 Max Grav 1=2347(load case 4), 11=2347(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3645, 2-3=-3570, 3-4=-3363, 4-5=-3309, 5-6=-2455, 6-7=-2455, 7-8=-3308, 8-9=-3362, 9-10=-3570,10-11=-3645 BOT CHORD 1-16=3343, 15-16=2908, 14-15=2908, 13-14=2908, 12-13=2908, 11-12=3342 WEBS 3-16=-256, 5-16=411, 5-14=-793, 6-14=1141, 7-14=793, 7-12=410, 9-12=-256 • NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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. 3) A'plate rating reduction of 20% has been applied for the green lumber members. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 11. 5) 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 39-0-0 for 110.0 plf. LOAD CASE(S) Standard IL WARNING - Vert& design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE IM -7473 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. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardrng fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. 0 Q RpF ESS/p c C. ANn v 7CT'0-�. 35 `sr CjVi'L. �P July 20,2004 7777 Greenback Lane --Ip Suite 109 Citrus Heights, CA, 95610 l MiTek® 0 0 Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 16.0 Plates Increase. ` 1.25 TCDL 14.0 Lumber Increase 1.25 R12935279 B4050366 B01 ROOF TRUSS 1 1 LUMBER 1st LC LL Min Vdefl = 360 • TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 240OF 2.0E WEBS 2 X 4 HF Stud/Std G Job Reference (optional) JIVIVVO 0-0 JJ, %,M I.nCURNL VI IT, rOV-NL-30yy MU6UWJIVIVV I muoJ.%,UIVI a.uuu s Jun u zuu3 IVII I eK Inausines, Inc.. I Ue JUI LU Uf: 10.44 NU4 rage I 0-0-0 6-6-4 12-9-0 18-11-12 25-6-0 6-6-4 6-2-12 6-2-12 6-641' Scale = 1:442 4x6 M1120 = 4 4x5 M1120 3X41011120 = ` 3x4 MI120 = 3x4 M1120 - 4x5 M1120 CONN. OF GABLE STUDS W/1.5X4 PLATES TYP. 0-0-0 0-0-0 8-7-3 16-10-13 25`6-0 8-7-3 8-3-11 8a-3 !b CSI LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase. ` 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO ' BCDL 10.0 Code UBC97/ANSI95 LUMBER 1st LC LL Min Vdefl = 360 • TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF 240OF 2.0E WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3-4-8— Right Right 2 X 4 HF Stud/Std -G 3-4-8 !b S REACTIONS (Ib/size) 1=1020/0-5-8, 7=1020/0-5-8 Max Uplift 1=-108(load case 5), 7=-108(load case 6) Max Grav 1=1995(load case 4), 7=1995(load case 3) FORCES (lb) -First Load Case Only TOP CHORD 1-2=72183.2-3=-2125,3-4=-1950,.4-5--'1950,5-6=-2125,6-7=-2183 BOT CHORD 1-10=1991, 9-10=1450, 8-9=1450,7-8=1991 ' WEBS' 3-10=-291, 4-10=522,4-8=522, 5-8=-291 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Gable studs spaced at 1-4-0 oc. 3) This truss has.been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. I 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed for a total drag load of 200 pif. Connect truss to resist drag loads along bottom . chord from 0-0-0 to 25-6-0 for 200.0 plf. , LOAD CASE(S) Standard ® WARNING - Ver jfy design pa—r etem and READ NOTES ON THIS AND nVCWDED ffiTEE REFERENCE PAGE Mu -7473 BEFORE USE. Design valid for g use only with No1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 'is for lateral support of individual web members only. Addtional temporary bracing to insure stability during construction is the responsibiliity of the erector. Additional permanent bracing of the overall structure is the responsiblity of the building designer. For general guidance regarding fabrication,'quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCS11 Building Component. Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison. WI 53719. Q �OFESS/0\ ANn� C171sa G� EXP. 06/30/05 1k CIVI\. OF CAI.OF July 20,2004 7777 Greenback Lane ter_• Suite 109 • Citrus Heights, CA. 9561 -ml I Woke 0 - Woke CSI DEFL in (loc) I/deft PLATES GRIP TC 0.79 Vert(LL) 0.11 8-10, >999 M1120 185/148 BC. 0.62 Vert(TL) -0.24 8-10>999 . WB 0.32 Horz(TL) 0.05 7 n/a (Matrix) 1st LC LL Min Vdefl = 360 Weicht: 133 Ib BRACING TOP CHORD Sheathed or 2-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. S REACTIONS (Ib/size) 1=1020/0-5-8, 7=1020/0-5-8 Max Uplift 1=-108(load case 5), 7=-108(load case 6) Max Grav 1=1995(load case 4), 7=1995(load case 3) FORCES (lb) -First Load Case Only TOP CHORD 1-2=72183.2-3=-2125,3-4=-1950,.4-5--'1950,5-6=-2125,6-7=-2183 BOT CHORD 1-10=1991, 9-10=1450, 8-9=1450,7-8=1991 ' WEBS' 3-10=-291, 4-10=522,4-8=522, 5-8=-291 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Gable studs spaced at 1-4-0 oc. 3) This truss has.been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. I 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed for a total drag load of 200 pif. Connect truss to resist drag loads along bottom . chord from 0-0-0 to 25-6-0 for 200.0 plf. , LOAD CASE(S) Standard ® WARNING - Ver jfy design pa—r etem and READ NOTES ON THIS AND nVCWDED ffiTEE REFERENCE PAGE Mu -7473 BEFORE USE. Design valid for g use only with No1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 'is for lateral support of individual web members only. Addtional temporary bracing to insure stability during construction is the responsibiliity of the erector. Additional permanent bracing of the overall structure is the responsiblity of the building designer. For general guidance regarding fabrication,'quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCS11 Building Component. Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison. WI 53719. Q �OFESS/0\ ANn� C171sa G� EXP. 06/30/05 1k CIVI\. OF CAI.OF July 20,2004 7777 Greenback Lane ter_• Suite 109 • Citrus Heights, CA. 9561 -ml I Woke 0 - Woke `J Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 Plate Offsets (X,Y): [1:0-1-0,0-2-41, [7:0-1-0,0-T--15- LOADING (psf) SPACING2-0-0 TCLL R12935280 84050366 602 ROOF TRUSS . 5 1 0.0 IwAlw/ TOI ICC r�wTu inn w, �,r`i -inn nnn nn .... ......... .. ....�.-.. ....- �_.. Code UBC97/ANSI95 LUMBER Job Reference (optional) 0-0-0- 0-0-0 6-64 12-9-0 18-11-12 25-6-0 6-6-4 6-2-12 6-2-12 6-6.4 Scale = 1:44.8 4x6 M1120 4 3x4 M1120 . ' 3x4 M1120 = 3x4 MII20 =3x4 MI120 = 3x4 M1120 0-0-0 0-" 8-7-3 16-10-13 8-7-3 Plate Offsets (X,Y): [1:0-1-0,0-2-41, [7:0-1-0,0-T--15- LOADING (psf) SPACING2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr .NO BCDL 10.0 Code UBC97/ANSI95 LUMBER BC 0.79. i TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G. SLIDER Left 2 X 4 HF Stud/Std -G 3-4-8, Right 2 X 4 HF Stud/Std -G 3-4-8 REACTIONS (Ib/size) 1=1020/0-5-8, 7=1020/0-5-8 ' Max Grav 1=121.1(load case 4), 7=1211(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2184, 2=3=-2125, 3-4=-1950, 4-5=-1950; 5-6=-2125, 6-7=-2183 BOT CHORD 1-10=1991,9-10=1450,8-9=1450,7z8=1991 WEBS 3-10=291, 4-10=522, 4-8=522, 5-8=-291 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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. 3) A plate rating reduction of 20% has been applied for the green lumber, members. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7., 5) 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 ' A WARNING - Verjfij design parameters and READ NOTES ON TTD3 AND INCLUDED MITEE REFERENCE PAGE IM -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenfers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shovm is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. �2FESS/OM\ �-�( �. ANO F Y �� n, n n n n C 17180 ZI EXP. 06/30/05 S� CIVIL �Q July 20,2004' .Ira 7777 Greenback Lane Suite 109 Cibus Heights, CA, 95610MI MiTek® 0-" 16-10-13 25-E-0 8-3-11 8-T-3 CSI DEFL in (loc) I/defl PLA IES GRIP TC 0.47 Vert(LL) -0.12 8-10 >999 M112C 185/148 BC 0.79. Vert(TL) -0.32 8-10 >960 WB 0.27, Horz(TL) 0.08 7 n/a (Matrix) • 1 st LC LL Min Udefl = 360 Weigit: 90 Ib BRACING TOP CHORD Sheathed or 3-4-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1020/0-5-8, 7=1020/0-5-8 ' Max Grav 1=121.1(load case 4), 7=1211(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2184, 2=3=-2125, 3-4=-1950, 4-5=-1950; 5-6=-2125, 6-7=-2183 BOT CHORD 1-10=1991,9-10=1450,8-9=1450,7z8=1991 WEBS 3-10=291, 4-10=522, 4-8=522, 5-8=-291 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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. 3) A plate rating reduction of 20% has been applied for the green lumber, members. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7., 5) 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 ' A WARNING - Verjfij design parameters and READ NOTES ON TTD3 AND INCLUDED MITEE REFERENCE PAGE IM -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenfers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shovm is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. �2FESS/OM\ �-�( �. ANO F Y �� n, n n n n C 17180 ZI EXP. 06/30/05 S� CIVIL �Q July 20,2004' .Ira 7777 Greenback Lane Suite 109 Cibus Heights, CA, 95610MI MiTek® 9' Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 ' B4050366 B03 MONO TRUSS 1 CSI R12935281 IbA1N TRI ICC' f`ATLICnoAI r•Iry men o TCLL '16.0 Plates Increase Job Reference (optionsl) • i • 0 0 0 -- - -- --- -- 0 --- ---- •---v-••••• �.�� a�w lvu 1 cn mIU -11—, IIID. 1 UC JUI4U Lr.Ia.44 LUu'1 rage I 0-0 0-0-0 4-0-4 6-0-0 4-0-4 3-11-12 £x4 M1120 II 3 039AA1120 5 ...........�.. 11 . .. 4x4 M11R104-1 0 Scale = 1:19.3 REACTIONS (Ib/size) , 1=1922/0-5-8,4=1922/Mechanical Max Horz 1=59(load case 4) Max Uplift 1=-460(load case 3), 4=-470(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=2872, 2-3=15,3-4=-59 BOT CHORD 1-5=2625,4-5=2625 WEBS 2-5=2110, 2-4=2848 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 6 - 2 rows at 0-9-0 oc. r Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. . 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.Apsf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Girder carries tie-in span(s): 25-6-0 from 0-0-0 to 8-0-0 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-474.2, 1-3=-30.0 ® WARNING - Verf fg design parameters and READ NOTES ON TRIS AND INCLUDED llflTEB REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicobility of design paromenters and proper incorporation of component is responsibility of building designer- not taus designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Q�OFESS/0\ _c C. ANn 4l -C17180 Zr EXP. 06/30!05 CIVI 9�OFCA kF July 20,2004 7777 Greenback Lane ��• suite 109 Citrus Heights, CA 956101 MiTek""' 4 U-0 4-0.4 8-M 3-11-12 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL '16.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.03 4-5 >999 MII21D 185/148 TCDL 14.0 Lumber Increase • 1.25 BC 0.54. Vert(TL) -0.05 4-5 >999 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.01 . 4 n/a BCDL 10.0 Code . UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 67 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 ' TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) , 1=1922/0-5-8,4=1922/Mechanical Max Horz 1=59(load case 4) Max Uplift 1=-460(load case 3), 4=-470(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=2872, 2-3=15,3-4=-59 BOT CHORD 1-5=2625,4-5=2625 WEBS 2-5=2110, 2-4=2848 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 6 - 2 rows at 0-9-0 oc. r Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. . 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.Apsf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Girder carries tie-in span(s): 25-6-0 from 0-0-0 to 8-0-0 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-474.2, 1-3=-30.0 ® WARNING - Verf fg design parameters and READ NOTES ON TRIS AND INCLUDED llflTEB REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicobility of design paromenters and proper incorporation of component is responsibility of building designer- not taus designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Q�OFESS/0\ _c C. ANn 4l -C17180 Zr EXP. 06/30!05 CIVI 9�OFCA kF July 20,2004 7777 Greenback Lane ��• suite 109 Citrus Heights, CA 956101 MiTek""' Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 PLA -ES GRIP TCLL 16.0 Plates Increase 1.25 b Vert(LL) 0.25 18-19 >999 R12935282 84050366 C01 ROOF TRUSS 1 3 4x7 " WB 0.84 Horz(TL) 0.06 12 — n/a w BCDL 10.0 Job Reference (optionEl). .nnvr i Gvr�n� v1 I I, r VV-4V4-0uVV RVDLWJIVIvv I nuoO.I.VIV1 O.VVV 5 Jun V Lu�lit1I UK InVUStriub, Inc.I ue JW GV 1::r.IO:LO LVV4 .rage I 0-0-0 0-0-0 29-11-8 3-8-13 7-0-8 7a-,1 11-10-11 17-1-0 22-3-4 I 26-3-7 29-4-13 23-3-3 37-M • 3-8-13 3-3-11 0-6-11 4-3-8 5-2-4 5-24 4-0.3 3-1.6 0-6-1.1 53-11 3-8-13 brale =1:67.9 0 4.00 12 6x8 M1120 = 2x4.1V11120 11 - - 5x5 M1120 a 3x6 M1120 = 4x14 M1120 = 2x4 M1120 II 6x8 M1120 = 3x4 M1120 3. 4 5 6 7 8 9 C 2X41011120 11 6x6 M1120 = 7x10 M1120 = ' . 3x10 M1120 /11 10x14 M1120 = 2x4 M1120 II 7x8 M1120 = 3x4 M1120 2x4 M1120 If 0-0-0 0-0-0 0-0-0 3-8-13 7-0-8 11-10-11 17-1-0 22-34 26-3-7 29-11-8 3:-3-3 37-0-0 I 3-8-13 3-3-11 4-10-3 5-24 5-2.4 4-0-3 3-8-1 33-11 3-8-13 Plate Offsets (X,Y): [1:Edge,0-1'-12],[3:0-4-0,0-1-12], [6:0-7-0,0-2-4], [12:0-0-4,0-1-12], [16:0-3-12, Edge], [18:0-3-0,0-4-12], [19:0-3-0,11-4-4] LOADING (psf) SPACING 1-0-0 CSI DEFL in .(loc) `.I/defl PLA -ES GRIP TCLL 16.0 Plates Increase 1.25 b Vert(LL) 0.25 18-19 >999 MII2C-- 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.67 Vert(TL) . -0.41 1819 >641 9-10=-2077,10-11=-4216,11-12=-4213 4x7 • WB 0.84 Horz(TL) 0.06 12 — n/a 0 4.00 12 6x8 M1120 = 2x4.1V11120 11 - - 5x5 M1120 a 3x6 M1120 = 4x14 M1120 = 2x4 M1120 II 6x8 M1120 = 3x4 M1120 3. 4 5 6 7 8 9 C 2X41011120 11 6x6 M1120 = 7x10 M1120 = ' . 3x10 M1120 /11 10x14 M1120 = 2x4 M1120 II 7x8 M1120 = 3x4 M1120 2x4 M1120 If 0-0-0 0-0-0 0-0-0 3-8-13 7-0-8 11-10-11 17-1-0 22-34 26-3-7 29-11-8 3:-3-3 37-0-0 I 3-8-13 3-3-11 4-10-3 5-24 5-2.4 4-0-3 3-8-1 33-11 3-8-13 Plate Offsets (X,Y): [1:Edge,0-1'-12],[3:0-4-0,0-1-12], [6:0-7-0,0-2-4], [12:0-0-4,0-1-12], [16:0-3-12, Edge], [18:0-3-0,0-4-12], [19:0-3-0,11-4-4] LOADING (psf) SPACING 1-0-0 CSI DEFL in .(loc) `.I/defl PLA -ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.25 18-19 >999 MII2C-- 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.67 Vert(TL) . -0.41 1819 >641 9-10=-2077,10-11=-4216,11-12=-4213 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.06 12 — n/a w BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weignt: 510 Ib LUMBER Max Horz 1=-20(load case 6) w TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 6 HF 1950F 1.5E WEBS 2 X 4 HF Stud/Std G 'Except 8182 X4 HFNo.2,6-162 X4 HFNo.2 FORCES (lb) - First Load Case Only 7-162 X6 HFNo.2 ' SLIDER Right 2 X 4 HF Stud/Std -G 1-8-10 I& REACTIONS (Ib/size) 1=4579/0-5-8,12=2836/0-5-8,16=16082/0-5-8 BRACING TOP CHORD Sheathed or 5-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16,14-15 i ® WARNING - Vert/y design parameters and READ NOTES ON TMS AND INCLUDED WTER REFERENCE PAGE MU -7473 BEFORE USE. 1777 Greenback Lane --4 Design valid for use only with M1ek connectors. This design ¢based only upon parameters shown, and is for an incrMduol building component. Suite 109 Applicability of design oramenters and proper incorporation of component is res ' :ftms Heights, CA, 95610 APP ty 9 P P P rP p responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component WWII! Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, N 53719. r� Max Horz 1=-20(load case 6) Max Uplift 1=-1107(load case 3), 12=-688(load case 6), 16=-3880(load case 4) Max Grav 1=4582(load case 7), 12=2843(load case 8), 16=16082(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=10371, 2-3=-11918, 3-4=-12833, 4-5=12833, 5-6=-12833, 6-7=9729, 7-8=9729, 8-9=-1975, 9-10=-2077,10-11=-4216,11-12=-4213 BOT CHORD 1-20=9494, 20-21=9494,19-21=9494,18-19=11316,17-18=5551, 17-22=5551, 16-22=5551, w 15-16=-2329,14-15=-2329,13-14=3932,12-13=3932 WEBS 2-20=1136,2-119=21152,3-19=23111, 3-18=1721, 4-18=-117, 6-18=8093, 6-17=3787,6-16=-16981, 7-16=310, 8-16=-8734; 8-15=1712, 8-14=5215, 9-14=384,10-14=-2129,10-13"—1 797 NOTES 1) 3 -ply truss to be connected together with 0.1 31 "x3" Nails as follows: Top follows: 2 QRQFESS/0� �� Ci ANQ� chords connected as X 4 - 1 row at 0-9-0 oc. ��- �( cry Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc. t; 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) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-98 UBC97/ANSI95; Z m' C 17180 per 85mph; fi=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; Cr exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right EXP. 06/30!05 exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per ',Table '.Table :51� C10- IV 11 No. 16-13, UBC -97. Continued 2 � QECA1 on page 0 �F July 20,2004 ® WARNING - Vert/y design parameters and READ NOTES ON TMS AND INCLUDED WTER REFERENCE PAGE MU -7473 BEFORE USE. 1777 Greenback Lane --4 Design valid for use only with M1ek connectors. This design ¢based only upon parameters shown, and is for an incrMduol building component. Suite 109 Applicability of design oramenters and proper incorporation of component is res ' :ftms Heights, CA, 95610 APP ty 9 P P P rP p responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component WWII! Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, N 53719. r� Job Truss Truss Type Qty Ply 84050366 PENINSUI�4 16 64050366 C01 ROOF TRUSS 1 R12935282. • Job Reference (optioral) JMW TRUSS, CATHEDRAL CITY, 760-202-3699 ROB@JMWTRUSS.COM .5.000 s Jun 9 2003 MiTek Industries, Inc. Tue Jul 20 37:18:26 2004 Page 2 NOTES 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing atjoint(s) 16 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should 'verify opacity of • bearing surface. LOAD CASES) Standard • 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30.0, 3-9=-30.0, 9-12=-30.0, 1-21=-120.8, 21-22=-820.8, 12-22=-620.8 Job Truss Truss Type Qty Ply 84050366 PENINSUI�4 16 64050366 C01 ROOF TRUSS 1 R12935282. • Job Reference (optioral) ® WARNING • Verl fy design parameters and READ NOTES ON TiM AND INCLUDED ANTES 1z&mzENCE pAGE MII•7473 BEFORE. USE. 7777 Greenback Lane Design valid for use only with MiiTek connectors. This design is based on u suite 109 9 h pan parameters shown, building for an individual building component. citrus Heights, CA, 95610 Applicabilitylas of design parvidual rs and proper incorporation Additional al component a responsibility of stability designer- not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during conshuction is the resporuibillity of the ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component . M ITeK® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. r • ® WARNING • Verl fy design parameters and READ NOTES ON TiM AND INCLUDED ANTES 1z&mzENCE pAGE MII•7473 BEFORE. USE. 7777 Greenback Lane Design valid for use only with MiiTek connectors. This design is based on u suite 109 9 h pan parameters shown, building for an individual building component. citrus Heights, CA, 95610 Applicabilitylas of design parvidual rs and proper incorporation Additional al component a responsibility of stability designer- not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during conshuction is the resporuibillity of the ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component . M ITeK® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. U Job Truss Truss Type Qty Ply 84050366 PENINSUL4 16 PLAT ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.56 R12935283 B4050366 CJ10 MONO TRUSS 1 1 BC 0.37 Vert(TL) -0.08 4-5 >999 BCLL 0.0 Job Reference (optional) -•••-•••��,0-0-0••�..�..•.-....,,rvv:cv�-vu.,v ,vv,J`,�,v,vv llvV�aV.V Vlvl J.VUU b JUII JGVVJ IVIIICR IIIUUb1IICb, 1116.. 1 UC JUI GV W. 10.4! 4VV9 rG e1 -9-8 3-10-12 8-9-13 3-10-12 4-11-1 • � 1 0-M M1120 II i • Plate Offsets (X,Y): [3: 4x4 M1120 = Scale = 1:172 5x10 M1120 3 0 u LJ 0 n u 3-10-12 3-10-12 8-9-13 4-11-1 ono nmm 11 . 0-9-8 LOADING (psf) SPACING 2-0-0 CSI DEFL 'in (loc) I/defl PLAT ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.56 -Vert(LL) 0.05 4-5 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.08 4-5 >999 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) -0.01 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weis, 1• t: 32 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD. 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* 3-42X4 HFNo.2, 1-62 X6 HF No.2 OTHERS 2 X 6 HF No.2 REACTIONS (Ib/size) 6=144/0-5-8, 7=446/0-5-8 Max Horz 6=121(load case 6) Max Uplift 6=21.(load case 3), 7=-85(load case 3) Max Grav 6=199(load case 2), 7=446(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-474,2-37-443, 4-7=340, 3-7=-97,1-6=-88 BOT CHORD 5-6=438, 4-5=104 WEBS 2-5=133, 3-5=377 NOTES 1) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; par ially;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 No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSIfTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert:.1-2=32.0, 3-7=-28.0 Continued on page 2 0 jk WARNING - Vert fg design parameters and READ NOTES ON TMS AND INCLUDED MITRK REFERENCE PAGE AM -7473 BEFORE USE. Design valid for use onty with MITek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfrPll Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, M 53719. , QgaFESS/04, <- C- A/VO r C 17180 Ztnl EXP. 06/30/05. CIVIC July 20,2004 7777 Greenback Lane suite 109 :;Itrus Heights. CA. 95610 MiTek® I L Job Truss, Truss Type Qty Ply B4050366 PENINSULA 16 • R_12935283 64050366 CJ10 MONO TRUSS 1. 1 i Job Reference (optitineJ) JMW TRUSS, CATHEDRAL CITY, 760-202-3699 ROB@JMWTRUSS.COM 5.000 s Jun 9'2003 MiTek Industries, Inc.. Tue Jul 20 C7:18:27 2004 Page 2 ' LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 6= -0.0 -to -4=-176.3 I L Job Truss, Truss Type Qty Ply B4050366 PENINSULA 16 • R_12935283 64050366 CJ10 MONO TRUSS 1. 1 i Job Reference (optitineJ) ® WARNING •Verify design parameters and READ NOTES ON THIS AND DVCLUDED MITES REFERENCE PAGE AM.7473 BEFORE USE. 7777 Greenback Lane Design valid for use o Suite 109 g only with M7ek connectors. This design o based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design parvidual rs and proper incorporation al component is responsibility esp to insure stability building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability tluring construction is the responsibility of the ' erector. Additional permanent bracing of the overall structure a the responsibility of the.buildirig designer.•For general guidance regarding Im fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI l Qualify Criteria, DSB•89 and BCSIV Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, VA 53719. M ITek. • r i ® WARNING •Verify design parameters and READ NOTES ON THIS AND DVCLUDED MITES REFERENCE PAGE AM.7473 BEFORE USE. 7777 Greenback Lane Design valid for use o Suite 109 g only with M7ek connectors. This design o based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design parvidual rs and proper incorporation al component is responsibility esp to insure stability building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability tluring construction is the responsibility of the ' erector. Additional permanent bracing of the overall structure a the responsibility of the.buildirig designer.•For general guidance regarding Im fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI l Qualify Criteria, DSB•89 and BCSIV Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, VA 53719. M ITek. 0 n lJ • 6 �J V Ll 0 0 0 Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 7-1-0 5-11-8 Plate Offsets (X,Y): [3:0-5-8,0-2-0] R12935284 64050366 D01 ROOF TRUSS LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP , TCLL 16.0 Job Reference (optional) 0-0 0 v wa vul✓mvlvv 1 r�u00.-vl u.uuV b Jull D GVUJ IVII I CR IlluubulCS, Inc. I ue Jul LU V4. Ia:La Luu4 rage I 0-0-0 7-412 14-6-0 20-6-8 7-4-12 . 7-14 5-11-8 4x10 1011120 - Scale = 1:43.9 CONN. OF GABLE STUDS W/1.5X4 PLATES TYP. 3x4 M1120 II 3 4 6xf 3WW20 It 3x4 M1120 - 3x4 M1120 = 3x4 M1120 - 4x7 01819 7-4-12 14-6-0 20-5-8 7-4-12 7-1-0 5-11-8 Plate Offsets (X,Y): [3:0-5-8,0-2-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP , TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.06 8-9 >999 M112LI 185/148 TCDL 14.0 Lumber increase 1.25 BC 0.42 Vert(TL) -0.13 7-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.02 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl = 360 Weidlt: 181 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5-4-13 oc purlinE, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied cr 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* WEBS 1 Row at midpt 4-5, 2-7, 3-5 1-92 X4 HF No.2 OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 5=807/0-5-8, 9=807/0-5-8 Max Harz 9=278(load case 4) Max Uplift 5=-210(load case 3), 9=-180(load case 3) FORCES (lb) -First Load Case Only TOP.CHORD 1-2=961, 2-3=-596, 3-4=-16, 4-5=-148,1-9=-731 BOT CHORD 8-9=131, 7-8=849, 6-7=507, 5-6=507 WEBS' 2-8=-95,2-7=-419,3-7=365, 3-5=-781,1-8=756 NOTES _ 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; partially;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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable End Detail" 3) Provide adequate drainage to prevent water ponding. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a IO.0.psf bottom chord live load nonconcurrent with any other live loads per _ Table No. II&B, UBC -97. 6) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ® WARNING - V.,Yk design parameters and READ NOTES ON TWS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M-rek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper Inco is for lateral su p e incorporation component ¢ responsibility incur of ability g designer - not buss designer. Bracing shown ppbrt of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsiblity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and.BCS11 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, VA 53719. I Q ,OAF/ ESSSS/moo C 171sa Z \* EXP. 06/30/05 `cS'JI.CIVI\- NP July 20,2004 u.+1 ' , , Iv 1. xe• ., nrt•"1 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 "JI Welke • Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 0.0 84050366 D02 ROOF TRUSS 7 1 R12935285� >999 WB 0.85 Horz(TL) 0.07 7 n/a Job Reference (optional) 1st LC LL Min Udell = 360 JMW TRUSS. CATHEDRAL CITY. 760-2m-36gq ROan. MVVTRI1SS CONI s nnn � h„n 0 onn! Ne:r 6 i a . •-: 0-0-0 _ _______.___�_..... -. ,, ,,,,.� „�,,,,,, ,.�„��,".us ies, nw. uc cv....osis ZvY rd9c r 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 • 4x6 M1120 = Scale = 1:602 4 • (psf) TCLL 3x5 1 TCDL 14.0 • 0 10 .9 8 7 4x7 M1120 - 3x4 M1120 = 3x4 M1120 - 4x5 M1120 = 3x4 M1120 I I 0-0-0 3x8 M1120 — 0-M 9.64 18-9-0 25-8-1233:0-0 9-64 9-2-12 6-11-12 7-34 J LOADING (psf) TCLL 16.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACINGS 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 LUMBER DEFL • TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G *Except' 10-11 1-12 2 X 4 HF No.2 CSI DEFL in (loc) I/defl TC 0.96 Vert(LL) • -0.15 10-11 >999 BC 0.72 Vert(TL) -0.36 10-11 >999 WB 0.85 Horz(TL) 0.07 7 n/a '(Matrix) 1st LC LL Min Udell = 360 NOTES BRACING PLATES GRIP MIIall 185/148 Weight: 155 lb TOP CHORD Sheathed or 4-1-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied -3r 9-9-11 oc bracing. WEBS 1 Row at midpt 3-10,5-10.2-12,6-7 ® WARNING - Verjrg design parameters and READ NOTES ON TMS AND jNCLOOED WTER REFERENCE PAGE MU -7473 BEFORE USE 7777 Greenback Lene --40 Design valid for use only with MhTek connectors. This design is based only upon parameters shown, End's for E individual building component. ' Suite 109 Applicability of design parameniers and proper incorporation al component aresponsibility of building designer- not friss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of rmanent web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. AddtionEl permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Biullding Component .M ITek® Safety Information available from Truss Plate Institute, 583 D'Onoo Drive, Madison, WI 53719. REACTIONS (Ib/size) 12=1308/Mechanical, 7=1308/0-5-8 Max Horz 12=102(load case 5) • Max Uplift 12-271 (load case 3), 7=252(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-200, 2-3=-1734, 3-4=-1383, 4-5=-1394, 5-6=-1343, 1-12=-229, 6-7=-1232 BOT CHORD 11-12=1500, 10-11=1558, 9-10=1213, 8-9=1213,7-8=73 WEBS 2-11=152, 3-11=71, 3-10=-438,4-10=446,5-10=60, 5-8=-497, 2-12=-168.4,6-8=1301 NOTES 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate gripbOL=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. V 4) A plate rating reduction of 20%'has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections.Q �OQROFESS/pN �� Ci• ANQ �� LOAD CASE(S) Standard C 17180 z in IY EXP. 06/30/05 csjgP CIV(t. FOFCAU� 1 July 20,2004 ® WARNING - Verjrg design parameters and READ NOTES ON TMS AND jNCLOOED WTER REFERENCE PAGE MU -7473 BEFORE USE 7777 Greenback Lene --40 Design valid for use only with MhTek connectors. This design is based only upon parameters shown, End's for E individual building component. ' Suite 109 Applicability of design parameniers and proper incorporation al component aresponsibility of building designer- not friss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of rmanent web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. AddtionEl permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Biullding Component .M ITek® Safety Information available from Truss Plate Institute, 583 D'Onoo Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 Plates Increase 1.25 TCDL 11 Lumber Increase R12935286 B4050366 D02A • ROOF TRUSS YES 1 10.0 Code, UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 HF No.2 Job Reference (optiona) �•.•• . .,w,v-•� v�, vv -c - ua oVJm rr1 RVOO. -ra O.Vu V.3 Jul D Zuuj IVII ICK II IUUSInets, Inc. I ue Jul Lu u'. 10.31 Luu4 ra o --o e I b -o-0 I 5-10-5 11-5-3 + 17-0-0 1 20-6-0 26-7-4 :33-0-0 5-10-5. 5-6-13 5-6-13. 3-6-0 6-1-4 6.4-12 Scale = 1:64.9 3x4 4z5 M1120 - 4x8 M1120 - 4 5'' !0 a 6 0 14 13 12 11 10 - 9 8 3x8 M1120 - 3x4 M1120 = . 3x4 M1120 = 46 M1120 - 3x4 M1120 I I r 3x8 M1120 = 3x4 M1120 c 0-M 0-0-0 8-7-12 17-M 20-6-0 26-7-4 .93-0-0 8-7-12 844 3-6-0 6-14 44-12 0 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code, UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G'Except' 1-142X6 HFNo.2 CSI DEFL in (loc) - I/deft TC 0.72 Vert(LL) - -0.13 12-13 >909 'C0 Vert(TL) -0.32 12-13 >999 WB 0.69 HOrz(TL) 0.06 8 n/a (Matrix) 1st LC LL Min'I/defi = 360 BRACING PLAuES M112C Weignt: 170 Ib GRIP 185/148 TOP CHORD Sheathed or 4-2-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12,2-14,7-8 REACTIONS (Ib/size) 14=1305/0-5-8, 8=1305/0-5-8 Max Horz 14=96(load case 4) • Max Uplift 14=-280(load case 3), 8=-265(load'case 4) c FORCES (lb) - First Load Case Only TOP CHORD 1-2=-184, 2-3=-1697, 3-4=-1472, 4-5=-1346, 5-6=-1400, 6-7=-1265, 1-14=-214., 7-8=-1241 BOT CHORD 13-14=1425,12-13=1575, 11-12=1268, 10-11=1268, 9-10=1147, 8-9=53 WEBS 2 -13=244,3 -13= -34,3-12=-342,4-12=194,5-12=203,5-10=-42,6-10=168,6-9=-556,. 2-14=1646, 7-9=1290 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. OQ,;�QF ESS/p 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. �� C. ANp� F,L 5) A plate rating reduction of 20% has been applied for the green lumber members. •' LOAD CASE(S) Standardr 71 on z M cc OV EXP. 06/30/05 cS'J clv ll_ �P 0 CAI\F�� July 20,2004 A WARNING - 7erf fy design pnrnmeters and BEAD NOTES ON TRIS AND INCLUDED WTES REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane Design varid for use only with MiTek connectors. This desi n is based on u Suite 109 g y pan parameters shown, and is For an ir- not ru s design component. Citrus Heights, CA 9561US Applicabifriy of design parameniers and proper incorporafion of component is responsiblity of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is -the resporuiblllity of theerector. Additional permanent bracing of the overall structure is the responsiblity of the building -designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component MI a Safety Information available from Trus Plate institute, 583 D'Onofio Drive. Madison, WI 53719. I1 L-A U Job Truss Truss Type Qty Ply 64050366 PENINSUL4'16 R12935287 84050366 D03 ROOF TRUSS 1 1 Job.Reference (optional) •••-,•• ••O-,vr,-•�.�.��.�-.�..,,,,,.,v-aVa-JVoa f�VO�JIVIYYLRVJJ.I•VIVI -U.VVU DJul I a cvw rvuicn n iuusuros, l l:. IUU Jul LV I/. IO.JL Luu9 rdyG 1 0-0-0 0-0-0 6-5-5 12-7-3 18-9-0 I 25-9-2 32-94 37-11-t4 43=6-0 6-5-5 6-1-13 6-1-13 7-0-2 7-0-2 5-2-1C 5-6-2 . Scale = 1:77.8 5x5 M1120 = CONN. OF GABLE STUDS W/1.5X,4 PLATES TYP. 4 Ann 0 4x7 M1120 = 3x6 M1120 3x8 M1120 = 3x8 M1120 - 3x5 M1120 = 2x4 M1120 II 3x4 M1120 = 3x6 M1120 - 3x4 M1120 0-0-0 0-0-0 0-0-0 9-6-4 18-9-0 25-9-2 32-6-8 32-$-4 37-11-14 43-641 9-64 9-2-12 7-0-2 6-9-6 0-2-12 5-2-1C 5-6-2 • Plate Offsets (X,.Y). [10:0-2-7,0-2-12], [13:0-3-8,0-1-8] LOADING (psf). SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 -Vert(LL) -0.15 15-17 >999 MIIz10 185/148 TCDL 14.0 Lumber Increase .1.25 BC 0.77 Vert(TL) -0.35 15-17 >999 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.05 10 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) - 1st LC LL Min Vdefl = 360 Weight: 203 Ib ' LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-2-14 oc pudira, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied Dr 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G "Except WEBS 1 Row at midpt 3-15.2-18 1-18 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std G SLIDER Right 2 X 4 HF Stud/Std -G 2-10-2 . REACTIONS (Ib/size) 18=1241/Mechanical, 12=1995/0-5-8, 10=233/0-5-8, Max Harz 18=-142(load case 6) Max Uplift 18=-264(load case 3), 12=-372(load case 4), 10=-87(load case 6) Max Grav 18=1241(load case 1),•12=1995(load case 1), 10=268(load case 8) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-198, 2-3=1613, 3-4=-1228; 4-5=-1240, 5-6==1048, 6-7=539, 7-8=450, 8-9=-124, 9-10=175, 1-18=-228 BOT CHORD ' 17-18=1407, 16-17=1429, 15-16=1429, 14-15=934, 13-14=934, 12-13=-461, 11-12=120, • 10-11=120 WEBS 2-,17=115.3-17=105,3-15=-463, 4-15=345,5-15=239, 5-13=-652, 6-13=1599, 6-12=-1620, 8-12=-630,8-11=112,2-18=-1570 NOTES / ?,?,()FESS/�N� 1) Unbalanced roof live loads have been considered for this design. C QN er 2) exposure CE parta7-98 py;MWFRS/gable end zone; cantilever heft and right exposed end vertical left category right c�� O�'f� ��G� exposed;Lumber DOL=1.33 plate grip DOL=1.33. . 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), Z m see Mitek "Standard Gable End Detail" fr ' C 17180 m 4) Gable studs spaced at 1-4-0 oc• EXP. 06/30/05 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) A plate rating reduction of 20% has been applied for the green lumber members.cS1J C)V Il- �P 7) Refer to girders)) for truss to truss connections. �� Continued on page 2 F CAi *'�� July 20,2004 Ik WARMG - Ver(& design parameters and READ NOTES ON Tms AND mcLODED awrEK REFERENcv PAGE MB -7473 BEFORE USE. 7777 Greenback Lane __qp Design valid for use only with fvLTek connectors. fi's deli n is based on u Suite 109 Applicability of design g y Pon parameters shown, and for an individuals design component. Citrus Heights, CA, 95610 App yparameniers and proper incorporation of component is responsibility of building desgner - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 8 the responsibillity of the is. 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, WI 53719. M ITek Job C Truss Truss Type Qty Ply •64050366 PENINSUL> 16 R12935287 B4050366 • D03 ROOF TRUSS JMW TRUSS Job Reference (optional) . ATHEDRAL CITY, i 60-202-3699 ROB@JMWTRUSS.COM 5.000 s Jun 9 2003 MITek Industries, Inc.'Tue Jul 20 07:18:32 2004 Page 2 NOTES 8) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 10. • LOAD CASE(S) Standard . r- ® WARNQ9G - Verjfy design parameters and READ NOTES ON TMS AND INCLUDED AUTEE REFERENCE PAGE PM -7473 BEFORE USE. 7777 Greenback Lane --q Design valid for use only with Mo7ek connectors. This design 6 based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 isfor lateral support of individual web members only. Additional temporary bracing to insure stability of ity during construction is the responsibilthe structure k the responsibility of the building designer. For generalguidance regarding erector. Additional permanent bracing of the overall . gg and ' w fabrication, quality control, storage, delivery, erection bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component ' iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, N 53719. 0 • 0 0 Job . Truss Truss Type City Ply B4050366 PENINSULA. 16 TCDL 14.0 Lumber Increase 1.25 BOLL 0.0 R12935288 B4050366- D04 ROOF TRUSS 2 1 • TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G'Ex6ept' Job' Reference (optional) ----.. ...0-u=u-, _.....--' - •- -.. . , ...., _.,_ ................,.,.. , , ....,....,.,,., ......... a vim„ a wv.� ,vn i cn a iuuau iw, n w. y 0-0-0 o-0-0 6-5-5 12-7-3 18-9-0 25-9-2 32-9-�4 37-11=1- 43-6.0 6-5-5 6-1-13 6-1-13 7-0-2' 7-0-2 5-2-10 5-6-2, Scale = 1:77.7 5x5 M1120 = A nn r» 4 4x7 M1120 - 3x6 M1120 - 3x8 1011120 - 4x7 1011120 - 4x5 M1120 - 2x4 M1120 II 3x4 M1120 3x4 M1120 - 3x6 M1120 - 0-0-0 0-0-0 0-" 9-6-4. 18-9-0 25-9-2 32-64 324-4 37-11-14 43-6-0 1 9-6.4 9-2-12 7-0-2 6-9.6 0-2-12 5-2-10 5-6-2 LOADING (psi) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BOLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER Horz(TL) • TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G'Ex6ept' 6-13 2 X 4 HF No.2, 1-18 2 X 4 HF No.2 SLIDER Right 2 X 4 HF Stud/Std -G 2-10-2 CSI DEFL in -(loc) I/defl TC 0.68 Vert(LL) -0.19 15-17 >999 BC 0.90 Vert(TL) -0.39 15-17 >999 WB 0.93 Horz(TL) 0.08 12 n/a (Matrix) 1st LC LL Min Vdefl = 360 BRACING PLATES GRIP M1120 185/148. Weight: 192 Ib TOP CHORD Sheathed or 3-2-14 oc purlins, except end verticals. BOT CHORD ' Rigid ceiling directly applied or 5-3-9 oc bracing. WEBS 1 Row at midpt' 3-15,5-15 2 Rows at 1/3 pts 2-18 REACTIONS - (Ib/size) 18=1239/Mechanical, 12=2002/0-5-8, 10=228/0-5-8 • Max Uplift 10=-333(load case 6) Max Grav 18=2241 (load case 4), 12=2755(load case 3), 10=741(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-198,2-3=-1610,3-4=-1224,14-5=-1236,5-6=-1040, 6-7=556.7-8=467,8-9=-109,9-10=-160, 1-18=-228 BOT CHORD 17-18=1404, 16-17=1425, 15-16=1425, 14-15=926, 13-14=926, 12-13=-477, 11-12=106, 10-11=106 WEBS , 2-17=114, 3-17=106, 3-15=-464, 4-15=342, 5-15=244, 5-13=-656, 6-13=1609, 6-12=-1627, • 8-12=-633, 8-11=113, 2-18=-1567 1 E NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 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 0-0-0 to 43-6-0 for 110.0 pif. LOAD CASE(S) Standard QgOFESS/p\ „( C. AIM, C.17180 z m EXP. 06/30/05 CMIL: PFOFCALV� July 20,20 04 ® WARNING Ver(Fy design parametcrs and READ NOTES ON THIS AND INCLUDED 1FDTEE REFERENCE PAGE PM -7473 BEFORE USE. 7777 Greenback Lane �� Design valid for use only with MiTek connectors. This design is based on u Suite 109 9 N upon parameters shown, and a for an it - not truss s designer. component. -Citrus Heights, CA, 95610int Applicabifiry of design paramenters and proper incorporation of component is responsibility of building designer -not buss tlesigner. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Criteria, DSB-e9 and BCSII Building Component M ITe^4 ® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. , ' 0 Job Truss Truss Type Qty Ply B4050366 PENINSULA,16 ' TCDL 3x51 Lumber Increase 1.25 R12935289 B4050366 DOS ROOF TRUSS 3 1 Code UBC97/ANSI95 7 n/a (Matrix) 1st LC LL Min Udefl = 360 NOTES Job Reference (optionEI) ------ ------ --...--.-.--••-,---------.-...... �....-�v�.,.. �.vv,.,.vv,v, -i. 111—II J---11 cn It 0-IuuJ1—,IIIA.. 1 uc uul LV -r. I Q.aY LVVY rdye 0 0-0-0 6-5-5 12-7-3 18-9-0 25.9-2 32-9-0 6-5-5 6-1-13 6-1-13 7-0-2 6-11-14 • - 4x6 M1120 - Scale = 1:60.0 4 0 13 12 11 10 9 8 4x7 M1120 = 3x4 M1120 - 3x8 M1120 - 3x8 M1120 = O -M 3x5 M1120 - 3x4 M1120 .- 9-641 18-9-0 25-9-2 , 32-9-0 9-641 9-2-12 7-0-2 6-11-14 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase ' TCDL 3x51 Lumber Increase 1.25 BCLL 0 13 12 11 10 9 8 4x7 M1120 = 3x4 M1120 - 3x8 M1120 - 3x8 M1120 = O -M 3x5 M1120 - 3x4 M1120 .- 9-641 18-9-0 25-9-2 , 32-9-0 9-641 9-2-12 7-0-2 6-11-14 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER •' TOP CHORD 2 X 4 FIF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G *Except* 1-13.2 X 4 HF No.2, 6-7 2 X 4 HF No.2 6-82X4 HF No.2 CSI. DEFL ' in (loc) I/defl TC 0.78 Vert(LL) -0.17 10-12 >999 BC 0.79 Vert(TL) -0.38 10-12 >999 WB 0.95 Horz(TL) 0.07 7 n/a (Matrix) 1st LC LL Min Udefl = 360 NOTES BRACING PLATES MII2d Weldht: 154 Ib 20 7 3x4 M1120 I I 0-" --I GRIP 185/148 .TOP CHORD Sheathed or 3-1-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied ar 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. WEBS 1 Row at midpt 3-10, 5-10, 6-7 2 Rows at 113 pts 2-13 REACTIONS (Ib/size) 13=1298/Mechanical, 7=1298/Mechanical • Max Horz 13=-882(load case 5) Max Grav 13=2319(load case 4), 7=2145(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-200, 2-3=-1716, 3-4=-1360, 4-5=-1372, 5-6=1293, 1-13=-229, 6-7=-1225 BOT CHORD 12-13=1487,11-12=1539,10-11=1539,9-10=1169,8-9=1169,7-8=65 WEBS 2-12=146, 3-12=76, 3-10=-441, 4-10=428, 5-10=91, 5=8=-517, 2-13=-1668, 6-8=1278 ' NOTES • 1) Unbalanced roof live loads have been considered for this design. 2) 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. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This Q?,OFESS/O� 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 43-6-0 for 82.8 plf. �� - ' Ci- AN��,P LOAD CASE(S) Standard 7 C17180 m EXP.'06/30/05 cpJ Civil. �Q- OF CAL1F�� July 20,2004 ® WARNING - VerVy design P,Ii—,tcrs and READ NOTES ON TMS AND INCLUDED 11BTE8'REFERENCE PAGE IM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Klek connectors. This design is based on upon Applicability of design poramenters andproper Inco g y e parameters shown, and for an individuals design component. rpora6on component a of building designer - not truss designer. Bracing shown suite 109 Citrus Heights, 9 ts, CA 95610 is a for lateral support or individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the al bracing to incur 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 ANSI/TPtl Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M iTek® • 0 Job TrussTruss Type, Qty Ply B4050366 PENINSULc.16 B4050366 D06 ROOF TRUSS 1 3 R12935290 TC 0.59 8 9 1C 11 TCDL - Job Reference (optionaq 0 110 ------- _ ._ _..... __ ___ -------- o -O -Ti............,., ,,.,,,,,, � „u„ a awu ,vn , cn a iuuaurca, a w. i uc ✓ui cu u.. ro.00 cavy 2-0ra e i 4-0-12_ 8-1-8 14-94 18-9-0 X0-5-8 24-7-0 29-10-0 1 32-10-0 37-10-0 43-0-0 4-0-12 4-0-12 6-7-12 3-11-12 1-8 8 4-1-8 5-3-0 3-" 5-" 5-2-0 Scale = 1:84.3 - 7x17.5 M1116 II 3x4 M1120 4.00 12 2x4 M1120 11 5 6 3x5 M1120 3x4 M1120 Z 3 4x5 M1120 2 . 24 23 22 25 2x4 M1120 11 4x4 M1120 = 7x8 M1120 - 4 21 18 17 10x14 M1120 - 4x6 MI120 12x12 MII20 - 2x4M[120 II 5x7 M1120 2x4 M1120 II SPACING 1-0-0 7 5x7141120 - (loc) I/deft PLATES GRIP . TCLL 16.0 4x14 MI:20 - 2)C4 M1120 11 TC 0.59 8 9 1C 11 TCDL - 14.0 Lumber'lncrease 1.25 8-9=-23921, 9-10=-23760, 10-11=0 BC 0.85 Vert(TL) -0.69 14-15 >490 cpN d' 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.22 12 n/a 5-20=-12197,5-16=10846,7- BCDL 10.0 Code UBC97/ANS195 15 14 26 1: 12 IO IN I I 10x10 M1120 - 7x10 141120 = 3x10 M1.20 11 5x10 M1120 - 1 0-M 4-0-12 8-1-8. 14-9-4 20-5-8 32-10-0 43-00 4-0-12 4-0-12 6-7-12 5.8.4 12-4-8 10-20 LOADING . (psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft PLATES GRIP . TCLL 16.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.41 1415 >816 M112C• 185/148 TCDL - 14.0 Lumber'lncrease 1.25 8-9=-23921, 9-10=-23760, 10-11=0 BC 0.85 Vert(TL) -0.69 14-15 >490 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.22 12 n/a 5-20=-12197,5-16=10846,7- BCDL 10.0 Code UBC97/ANS195 � Q�.� FSC (Matrix) 1 st LC LL Min Vdefl = 360 . Weight: 821 Ib LUMBER BRACING NOTES TOP CHORD 2 X 4 DF 240OF 2.0E TOP CHORD Sheathed or 5-8-14 oc purlins, except end verticals. BOT CHORD 2 X 6 HF 1950F 1.5E 'Except' 2) 3 -ply truss to be connected together with 0.131 "x3" Nails as follows: BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 6-16 2 X 4 HF No.2, 9-14 2 X 4 HF 240OF 2.0E JOINTS 1 Brace at Jt(s): 19 WEBS 2 X 4 HF Stud/Std G 'Except' SJ CIO- �Q 3) Unbalanced roof live loads have been considered for this design. Continued 2 FOF 3-22 2 X 4 HF No.2, 20-22 2 X 4 HF No.2 on.page CAU 0 4-212 X 6 HF No.2, 5-20 2 X 4 HF 240OF 2.0E ® WARNING - VerVj design parameters and READ NOTES ON T87S AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane �� 5-16 2 X 4 HF No.2, 7-15 2 X 4 HF No.2 Suite 109 Citrus Heights, CA, 95610 is for lateral support of incrMdual webmembers only. Additional temporary bracing to insure stability during construction 4 the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 8-142 X4 HF No.2,10-142 X4 HF No.2 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality criteria, DSB-89 and BCSII Building Component Safety Inlonmafion available from Truss Plate Institute. 583 D'Onchlo Drive. Madison, W153719. 4 M ITe^® 10-12 2 X 4 HF No.2 REACTIONS (Ib/size) 21=22654/0-5-8, 12=10427/Mechanical Max Harz 21=126(load case 5) Max Uplift 21=-5587(load case 3), 12=-2548(load case.6) Max Grav 21=22654(load case 1), 12=10484(load case 8) FORCES (lb) - First Load Case Only • TOP CHORD 1-2=178, 2-3=33, 3-4=3959,4-5=3893, 5-6=-5091, 6-7=-5294, 7-8=-1.6576,1-24=1 02; I 8-9=-23921, 9-10=-23760, 10-11=0 BOT CHORD 23-24=34, 22-23=-151,22-25=-6153, 21-25=-6153, 6-16=355,19-20=2404,16-19=2404, 15-16=111224,14m15=22811, 14-26=15646,13-26=15646, 12-13=15646.9-14=-79,18-21=-4272; 17-18=0 WEBS 2-23=291,'2-22=183,3-22=2707; 20-22=6393,20-21=-17712,4-20=-192, Q�pFESS/p 5-20=-12197,5-16=10846,7- �Q C• AN 1-23=-215, 10-14 9 � Q�.� FSC 3-20=-4039,. 8120=4682, 18-191 60 9 98810-12= 17971,011 12 79 • NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. � C 17100 M 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. EXP. 06/30/05 Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 3 rows at 01-0 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. SJ CIO- �Q 3) Unbalanced roof live loads have been considered for this design. Continued 2 FOF on.page CAU 0 July 20,2004 ® WARNING - VerVj design parameters and READ NOTES ON T87S AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane �� Design valid for use only with MTek connectors. This design is on u 9 only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown Suite 109 Citrus Heights, CA, 95610 is for lateral support of incrMdual webmembers only. Additional temporary bracing to insure stability during construction 4 the responsibillify 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 ANSI/TP11 Quality criteria, DSB-89 and BCSII Building Component Safety Inlonmafion available from Truss Plate Institute. 583 D'Onchlo Drive. Madison, W153719. 4 M ITe^® � M Job Truss Truss Type' Qty Ply B4050366 PENINSULA 16 R12935290 B4050366 D06 ROOF TRUSS 1 Job Reference (optional) 1oV-4V4V0VO r[VD(WJIVIVV I MUJJ.IiVIVI a.VVU s JUn,,2f 4vua ivii IeK mOUStnes, Inc. rue Jul LV ul:l o:3a zuu4 rage, L NOTES 4) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=25ft; TCDL=8.4psf;.BCDL=6.Opsf; occupancy category ll; exposure C;. partially;MWFRS gable end zone;*cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1,.33. • 5)Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 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) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girders) for truss to truss connections. 10) Bearing at joints) 21 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Special hanger(s) or connection(s) required to support concentrated load(s) 2767.01b down and 669.31b up at 8-1-8, and 2400.01b down and 580.516up at 32-10-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-30.0, 5-8=-30.0, 24-25=10.0, 17-25==737.5, 19-20=-727.5, 16-19=-737.5, 14-16=-584.2, 14-26=-584.2, 12-26=-713.3, 8-11=-30.0 ' Concentrated Loads (lb) . Vert: 14=-2400.0 22=-2767.0 L� n LA ® WARNING - Verr jg design parameters and READ NOTES ON TRIS AND INCLUDED MTER REFERENCE PAGE 1tfII•7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibly of building designer- not truss designer. Bracing shown is for lateral support of individuol web members only. Additional'temporory bracing to insure stability during construction is the responsibilliy 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 ANSI/TPII Quality Criteria, DS8-89 and BCSI l Building Component Safety Information available from Truss Plate Institute, 5a3 D'Onofdo Drive, Madison, VA 53719. 7777 ad, .tee Greenback Lane Suite 109 Citrus Heights, CA, 95610 M r 0 • n LJ Job ••,•,•• , , ••••, , ,��•�••, Truss Truss Type Qty Ply 84050366 PENINSULA 16 Plate Offsets (X,Y): [1.0-0-8,0-0-9] ' R12935291 64050366 D07 MONO TRUSS 1 2 SPACING 1-0-0 CSI DEFL in (loc) I/defl PLATES GRIP. TCLL 16.0 Job Reference (optional) .0-0-0 ��. cuL-Jwa r...oL,Jrvlvv I r.Voo.�.vlvl 3=10.4 I 3-10A J.VVV JJUII ULVVJ IVII I CR II IUUbIIICb, Illi:. I UC JUI LV Vt. I O.Jr 4UU9 r-dqu 1 0-0-0. 7-8-0 3912 2x4 M1120 II - Scald= 1:18.8 3 . JL WARMFG - Verify design parameters and READ NOTES ON THIS AND D9CLUDED BBTEE REFERENCE PAGE PM -7473 BEFORE USE. 7777 Greenback Lane �� Design valid for use only with MRek connectors. This des is based only upon parameters shown, and 4 for an iridvidual buildng component. Suite 109 construction is the responsibilit Applicability of design paramenters and proper incorporation of component is responsibility of building designer for lateral support of individual web members only. Additional temporary bracing to insure stability during - not truss designer. Bracing shown Citrus Heights, CA, 95610 is y of the qp erector. Additional permanent bracing of the overall structure is the resporuibTty of the building designer. For general guidance regarding . fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria; DSB•89 and BCS11 Building Component M iTE �C® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Mad'aon, WI 53719. n lJ 3-10-4 7-8-0 3-104 3-9-12 Plate Offsets (X,Y): [1.0-0-8,0-0-9] LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/defl PLATES GRIP. TCLL 16.0 Plates Increase 1.25 TC 0.25 Vert(LL) 0.04 4-5 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.06 4-5 >999 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.01 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min l/defl = 360 Weight: 64 Ib LUMBER BRACING • TOP. CHORD - 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 1=2428/0-5-8, 4=2428/Mechanical Max Horz 1=56(load case 4) Max Uplift 1=583(load case 3.), 4=-592(load case 3) • FORCES . (Ib) - First Load Case Only TOP CHORD 1-2=-3573,2-3=16, 3-4=-63 BOT CHORD 1-5=3264, 4-5=3264 WEBS 2-5=2695, 2-4=-3546 NOTES 1) 2 -ply truss to be connected together with 0.131"x3". Nails as follows: L Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. . Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss'connections. . 6) Girder carries tie-in span(s): 32-9-0 from 0-0-0 to 7-8-0 z m C 17180 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 * EXP. 06/30/05 Uniform Loads (plf) Vert: 1-4=-635.8, 1-3=-30.0 tS1J C/O- �Q 0 CANE f July 20,2004 JL WARMFG - Verify design parameters and READ NOTES ON THIS AND D9CLUDED BBTEE REFERENCE PAGE PM -7473 BEFORE USE. 7777 Greenback Lane �� Design valid for use only with MRek connectors. This des is based only upon parameters shown, and 4 for an iridvidual buildng component. Suite 109 construction is the responsibilit Applicability of design paramenters and proper incorporation of component is responsibility of building designer for lateral support of individual web members only. Additional temporary bracing to insure stability during - not truss designer. Bracing shown Citrus Heights, CA, 95610 is y of the qp erector. Additional permanent bracing of the overall structure is the resporuibTty of the building designer. For general guidance regarding . fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria; DSB•89 and BCS11 Building Component M iTE �C® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Mad'aon, WI 53719. n lJ rM L Job Truss Truss Type Qty Ply B4050366 PENINSULA, 16 B4050366 D08 MONO TRUSS 8 1 R12935292 IKA1A/TQtt¢C reru1Zn0nl rlTv - ,.... ,.,... _ Job Reference (optional) I OAPIV11120 11 3-7-4 3-7-4 ,..vvv Dull a GVVJ IVII l an IIIUUMI .b, 1116.. 1 uC Jul LV U/. 10 ao 4UV4 rage -I 0-6-0 7-8-0 ' 4-0-12 3x4 M1120. 11 _ Scale= 1:18.8 3 Plate Offsets (X,Y): ' (5:0-3 12,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] .PLATES TCLL 16.0. Plates Increase 1.25' TC 0.68 Vert(LL) -0.06 4-5 51999 M1120 TCDL 14.0 Lumber Increase 1,25 BC 0.30 Vert(TL) -0.12 4-5 >751 BCLL 0.0 Rep Stress Incr 1 YES WB 0.13 Horz(TL) 0.00 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 27 lb LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS- 2 X 4 HF Stud/Std G 'Except' 1-5 2 X 6 HF No.2 REACTIONS (Ib/size) 5=292/0-5-8, 4=292/Mechanical Max Horz 5=114(ioad case 4) Max Uplift. 5=-61 (load case 3), 4=-80(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-411, 2-3=-90, 3-4=111, 1-5=-214 BOT CHORD 4-5=362 WEBS 2-4=-332 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; • exposure C; partially;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 No. 16-13, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 4x5 W.11ko-9- 7-8-0 7-M GRIP 185/148 OQ?,OFESS/pM ANp �Fy CC . ' c .17180 Z EXP. 06/30/05 cPJ C]V]l �P ��OF CAt*p�� July 20,2004 ® WAR NIIVC; - Verlry design parameters and REAP NOTES ON TMS AND fNCLtrDED ADTER REFERENCE PAGE Z74T3 BEFORE VS& 7777 Greenback an. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss tlesigner. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the goer. Bracinresponsibillitg of the " erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 4 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCS11 Building Component " MITE ^® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0` Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 PLATES GRIP TCLL 16.0 d TC 0.99 R12935293 B4050366 E01 ROOF TRUSS 1 Lumber Increase 1.25 BC 0.88 Vert(TL) -1.05 15-17 >439 BCLL 0.0 Job.Reference (optionaft JIVIVV I RUO-0OA 1..,1I II )"L Lal I T, IOU-/uz-3Ot1'd mun(a itow l t<Ubb.I.UM D.uuu s Jun `.1 ZUU3 IVII I eK mousines, mc. I ue JUI zu Ur:l O:d`J zuu4 rag2-0-0 3-8-3 T 7-5-0 7-1,1-11 13-9-7 20-6-0 26.8-10 32-7-3 38-7-8 • i�1 I 3-8-3 3-8-13 0-6-11 5.9-12 6-8-9 6-2-10 5-10-9 6-0=5 • _ • Scale = 1:72.6 0 0 is 0 0 4.00 12 5x6 M1120 3x4 M1120 II , 3x8 M1120 - 3x6 M1120 - 4x12 MI120 = 2x4 101120, II 4 - a a 7 4x7 1011120 - 2x4 M1120 11 14 20 13 12 3x5 M1120 II 40 M1120 - 4x12 10112Cu — 0-" 7-5-0 13-9-7 20-6-0 26-5-5 ` 32-7-3 38-7-8 i 7.5-0 6-4-7 6-8-9 5-11-5 6-1-14 6-0-5 11 3x4 M1120 II LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc), I/defl PLATES GRIP TCLL 16.0 d TC 0.99 Vert(LL) 0.67 15-17 >688 5x7 TCDL 14.0 Lumber Increase 1.25 0 0 is 0 0 4.00 12 5x6 M1120 3x4 M1120 II , 3x8 M1120 - 3x6 M1120 - 4x12 MI120 = 2x4 101120, II 4 - a a 7 4x7 1011120 - 2x4 M1120 11 14 20 13 12 3x5 M1120 II 40 M1120 - 4x12 10112Cu — 0-" 7-5-0 13-9-7 20-6-0 26-5-5 ` 32-7-3 38-7-8 i 7.5-0 6-4-7 6-8-9 5-11-5 6-1-14 6-0-5 11 3x4 M1120 II LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc), I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.67 15-17 >688 M112C 185/148 , TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -1.05 15-17 >439 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.26 11 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weignt: 365 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No,2 TOP CHORD Sheathed, except end vertical. BOT CHORD 2 X 4 HF 1650F 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 94=4 oc bracing. 7-142 X4 HF No.2,11-142X6 HF No.2 WEBS 2 X 4 HF Stud/Std G *Except* 10-11 2 X 4 HF No.2, 13-15 2 X 4 HF No.2 8-152X4 HFNo.2 SLIDER Left 2 X 4 HF Stud/Std -G 1-10-2 REACTIONS (Ib/size) 1=2580/0-5-8, 11=2767/Mechanical Max Horz 1=59(load case 4) Max Uplift 1=-697(Ioad case 3), 11=-814(load case 3) FORCES (lb) - First Load Case Only TOP CHORD • 1-2=5865, 2-3=-5834, 3-4=-6833, 4-5=-6526, 5-6=9937, 6-7=-9937, 7-19=-9754, 8-19=-9754, 8-9=-3042,9-1A=-3042, 10-11=-2636 BOT CHORD 1 -18=5359,17-18--9343,16-17=9343,15-16=9343,14-15=145,7-15=671, 14-20=337, 13-20=337, 12-13=4977, 11-12=83 WEBS 3-18=1305, 4-18=952,.5-18=-3063, 5-17=266, 5-15=639, 13-15=4865, 8-15=5235, 8-13=-1282, 8-12=-2465,9-12=-632,10-12=3769 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 0-7-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6-OpsF, occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right expose_ d ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4) Provide adequate drainage to prevent water ponding. 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. Continued on page 2 ® WARNING - Verjfg design parameters and READ NOTES ON THM AND INCLUDED WTEB' REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiltity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and tracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrto Drive, Madison, WI 53719. 1q C 17180 1 h * EXP. 06/30/05 *- cS1� Ctvl �P 0 CAt�F�� July 20,2004 7777 Greenback Lane -Suite 109 Citrus Heights, CA, 9561OPMWM MiTek� Job Truss Type Qty Ply 84050366 PENINSULF. 16 8405036.6 E01 Fs F TRUSS' 2 812935293 Job Reference (options:) JMW TRUSS, CATHEDRAL CITY, 760-202-3699 ROB@JMWTRUSS.COM 5.000 s Jun 9 2003 MiTek Industries, Inc. Tue Jul 20 0-:18:40 2004 Page 2 NOTES 6) A.plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Girder carries hip end with 7-6-12 end setback 9) Special hanger(s) or connection(s) required to support concentrated loads) 458.51b down and 280.41b up at 7-6-12 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads'(plf) . Vert: 1-4=-30.0, 4-10=-106.6, 1-15=-35.5; 11-14=-35.5 Concentrated Loads (Ib) • Vert: 4=458.5 ® WARNING • Ver(f design parameters and READ NOTFS ON THIS AND INCLODED MT'E8 PEFERWCE PAGE MQ•7473 BEFORE USE, :777 Greenback Lane Design valid for use only with Mitek connectors. This design 6 based on u supe 109 g y pan parameters shown, and for an individual budding component. EiWs Heights, CA, 95610 Applicability of design pammenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Ml is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ' erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding fabrication, quality avails ,storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component M ITek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. LA Job Truss Truss Type City Ply B4050366 PENINSULA 16 Plates Increase 1.25 TCDL 14.0 Lumber Increase R12935294 B4050366 E02 ROOF TRUSS 1 1 10,0 Code UBC97/ANSI95 LUMBER CSI TOP CHORD 2 X 4 HF No.2 Job Reference (optionali 0-0 d ., vJ-avc av JVJmvv I .....l v, u.uuu 5 Jul] 0 LUUJ Iv111 CR I]1uU51fIe5, II1C. I Ue JUI LU Ur. 10.41 LUU4y ra 4-8-3 I 9-5A 9-1,1-11 14-9-7 20$0 26-8-10 32-7-3 38-7-8 Z 4-8-3 4-8-13 0-6-11 4-9-12 5-8.9 6-2-10 5.10-9 6-0-5 • Scale = 1:72.6 5x6 M1120 2x4 M1120 11 4.00 12 I 3x8 M1120 - 3x6 M1120 = 4x7 M1120 - 4x5 M1120, - 3x4 M1120 11 4 5 6 7 8 9 10 L 0 Is 01 0 0 0-0-0 9-5-0 I Plate Offsets (X,Y): [1:0-1-F 14-9-7 5A-7 LOADING (psf) SPACING ' 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10,0 Code UBC97/ANSI95 LUMBER CSI TOP CHORD 2 X 4 HF No.2 in (loc) Udefl . BOT CHORD 2 X 4 HF No.2 'Except* TC 0.90 1-15 2 X 4 HF 1650F 1.5E 0.49 14-16 >949 WEBS 2 X 4 HF Stud/Std G *Except* 0.99 Vert(TL) , -0.84 14-16 >552 12-142X4 HF No.2 WB SLIDER Left 2 X 4 HF Stud/Std -G 2-4-7 0.26 11 n/a 1x4 MIILU 11 13 12 3x6 M1120 I I 4x12 MII20 - 11 4x6 M1120 - REACTIONS (Ib/size) 1=1539/0-5-8, 11=1539/0-5-8 Max Horz 1=146(load case 4) Max Uplift 1=-368(load case 3), 11=-376(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3509, 2-3=-3454, 3-4=-3506, 4-5=-3307, 5-6=-4388, 617=-4388, 7-8=-4335, 8-9=-1975, 9-10=43, 10-11=-167 BOT CHORD 1-17=3207,16-17=4180,15-16=4180,14-15=4180,13-14=91, 7-14=-361, 12-13=154, 11-12=1444 WEBS 3 -17=136,4 -17=643,5 -17=-1033,5-16=121,5-14=240,12-14=2558,8-14=1931,8-12==1472; 9-12=1064,9-11=-1900 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33.plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard JL WARNING - Verify design parnrneters and READ NOTES ON TRIS AND INCLUDED MITES REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respor5ibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibliy of the building designer. For general guidance regarding fafety Information quality available control. from T delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component Safety Information avis fable from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Q FESS/0' n� C. AryO� fw C17180 Zrn EXP. 06/30/05 cS'J CIVIL �Q q�OF CA0F July 20,2004 7777 Greenback Lane Sufte 109 Citrus Heights, CA, 956101 . MiTeks -2-0-0 20-6-0 29-5-0 36-7-8 5-8-9 8-11-0 E-2-8 B,Edge] CSI DEFL in (loc) Udefl . PLATES GRIP TC 0.90 Vert(LL) 0.49 14-16 >949 M112C 185/148 BC 0.99 Vert(TL) , -0.84 14-16 >552 WB 0.91 Horz(TL) 0.26 11 n/a (Matrix) 1 st LC LL Min I/deft = 360 Weignt: 174 Ib BRACING TOP CHORD Sheathed or 2-4-14 oc purlins. except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. WEBS 1 Row at rriidpt 12-14,8-12 2 Rows at 1/3 pts 9-11 C REACTIONS (Ib/size) 1=1539/0-5-8, 11=1539/0-5-8 Max Horz 1=146(load case 4) Max Uplift 1=-368(load case 3), 11=-376(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3509, 2-3=-3454, 3-4=-3506, 4-5=-3307, 5-6=-4388, 617=-4388, 7-8=-4335, 8-9=-1975, 9-10=43, 10-11=-167 BOT CHORD 1-17=3207,16-17=4180,15-16=4180,14-15=4180,13-14=91, 7-14=-361, 12-13=154, 11-12=1444 WEBS 3 -17=136,4 -17=643,5 -17=-1033,5-16=121,5-14=240,12-14=2558,8-14=1931,8-12==1472; 9-12=1064,9-11=-1900 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33.plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard JL WARNING - Verify design parnrneters and READ NOTES ON TRIS AND INCLUDED MITES REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respor5ibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibliy of the building designer. For general guidance regarding fafety Information quality available control. from T delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component Safety Information avis fable from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Q FESS/0' n� C. AryO� fw C17180 Zrn EXP. 06/30/05 cS'J CIVIL �Q q�OF CA0F July 20,2004 7777 Greenback Lane Sufte 109 Citrus Heights, CA, 956101 . MiTeks S 6 • 0-0-0 . Plate Offsets Job Truss Truss Type Qty Ply B. 050366 PENINSULA 16 floc) Udefl PLA - ES GRIP TCLL 16.0 Plates Increase R12935295 B4050366 E03 ROOF TRUSS 1 1 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.80 14-16 >577 Job Reference (optional) --Wm o.uuu b Jun ZI wvo Mir 1eK Mausmes, Ina I ue Jul cu u.:1a:4z zuu4 rag yi 5-8-3' 11-5-0 11-11111 15-9-7 20-6-0 26-8-10 32-7-3 36-7-8 2 5-8-3 546-13 0-6-11 3-9-12 4-8-9 6-2-10 5-1 D-9 6-0-5 Scale =1:72.7 • 5x6 M1120 3x4 M1120 = 2x4 M1120 II 4.00 12 3x6 M1120 — 3x8 M1120 = ,4x5 M1120 — 4 5 6 7 8 q 3x4 M1120 II to n 6" 0 13 3x6 M1120 II 5-8-3 11-5-0 20-6-0 '29-5-0 5-8-3 5-8-13 9-1-0 8-11-0 12 11 4x12 MI120 = 3x7 M1120 - -2-0-0 38-7-8 E-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Udefl PLA - ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.39 14-16 >999 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.80 14-16 >577 BCLL 0.0 Rep Stress Incr YES WB 0.87 Hori(TL) 0.22 11 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 WeicM: 178 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-4-9 oc purlins„ except end verticals. BOT CHORD 2 X 4 HF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-2-8 oc bracing. 1-15 2 X 4 HF 1650F 1.5E WEBS 1 Row at midpt 8-12 WEBS 2 X 4 HF Stud/Std G *Except* 2 Rows at 1/3 pts 9-11 12-14 2 X 4 HF No.2 SLIDER Left 2 X 4 HF Stud/Std -G 2-11-4 REACTIONS (Ib/size) 1=1539/0-5-8, 11=1539/0-5-8 Max Horz 1=173(load case 4) Max Uplift 1=367(load case 3), 11=-378(load case 3) FORCES (lb) -First Load Case Only TOP CHORD 1-2=-3587, 2-3=-3521, 3-4=-3330, 4-5=-3132, 5-6=.-3686, 6-7=-3686, 7-8=-3647, 8-9=-1760, 9-10=-37, 10-11=165 BOT CHORD 1-17=3285, 16-17=3285, 15-16=3518, 14-15=3518, 13-14=88, 7-14=-342, 12-13=95, 11-12=1286 WEBS 3-17=43, 3-16=141, 4-16=598, 5-16=-526, 5-14=220, 12-14=2292, 8-14=1585, 8-12=-1371, 9-12=1038,9-11=-1793 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially,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) Provide adequate drainage to prevent water ponding. 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) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard QROF ESS/O C. ANp � `�- C 17180 G a EXP. 06/30/05 *. civil- OFCAU* 40 July 20,2004` T9ARMN0 - ® V desi ..... _ K .7777 Greenback Lane er{IJ 9'n Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M-rek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of budding designer- not truss designer. Bracing, shown Citrus Heights, CA, 95610 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 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 AN51/TPII duality Criteria, DSB-89 and BCSII Budding Component Safety Information available from Truss Plata Institute, 583 D'Onofrio Drive, Madison, ltd 53719. WWI id 0 is Job Truss Truss Type Qty Ply 64050366 PENINSULA 16 PLATES ' GRIP TCLL 16.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.33 13-15 >999 R12935296 84050366 E04 ROOF TRUSS 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.22 . 10 n/a BCDL 10.0 Job Reference (optional) -•-•• • •--�-• --•� „"-, v.� �„ i , , vv-ava-aVaa ,w�.rV.,rvrvv 1 r\Voo.l.vwl V.VVV D JU11 V 4VVJ IVII1 CR 111UUSUICS, IIID. 1 UB JU1LV lr. 10:4'3 LUU4 r -a e 7 g -0-d - -0-0. 6-8-3 13-510 13-11-11 20-6-0 26-8-10 32-7-3 38-7-8 6-8-3 6-8-13 0-6-11 6-6-5 6-2-10 5-10-9 6-0-5 Scale = 1:72.7 N O 6A 6x8 M1120 c 2x4 M1120 11 4.00 FfF 3x6 MI120 c 3x7 M1120 - 4x5 MI120 - 3x4M1120 II` 4 5 6 7 8 9 12 11 10 3x6 M1120 I I 4x121011120 - 4x7 M1120 - 0-0-0 -2-0-6- 6-8-3 2-0-0'6-8-3 13-5-0 20-6-0 29-5-0 7-8 6-8-3 6-8-13 7-1-0 8-11-0 1-2.8 1�� rlpte Utrsets (x,Y): [1:0-1-0,0-3-0], [4:0-4-0,0-1-12], [11:0-1-6,0-1-8],[13:0-2-12,0-3-0], [14:0-3-0,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES ' GRIP TCLL 16.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.33 13-15 >999 MII2=) 185/148 TCDL 14.0 Lumber.lncrease 1.25 BC 0.96 Vert(TL) -0.61 13-15 >756 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.22 . 10 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weicht: 181 Ib LUMBER . TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3-5-9 . BRACING TOP CHORD Sheathed or 1-9-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-6-9 or bracing. WEBS 1 Row at midpt 9-10,7-11 2 Rows at 1/3 pts 8-10 REACTIONS (Ib/size) 1=1539/0-5-8, 10=1539/0-5-8 Max Horz 1=200(load case 4) Max Uplift 1=366(load case 3), 10=-379(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3613, 2-3=-3537, 3-4=-3130, 4-5=-3166, 5-6=-3135, 6-7=-3135, 7-8=-1586, 8-9='-31, 9-10=-163 BOT CHORD , 1-16=3309,15-16=3309,14-15=2943,13-14=2943,,12-13=88, 5-13=-383,11-12=108, 10-11=1159 WEBS 3-16=98, 3-15=382, 4-15=304, 4-13=269, 11-13=2014, 7-13=.1346, 7-11=-1280, 8-11=1015, 8-10=-1713 A NOTES ' 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end verfical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 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) A plate rating reduction of 20% has been applied for the green lumber members. • LOAD CASE(S) - Standard ® WARNING - Derjfy design parameters and -READ NOTES ON TIUS AND INCLUDED MITEE REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with fv47ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsbility, of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component ' Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, N 53719. Q>,pFESS/O\ _� G. AA C17180 Z� * EXP. 06/30/05 q�OF CAl.1F�� July 20,2004 7777 Greenback Lane_ suite 109 Citrus Heights, CA, 95610 MiTek® 0 0 Job Truss Truss Type Qty Ply B4050366 PENINSULA:16 . PLA—ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.90 R12935297 B4050366 E05 ROOF TRUSS 1 1 BC 0.91 Vert(TL) -0.56 15-16 >822 BCLL 0.0 Job Reference (optional, --- -- ---- •• •��•.• �� .... ., . vv-a.v� vv...i ,vv�v..,v,vr , Ivai.a.a.a.,vlvl —uuu J Jull V G VJ 11ICR IIIUUbUll1b, Illi. I ue Jul Lu V! 10.44 4Uu4 .ra C] -0A 7-8-3 I 15-5-0 15-11-11 '20-6-0 26-8-10 32-7-3 38-7-6 7-8-3 7-8-13 0-6-11 4-6-5 6-2-10 5-10-9 6-0.5 Scale = 1:72.7 2 0 6x8 4.00 f-12- 6x8 M1120 = 2x4 M1120 II 3x6 M1120 - 4 5 6 4x5 M1120 = 4x5 M1120 7 8 3x5 M1120 11 Q 0-M 7-8-3 7-8-3 JX4 MIILU - 12 11 3x6 M1120 11 4x12 MI120 15-5-0 20-6-0 29-5-0 35-7-8 7-8-13 5-1-0 8-11-0 £-2-8 10 4x7 M1120 -2-" ' LOADING (psf) SPACING 2-0-0 CSI 'DEFL in (loc) I/defl PLA—ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.29 13-15 >999 M1122 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.56 15-16 >822 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.21 10 n/a BCDL 10:0 Code UBC97/ANSI95. (Matrix) 1st LC LL Min I/defl = 360 Weicht: 187 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 l TOP CHORD Sheathed, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied cr 6-6-3 oc bracing. WEBS 2 X 4 HF Stud/Std G WEBS 1 Row at midpt 9-10, 3-15, 7-11 SLIDER Left 2 X.4 HF Stud/Std -G 3-11-14 2 Rows at 1/3 pts 8-10 REACTIONS (Ib/size) 1=1539/0-5-8, 10=1539/0-5-8 Max Horz 1=227(load case 4) Max Uplift 1=-364(load case 3), 10=-380(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3605, 2-3=-3530, 3-4=-2924, 4-5=-2740, 5-6=-2738, 6-7=-2738, 7-8=-1445, 8-9=-28, 9-10=-163 BOT CHORD 1-16=3312,15-16=3312,14-15=2717,13-14=2717,12-13=87, 5-13=-285,11-12=107, 10-11=1054 WEBS 3-16=135, 3-15=-625,4-15=386, 4-13=33,11-13=1807,7-13=1161, 7-11=-1217, 8-11=1003, 8-10=-1649 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure'C; partially,MWFRS gable -end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ® WARNING - Verijy design pesameters end READ NOTES ON TBI3 AND INCLUDED mnmK REFERENCL, PAGE AM -7473 BEFORE USE Design valid for use only with M11ek connectors. This design is based only upon parameters shown, and is for an individual buil ding component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, W153719. )FES S/p\ G ANn � C 17180 Z) * EXP. 06/30/05 �' cS1J. CtVil- �P July 20,2004 7777 Greenback Lane --QD Suite 109 Citrus Heights, CA, 95610 1 MiTek® C-1 0 0 0 Job Truss Truss Type L Qty Ply B4050366 PENINSULA 16 3x6 MII20 II 4x14 MIl20 - 4x7 M1120 = • R12935298 B4050366 E06 ROOF TRUSS 1 1 8-11-0 5-2-8 Plate Offsets (X,Y). [1.0-1-0,0-3-0],[14:0-6-0,0-5-0] ' Job Reference (optional'• -••••• ••�� .. ,.�... .. .�v,, ,, rvv cvc-VVJJ ,vvVVVlv,vv ll�V VV.VVIvI J.UVV bJUII JLUUJIv U!k I11UUb111Ub,111u. IuCJuILuuF..10.,fo LVLT ra B I 0-01i 20-6.0 5-10-10 11-5-13 [ 17-5-0 17-11111 26-8-10 32-7-3 38-7-8 5-10-10 5-7-2 5-11-3 0-6-11. 6-2-10 5-10-9 6-04 Scale = 1:72.7 2.6-5 46 M1120 = 5x5 M1120 - 3x6 M1120 - 3x6 M1120 - 4x5 M1120 - 3x5 M1120 I I .,An rte- 5 6 7 8 9 10 1� ' Jxa MII[U = 13 12 11 " 3x6 MII20 II 4x14 MIl20 - 4x7 M1120 = -2-0-0 , 8-8-3 17-5-0 -20-6-0I 1 29-5-0 3.3-7-8 8-8-3 8-8-13 3-1-0 8-11-0 5-2-8 Plate Offsets (X,Y). [1.0-1-0,0-3-0],[14:0-6-0,0-5-0] ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.29 15-17 >999 MI120 185/148 TCDL 14.0 Lumber Increase 1'.25 BC 0.93 Vert(TL) -0.61 15-17 >763 ' B.CLL 0.0 Rep Stressincr YES WB 0.78 Horc(TL) 0.20 - 11 n/a BCDL" 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl ='360 Weidht: 196 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-5-4 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied cr 6-3-14 oc bracing. WEBS 2 X 4 HF Stud/Std G WEBS 1 Row at midpt 10-11.8-12 SLIDER Left 2 X 4 HF Stud/Std -G 3-0-6 2 Rows at 1/3 pts. 9-11 - REACTIONS (Ib/size) 1=1539!0-5-8, 11=1539/0-5-8 Max Hort 1=254(load case 4) Max Uplift 1=-362(load case 3), 11=-382(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3579, 2-3=-3510, 3-4=-3366; 4-5=-2650, 5-6=-2465, 6-7=-2508, 7-8=-2508, 8-9=-1326, 9-10=-24; 10-11=-162 BOT CHORD 1-17=3275,16-17=2999,15-16=2999,14-15=2505,13-14=87, 6-14=-180,12-13=109,11-12=967 WEBS 3-17=139, 4-17=298, 4-15=-640, 5-15=491, 6-15=81, 12-14=1653, 8-14=1105, 8-12=-1200, 9-12=991,9-11=-1599 -NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per. UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf, occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ®. WARNING - Verijy design paramef:ers and READ NOTES ON Tffi5 AND ➢1'CWDED AfPlEK REFERENCE FAO.1tIIr-7473 BEFORE OSE. Design varid for use only with M1Tek connectors. This design is based only upon parameters shown, arida for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onof fo Drive, Madison, WI 53719. QROFESS/p\ n� C. ANO � C 17180 - z EXP. 06/30/05 k C/Vi ��P July 20,2004 7777 Greenback Lane __* Suite 109 Citrus Heights, CA, 95610 MiTeke w' 0 f Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 8-0-0 21-11-11 8-0-0 13-11-11 R12935299 B4050366 E08 MONO TRUSS 2 1 LOADING (psf) Job Reference (optional'. Ju11 J GV VJ IV 1 cn 61-II11J�tl ICJ, 1116. 1 uc Jul 4u VA. 10.9f cuuw ry�5 ' o's-a ao-o 8-0-0 14-1-12 21-11-15 8-" 6-1-12 7-9-15 5 v Scale = 1:49.7 .. 4.00 12 (o r . 5x 4x4 M1120 = 7 6 01141141120 II 3x41QtW = 6-11-10 9-6-15 8-0-0 21-11-11 8-0-0 13-11-11 Plate Offsets (X,Y): [1:0-2-0,0-2-12] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft . PI_ArES GRIP. TOLL 16.0 Plates Increase 1.25 TC. 0.44 Vert(LL) -0.12 6-7 >750 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.23 6-7 >375 BCLL 0.0 Rep Stress Incr YES WB. 0.14 Horz(TL) -0.02 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weic ht: 56 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 240OF 2.0E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF 240OF 2.0E 'Except' 1-7 2 X 4 HF 1650F 1.5E, 1-6 2 X 4 HF Stud/Std-G OTHERS 2 X 6 HF No.2 REACTIONS (Ib/size) 5=194/0-3-8, 6=506/Mechanical, 8=260/0.5-8, 4=467/0-3-8 Max Horz 8=.625(load case 4) Max Uplift 5=-117(load case 4), 6=-304(load case 5), 4=-302(load case 6) FORCES (lb) - First Load Case Only y TOP CHORD 1-2=-44, 2-3=82,3-4=60,4-5=46, 6-9=-437, 3-9=-437,7-8=73,1-8=-188 BOT CHORD 6-7=-11 WEBS 1-6=12 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf, occupancy category II; exposure C; partially,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 No. 16-13, UBC -97. 3) A plate rating reduction of 20% has been applied for the lumber QROFESS/. green members. 4) Refer to girder(s) for truss.to truss connections. 5) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. •j 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 8, 4.C z n 17180 rn LOAD CASE(S) Standard * EXP. 06/30/05 �1T C/O- �P July 20,2004 ®WARNING - D de n _ �fflJ �9 parameters and READ NOTES ON T875 AND DYCLUDED hllT'ER REFERENCE PAGE hU1-7473 BEFORE USE. 7777 Greenback Lane � Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and 4 for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component a responsibility ty of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the the Heights, CA, 95610� � responsibility of 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 Donofrio Drive, Madison, WI 53719. M ITekm 0 Job Truss Truss Type. Qty Ply B4050366 PENINSULA -16 Plates Increase 1.25 • TCDL 14.0 Lumber Increase R12935300 B4050366 E09 MONO TRUSS 1 1 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 HF No.2 Job Reference (optional" • •• , ,..I — , ,"., 0,�$VV-LUGVVJJ r�V[JLWJIVIVY 1 RUJJ.I VOv D-0 J.vuv s Jul-] V Gvva 1vu�tiRl_{I�lu51r165, mc. 1 ue Jul cu u7:la:4a cljJ/ i50ge 1 5x' ' 4x4 M1120 - 9 8-0-0 8-0-0 Plate Offsets (X,Y):. [1:0=2-0,0-2-12] 8-0-0 14-1-12 21-11-11 3-2-15 8-0-0 6-1-12 7-9-15 1-3-0 �. Scale =1:51.8 8 7 02MM1120 II 3X4 MIN - 6-11-10 9-6-15 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 • TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G *Except* 1-8 2 X 4 HF 1650F 1.5E OTHERS 2 X 6 HF No.2 CSI DEFL in (loc) TC 0.68 Vert(LL) -0.18 7-8 BC 0.56 Vert(TL) -0.36 7-8 WB 0.15 Horz(TL) -0.03 5 (Matrix) 1 st LC LL Min Vdefl = 360 1/deft PLAIIES GRIP >487 M112C 185/148 >244 n/a Weig at: 57 Ib BRACING TOP CHORD Sheathed or 6-0-0 do purlins, except end verticals. BOT CHORD Rigid ceiling'directly applied o. 6-0-0 oc bracing. REACTIONS (Ib/size) 7=510/Mechanical, 9=260/0-5-8, 4=454/0-3-8, 5=289/0-3-8 a Max Horz 9=650(load case 4) Max Uplift 7=-306(load case 5), 4=-292(load case 6), 5=-182(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-44, 2-3=82, 3-4=59, 4-5=50, 5-6=27, 7-10=-441, 3-10=-441, 8-9=73, 1-9=-188 BOT CHORD 7-8=-11 WEBS 1=7=11 NOTES �. 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially,MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right expbsed;Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed fora 10.0 psf bottom chord live load ncinconcurrent with any other live loads per Table No. 16-B, UBC -97. 3), A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. . 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 4, 5. LOAD CASE(S) ' Standard a 0 ® WARMNO - Vert -design parameters and READ NOTES ON Tms AND INCLUDED hIITEB REFMWNC& PAGE MU -7473 -BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, 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 ANSI/TPI1 quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate. Institute, 583 D'Onohio Drive, Madison, WI 53719. 6 Q\koF^E'SSS//p\ _�C� l�• HN/1\� rId--)T C 17180 z *� EXP. 06/30/1 CIV1� O��P ZOFCAt�� July 20,2004 7777 Greenback Lane "-40 Suite 109 Chms Heights, CA, 95610 .Ml MOW • 0 F" 4 Job Truss Truss Type Qty Ply B4050366 PENINSULF. 16, SPACING 2-0-0 CSI DEFL in (loc) I/defl R12935301 B4050366 E10 MONO TRUSS 1 1 6-7 >487 MI12-1 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.56 Job Reference (optiona")' yrv,.♦ , �.vv.+, v."r i �wwiL VI ,0-9 GUGVVJJ RV VLWJIVIYY 1 r\VJJ.I - o-0Av s Jun V LUUJ Ivll I VA llluublllylli1Jil:. I ue Jul LU U. . 10:40 LUu4 EriN Ff5I 8-0-0 14-1-12 19-1--11 8-0-0 6-1-12 5-9-15 5 Scale= 1:46.3 of 5x o 4x4 M1120 - dr 6 7 6 O-A4MI120 II 3x41QtW _ 6-11-10 8-10-15 8-0-0 8-0-0 11 .V- v'u-C I GJ •. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.18 6-7 >487 MI12-1 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.36 6-7 >244 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.02 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 53 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except' 1-7 2 X 4 HF 1650F 1.5E OTHERS 2 X 6 HF No.2 REACTIONS '(Ib/size) 5=142/0-3-8, 6=536/Mechanical, 8=256/0-5-8, 4=373/0-3-8 Max Horz 8=593(load case 4) Max Uplift 5=-85(load case 4), 6=-308(load case 5), 4=-246(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-43, 2-3=83, 3-4=-64, 4-5=34, 6-9=467, 3-9=-467, 7-8=73, 1-8=-184 BOT CHORD 6-7=-11 WEBS 1-6=11 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; partially;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 No. 16-B, UBC -97. ; 3) A plate rating reduction of 20% has been applied for the green' lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 8 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 8, 4. LOAD CASE(S) Standard ® WARNING - Verjfg design parameters and READ NOTES ON TMSAND INCLUDED MITER REFERENCE PAGE AW -7473 BEFORE USE. Design valid for use only with Ml7ek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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, cofsu0 ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. QRC`� af EESSS/p\ . A hip q Cjf * EXrn July 20,2004 17777 Greenback Lane Suite 109 Citrus Heights, CA,.95610 MiTek® �n W Ll 0 `• 6 Job Truss Truss Type Qty Ply B4050366 PENINSULc. 16 3x4 IghW 6-11-10 8-5-12 R12935302 84050366 E11 MONO TRUSS _ 5 1 8-" Plate Offsets (X,Y): [1:0-2-0,0-2-12] Job Reference (optionaO 5r 4x4 M1120 - 7 J.VU0-J-0JUII a cuw rvn 1 on IIIUUMIICO, Ig�if 1-I��C JUI LU U.. IO.JV LVVY6J5p 8-0-0 14-1-12 1,3 8 4 8-0-0 6-1-12 4-6-8 41 ' Iv Scale = 1:44.2 6 5 - 0-&$ M1120 11 3x4 IghW 6-11-10 8-5-12 8-0-0 8-" Plate Offsets (X,Y): [1:0-2-0,0-2-12] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.18 5-6 >487 MII29 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.36 5-6 >244 , BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.02 4 . n/a BCDL . 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min l/defl = 360 Weidht: 52 Ib LUMBER BRACING' TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins,. except end verticals.. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except' 1-6 2 X 4 HF 165OF 1.5E OTHERS " 2 X 6 HF No.2 REACTIONS (Ib/size) 4=106/0-3-8, 5=548/Mechanical, 7=255/0-5-8, 3=321/0-3-8 Max Horz 7=572(load case 4) Max Uplift 4=-62(load case 4), 5=-309(load case 5), 3=-216(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=84, 2-3=-68, 3-4=25, 5-8=-479,2-8=-479,6-7=73,1-7=-182 BOT CHORD 5-6=-11 WEBS 1-5=11 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf;.BCDL=6.0psf;,occupancy category ll; exposure C; partially;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 No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied,for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjbint(s) 7 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 7, 3. LOAD CASE(S) Standard ® WARNING -Verify design parameters and READ NOTES ON TRIS AND INCLUDED MlTEE, REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use'only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer: Bracing shown is for lateral supportof individual web members only. Additional temporary bracing to insure stability during constriction is the responsibillity 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 ANSI/7PI1 Quality Criteria, DSB•89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Q RaF ESS/0\ ANn� C17180 Z * EXP, 06130/05 cf'J CIVIL ��OFCAtiF�F� July 20,2004 17777 Greenback Lane I Suite 109 i Citrus Heights, CA, 95610 MiTek® lj Job ---.. Truss Truss Type Qty Ply 84050366 PENINSULA -16 . B4050366 F01 . ROOF TRUSS . 1 2 812935303 CSI TCLL 16.0 Plates Increase 1.25 TC 0.84 TCDL 14.0 Job Reference (optional) _0 -...__. ,_ ,- -- _,_ --V.-U."'..' Il : I uW Jul Lu V l . I OA 1 cuuv rayeC i . 0-0-0 7-5-0 7-111-�l 14-9-11 22-2-5 29-0-5* 2$-7,0 37-0-0 I 7-5-0 0-6-11 6-10-0 7A-11 6-10-0' 0-0-11 7-5-0 Scale = 1:67.9 4.00 12 6x8 M1120 — 3x7 MII20 — 2x4 MII20 11 . 3 4 5 3x4 MII20 - 15 6 6x8 MII20 - 7 3x5 MI120 2x4 M1120 11 '3x12 M1120 - 5x7 M1120 W13 = 2x4 M1120 11 3x5 M1120 3x5 MI120 '3X8 MI120 3x5 MII20 C 0-M in 7-5-0 14-9711 I/deft 7-5-0 7A-11 Veft(LL) • Plate Offsets (X,Y [1:0-1-0,0-2-4], [3:0-4-0,0-1-12], [7:0-4-0,0-1-12], [9:( 11-13 >739 M1120 LOADING (psf) SPACING. 1-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.84 TCDL 14.0 Lumber Increase 1.25 BC 0.93 BCLL 0.0 Rep Stress Incr NO WB 0.79 BCDL 10.0 Code UBC97/ANS195 (Matrix). LUMBER TOP CHORD 2 X 4 HF 240OF 2.0E BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3-10-3, Right 2 X 4 HF Stud/Std -G 3=10-3 7.4-11 29-7-0 7A-11 37-0-0 7-5-0 DEFL in (loc) I/deft PLAT -S Veft(LL) 0.60 11-13 >739 M1120 Vert(TL) -0.93 11-13 >475 Horz(TL) 0.19 9 n/a 1st LC LL Min Udell = 360 Weigt4: 271 Ib BRACING TOP CHORD Sheathed or 4-7-10 oc purlins.. BOT CHORD Rigid ceiling directly applied or 9-4-3 oc bracing. REACTIONS (Ib/size) 1=2508/0-5-8, 9=2508/0-5-8 Max Horz 1=22(load case 5) • Max Uplift 1=-683(load case 3), 9=-683(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-6619, 2-3=-6582, 3-4=-9285, 4-5=-9285, 5-15=-9285, 6-15=-9285, 6-7=-9276, 7-8=-6584, 8-9=-6622 BOT CHORD 1-14=6211,13-14=6202,13-16=9276,12-16=9276,11-12-927'6' 10-11=6204,9-10=6214 WEBS 3-14=185,3-13=3294,5-13=-883, 6-13=10, 6-11=-880,7-11=3282,7-10=187 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 0-7-0 oc.' Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 ac.. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable'end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. • 4) Provide adequate drainage to prevent water ponding. 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Girder carries hip end with 7-6-12 end setback Continued on page 2 1L WARNING VerVy design Parameters and READ NOTES ON TB7S AND INCLUDED MITER REFERENCE PAGE 111II-7473 BEFORE USE. Design valid for use only with MOek connectors. This design's based only upon parameters shown, and is for on individual building component. Applicability of design paramentersand proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy 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 ANSI/TPII Quality Criteria, DSB-89 and. BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison: WI 53719. 0 0-0-0 GRIP. 185/148 C,?,O)FESSSl&\ r AAI.\ C 17180 z EXP. 06/30/05 I J. o��P �F CNO. July 20,2004 7777 Greenback Lane Suite 109 Citrus. Heights, CA, 95610 M iTek® Job � Truss_ Truss Type Qty Ply 84050366 PENINSULA 16 812935303 84050366 F01 ROOF'TRUSS 1 Job Reference (optional• JMW TRUSS, CATHEDRAL CITY, 760-202-3699 ROB@JMWTRUSS.COM 5.000 s Jun 9 2003 MiTek Industries, Inc. Tue Jul 20 07:18:51 2004 Page 2 NOTES 8) Special hanger(s) or connection(s) required to support. concentrated load(s) 458,51b down and 280.41b up at 29-5-4, and 458.51b down and 280.41b up at 7-6-12 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30.0, 37=-106.6, 7-9=-30.0, 1-9=-35.5 Concentrated Loads (lb) Vert: 3=-458.5 7=-458.5 Job � Truss_ Truss Type Qty Ply 84050366 PENINSULA 16 812935303 84050366 F01 ROOF'TRUSS 1 Job Reference (optional• ® WARNING - 9•erjjy design parameters and READ NOTES ON THIS AND INCLUDED IMTEK REFERENCE PAGE =.7473 BEFORE USE. - 7777 Greenback Lane �� Design valid for use only with M1ek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Suite 109 . . Applicability of design paromenters and proper inc Citrus Heights, CA, 956101 � - ' is for lateral supportp P incorporation of component is bracing t ii sur of building "designer- not truss designer. Bracing shown of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify, 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 ANSIITPII Quality Criteria, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onof to Drive, Madison, WI 53719. M iT@k 9 n _.___ _ __.. _ ____ ......... ........... ,,.�,,,,, w ter. ��.w cvv-r rayc 0-0-0 4-8-3 9 Sof 1 15-5-11 ) 21-6-5 27-0-5 27-770 32-3-13 37-0-0 4-8-3 4-8-13 0-6 11 5-6-0 6-0-11 5-6-0 0-6-11 4-8-13 • 4-8-3 Scale = 1:67.8 4.00 F12 O 0-" 5x6 M1120 5 3x4 M1120 = 3x4 M1120 = 5x6 M1120 4 5 6 7 3x10 M1120 3x8 MII20- , 4x6 M1120 3x8 M1120 - 3x4 M1120 9-5-0 18,6-0 27-7-0 37-0-0 9-5-0 9-1-0 9-1-0 9-5-0 LOADING (psf) Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 TCDL 84050366 F02 ROOF TRUSS 1 1 R12935304 YES JMW TRUSS CATHEDRAL CITY, 760-202-3699 ROBO)JMWTRUSS.CDM 5 nnn s .hm Q gnnz WT L, Job Reference (optional) 1— T — „ oa „- -=n nnn, n _.___ _ __.. _ ____ ......... ........... ,,.�,,,,, w ter. ��.w cvv-r rayc 0-0-0 4-8-3 9 Sof 1 15-5-11 ) 21-6-5 27-0-5 27-770 32-3-13 37-0-0 4-8-3 4-8-13 0-6 11 5-6-0 6-0-11 5-6-0 0-6-11 4-8-13 • 4-8-3 Scale = 1:67.8 4.00 F12 O 0-" 5x6 M1120 5 3x4 M1120 = 3x4 M1120 = 5x6 M1120 4 5 6 7 3x10 M1120 3x8 MII20- , 4x6 M1120 3x8 M1120 - 3x4 M1120 9-5-0 18,6-0 27-7-0 37-0-0 9-5-0 9-1-0 9-1-0 9-5-0 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL. 10.0 Code UBC97/ANSI95 LUMBER DEFL - in (loc) TOP CHORD 2 X 4 HF N0.2 BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 2-4-7, Horz(TL) 0.20 10 Right 2 X 4 HF Stud/Std -G 2-4-7 CSI DEFL - in (loc) I/defl TC 0.64 Vert(LL) 0.45 13 >996 BC 0.87 Vert(TL) -0.81 11-13 >549 WB 0.92 Horz(TL) 0.20 10 n/a (Matrix) 1 st LC LL Min Vdefl = 360 PLATES MII20 Weight: 139 Ib m Cb -�1 d 3x10 M1120 BRACING TOP CHORD Sheathed or 2-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied Is 7-7-13 oc bracing. WEBS 1 Row at midpt 5-14.6-11 REACTIONS (Ib/size) 1=1480/0-5-8, 10=1480/0-5-8 . Max Horz 1=-54(load case 6) Max Uplift 1=-342(load case 3), 10=-342(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3363, 2-3=-3307, 3-4=-3350, 4-5=-3161, 5-6=-4038, 6-7=-3161, 7-8=-3350, 8-9=-3307, 9-10=-3363 BOT CHORD 1-14=3070,13-14=3956,12-13=3956,11-12=3956, 10-11=3070 WEBS 3 -14=124,4 -14=579,5-14=-910,5-13=124,6-13=124,6-11=-910,7-11=579,8-11=124 • NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4ps$ BCDL=6.Opsf; occupancy category II; exposure C; partially,MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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 fable No. 16-13, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. • LOAD CASES) Standard 0 ® WARNING - Vertfg des(gn pasametera and READ NOTES ON TMS AND INCLVDED WTEK REFERENCE PAGE MU -7473 BEFORE USE, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramentersand proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, 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 ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate institute, 583.D'Onofrio Drive. Madison, WI 53719. - 0-0-0 GRIP 185/148 QF OOFESS/ C� l�• A/V/1\�� C 1718Q z EXP. 06/30/05 CIVIL �P 0F CALIFO�� July 20,2004 / / I / OF—DaCK Lane Suite 109 Citrus Heights, CA 95610 MiTek® Job Truss Truss Type Qty Ply 84050366 PENINSULr.16 B4050366 F03 ROOF TRUSS 1 1 812935305 , JMW TRUSS. CATHFDRAI rITY 7an-9m_zao5 anon Ienurrm rec . r,.. LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 Job Reference (optiona') r 5-8-3 11-5-0 11-11 .18-6-0 25-0-5 2$-7-0 31-3-13 37-0-0 5-8-3 5-8-13 0-6-11 6-6-5 6-6-5 0-6-11 5-8-13 5-8-3 Scale = 1:672 4.00 12 6x8 M1120 2x4 M1120 II 6x8 MII20 - 4 5 n. 10 4x10 M1120 2x4 M1120 II 3x4 M11203X6 3x6 MII20 - 3x4 MII20 = 3x10 M1120 - �1 0 2x4 .41120 I I 4x10 M1120 j 0-0-0 5-8-3 11-5-0 18-6-0 25-7-0 31-3-1337-0 0 5-8-3 5-8-13 7-1-0 7-1-0 5-8-13 5-8-3 Plate Offsets (X,Y): [1:0-3-4,0-3-0], [4:0-4-0,0-1-12], [6:0-4-0,0-1=12], [9:0-3-4,0-3-11] LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI '0.73 DEFL in (loc) I/deft PLATES GRIP TCDL 14.0 Lumber Increase 1.25 TC BC 0.64 Vert(LL) -0.20 13 >999 Vert(TQ -0.52 13-14 >853 M1120 185/148 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.13 9 n/a BCDL 10.0 Code , UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 146 Ib LUMBER BRACING t TOP CHORD 2 X 4 HF 240OF 2.0E 'Except' TOP CHORD Sheathed or 2-3-8 oc purlins. 4-6 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly BOT CHORD 2 X 4 HF 240OF 2.0E applied er 10-0-0 oc bracing. WEBS - 2 X 4 HF Stud/Std G• SLIDER Left 2 X 4 HF Stud/Std -G 2-11-4, Right 2 X 4 HF Stud/Std -G 2-11-4 REACTIONS (Ib/size) 1=1480/0-5-8, 9=1480/0-5-8 Max Grav 1=2176(load case 4), 9=2176(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3433, 2-3=-3366, 3-4=-3154, 4-5=-3439, 5-6=-3439, 6-7=-3154, 7-8=-3366, 8-9=-3433 BOT CHORD 1-15=3138,14-i5=3138,13-14=2981,12-13=2981,11-12=2981, 10-11=3138,9-10=3138 WEBS 3-15=64,3-14=-161, 4-14=212, 4-13=530, 5-13=404, 6-13=530,6-11=212,7-11=-161, 7-10=64 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Provide adequate drainage to prevent water ponding. 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) A plate rating reduction of 20% has been applied for the green lumber members. ESS/�� 5) This truss has been designed for a total drag load of 120 plf. Connect truss to resist drag loads along bottom from QRQF �Q chord 0-0-0 to 37-0-0 for 120.0 plf: C • A/`(O� LOAD CASE(S) Standard �-� z C 17180 x EXP. 06/30/05 ST civil- ]VllOF OFCAIIF July. 20, 2004 ® WARNING - Ver((b design pnrametcrs and READ NOTES ON THIS AND INCLUDED =EK REFERENCE PAGE PM 7473 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability 1.7777 Greenback Lane Suite 109 �, of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of'v,dividual web members only. Additional temporary bracing Citrus Heights, CA, 95610 to insure stability during construction is the responsibillity 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 ANSI/rPl1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5153 D'Onofrio Drive, Madison, WI 53719. 4 M ITe^® j 0 r1 u r1 LJ Job . Truss Truss Type Qty Ply B4050366 PENINSULA 16 B4050366 F04 ROOF TRUSS 1 1 812935306 13 >999 MII'10 185/148 TCDL 14.0 Lumber Increase 1.25 Job Reference (optional) JMW TRt1SS_ (ATHFnRAI clTV Tan_ )no_zaan once, iiiii—oi BCLL 0.0 Rep Stress Incr NO u -u-0 i 0-0-0 6-8-3 13-5-0 13-11 i 11 18-6-0 23-0-5 2$-7T0 • 30-3-13 37-0-0 3 6-8-13 0-6-11 4-6-5 4-6-5 0-6-11 6-8-13 6-8-3 Scale = 1:67.6 6x8 M1120 - 2x4 M1120 I I 6x8 M1120 0 4.00 FT2_ 4 5 F 0 4x4 M1120 2x4 M1120 ll II If 3x4 MII20 = 3x6 MII20 = 3x4 MII20 = 2x4 MIID 4x4 M1120 4x4 MII20 4x4 M1120 zzz - 3x8 MII20 0-0-0 0-M 6-8-3 13-5-0 18-6-0 23-7-0. 30-3-13 37-0-0 6-8-3 6-8-13 5-1.0 5-1-0 6-8-13 6-8-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.21 13 >999 MII'10 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.53 10-11 >840 BCLL 0.0 Rep Stress Incr NO WB 0.52 Hbrz(TL) 0.17 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1St LC LL Min Vdefl = 360, Weight: 150 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E 'Except TOP CHORD Sheathed or 2-9-1 oc purlins. BOT CHORD . 4-6 2 X 4 HF No.2 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3-5-9, Right 2 X 4 HF Stud/Std -G 3-5-9 • REACTIONS (Ib/size) 1=1480/0-5-8, 9=1480/0-5-8 Max Grav 1=1699(load case 4), 9=169.9(load case 3) FORCES . (lb) -First Load Case Only TOP CHORD 1-2=-3461, 2-3=-3385, 3-4=-2950, 4-5=-2910, 5-6=-2910, 6-7=-2950, 7-8=-3385, 8-9=-3461 _ BOT CHORD 1-15=3168,14-15=3168,13-14=2757, 12-13=2757,11-12=27'57, 10-11=3168, 9-10=3168 WEBS 3-15=106, 3-14=-431.,4-14=294, 4-13=213, 5-13=-217, 6-13=213, 6-11=294, 7-11=-431, 7-10=106 . NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Provide adequate drainage to prevent Water ponding. 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. �OQ�OFESS/ON 4) A plate rating reduction of 20% has been applied for, the green lumber members. 5) This truss has been designed for a total drag load of 1300 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 37-0-0 for 35.1 plf. �t ,A LOAD CASE(S) Standard C 17 I4 V Z M t Cc' EXP. 06/30/05 C►V N- �P OF CA1-MF July 20,2004 ® WARNING - Ver(fiy design parameters and READ NOTES ON THIS AND INCLUDED 1UT'EH M E'RENCE PAGE MU -7473 BEFY/RE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component.. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA. 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Criteria, DSB-B9 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, N 53719. M iTeCk 0 0 0 Job Truss Truss Type Qty Ply 84050366 PENINSULA 16 64050366 � FOS CAL HIP j 1 R12935307- -IMW TRI ISC CATWCr10A1 riT 7cn 37-0-0. 7-8-3 7-8-13 6-2-0 7-8-13 Job Reference (optiorral) 0-0-0 7-8-3 15-5-0 15-11-11 21-0-5 21-7-0 29-3-13 37-0-0 7-83 7.8-13 0-6-11 , 5-0-10 0-6-11 7-8-13 7-8-3 r' Scale = 1:67.5 6x0 M1120 = -5x6 M1120 4.00 IT2 4 5 ' 13 12 11 10 9' ---•-------- - 6x7 M1120 - • 4x4 MII20 2r 4 MII20 I I 3x4 MII20 = 3x6 MII20 - 2x4 MI120 4x4 M1120 Il 3x8 M1120 = . 0-0-0 0-0-0 7-8-3 15-5-0 21-7-0 29-3-13 37-0-0. 7-8-3 7-8-13 6-2-0 7-8-13 7-8-3' • Plate Offsets (X,Y): [1:0-2-12,0-2-8], [4:0-4-0,0-1-12], [8:0-2-12,0-3-3] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.23 12-13 >999 MI130 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.60 12-13 >738 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.20 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) . 1st LC LL Min Udef] = 360 We:ght: 145 Ib LUMBER BRACING • ' TOP CHORD 2 X 4 HF 1650F 1.5E *Except* TOP CHORD Sheathed or 2-11-15 oc purins. 4-5 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly appliedlor 10-0-0 oc bracing. BOT CHORD 2 X 4 HF No.2' WEBS 1 Row at midpt 3-12.6-10 WEBS • . 2 X 4 HF Stud/Std G SLIDER" Left 2 X 4 HF.Stud/Std -G 3-11-14, Right 2 X 4 HF Stud/Std -G 3-11-14 • REACTIONS (lb/size)' 1=1480/0-5-8, 8=1480/Mechanical ' Max Grav 1=1710(load case 4), 8=1710(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3443, 2-3=3372, 3-4=-2737, 4-5=-2538, 5-6=-2738, 6-7=-3372, 7-8=-3443 " BOT CHORD 1-13=3164, 12-13=3164, 11-12=2537, 10-11=2537, 9-10=3164, 8-9=3164 WEBS 3-13=142, 3-12=-659, 4-12=375, 4-10=1, 5-10=375, 6-10=-658, 6-9=141 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Provide adequate drainage to prevent water ponding. 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) A plate rating reduction of 20% has been applied for the green lumber members. FESS/�N,, 5) Refer to girder(s) for truss to truss connections. Qe 6) This truss has been designed for a total drag load of.1300 Ib. Connect truss to resist drag loads along bottom % A�+�� Fy chord from 0-0-0 to 37-0-0 for 35.1 pit �� LOAD CASE(S) Standard 7+ t �n Z m C I V :0 EXP. 06/30/05 1ST CIVI%. �P grFOF CAII� July 20,2004 ® WARNING - Ver jrj design pernmeters and READ NOTES ON THIS AND INCLUDED MUTES REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design B based only upon parameters shown, and is for an individual balding component. 7777 Greenback Lane Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building'designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure Citrus Heights, CA, 95610 stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control,storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component . Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M ITeK® Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 84050366 F06 CAL HIP 1 1 R12935308 JMW TRUSS. CATHFnRAI CITY 7an_gn�_zaoo bncu, innknrrci �� .- A 14.0 Lumber Increase 1.25 Job Reference (optional) 0-0-0 19-0-5 5-10-10 11-5-13 17-5-0 17= 1 111 -7 0 25-6-3 31-1-6 37-0-0 5.10-10 5-7-2' 5-11-3 0-6-1�10-/16-11 5-11-3 5-7-2 5-10-10 Scale = 1:67.9 1 TMM1120 - • _ 5x5 M1120 . __ 5 6 0 d • 3x5 M1120 15 14 1312 - 11 5x8 M1120 c 3x4 M1120 = 4x6 M1120 - 3x4 M1120' —_ 3x5 M1120 3x5 MII20 '3x5 M1120 • 3x8 MII20 = zzz 3x4 M1120 - 0-0-0 0-0-0 8-8-3 17-5-0 19-7-0 28-3-13 37-0-0 8-8-3 8.8-13 2-2-0 8-8-13 8-8-3 • Plate Offsets (X,Y): [1:0-1-0,0-2-41, [O:o-4-U,o-1-121, [10:0-1-0 0-2-15) ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.30 14-15 >999 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.68, 11-12 >654 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.19 10 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 153 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-7-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied Dr 6-10-5 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3-6-6, Right 2 X 4 HF Stud/Std -G 3-0-6 REACTIONS (Ib/size) 1=1480/0-5-8, 10`-1480/Mechanical Max Hort 1=-97(load case 6) Max Uplift 1=-303(load'case 3), 10=-303(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3423, 2-3=-3355, 3-4=-3203, 4-5=-2468, 5-6=-2291, 6-7=-2465, 7-8=-3204, 8-9=-3355, 9-10=-3423 BOT CHORD 1-15=3130,14-15=2836,13-14=2288,12-13=2288,11-12=2837, 10-11=3130 WEBS 3 -15= -152,4 -15=312,4-14=-653,5-14=480,6-14=10,6-12=484,7-12=-657,7-11=313, 8-11=-151 • NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7=98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right �QQ,�.OFESS/�� exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. ��- �� Ci • AN�� 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) A plate rating reduction of 20%k, has been,applied for the green lumber members. � C 1718 Q Z m 6) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard >� EXP. 06/30/05 s� CIVIL �Q ` �rF0FCAUF July 20,2004 ® WARNING • Tertrg design parameters and READ NOTES ON TMS AND D9CLUDED Aff= REFERENCE PAGE AM 7473 BEFORE USE. 7777Greenback Lane, Design valid for use only with M7ek connectors. Thisdesign •s based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporafion of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricaflon. quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB•89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - M iTek 0 CJ 11 Job Truss Truss Type Qty Ply 64050366 PENINSULA 16 r 9-4-12 9-1-4 9-1-4 9-0-12 R12935309 B4050366 F07 ROOF TRUSS 1 1 SPACING 2-0-0 CSI DEFIL in (loc) I/deft' PLATES GRIP TOLL 16.0 Job Reference (optiona:) -' - •�-0-0 v, •'• •�✓'.r.� v„ , w-cvc-awa IwuVJm.. i La,VV.vv .J.uuu ,Jun J -u. 11cn II IUUbIIICb, IIi6. 1 uC JVI GV V'. Ia.UV 4VV•t rayc I 0-0-0 t 6-4-5 12-5-3 18-6-0 24-6=13 30-7:11 37-0-0 6.4-5 6-0-13. 6-0-13 6-0-13 6-0113 64-5 Scale = 1:65.4 • 5x5 M1120 — 5 Iv 3x5 M1120 3x4 M1120 - L 3x6 M1120 = 3x4 M1120 - • 3x5 M1120 3x5 M1120 3x8 M1120 = 3x5 M1120 a ... ��® • ® WARNING - Ver{jy design paramN eters and READ OTES ON 1'. AND Ill'CLUDED MITER REFERENCE PAGE MII•7473 BEFORE USE, 7777 Greenback Lane Design valid for use onty with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stabBity during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding, Safety Information.avaBable from Truss Plate Institute, 583 D'Onofrio Drive, Mad'aon, M 53719. M i 1 4 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI1 Building Component 0 0-0-0 0-0-0 9-4-12 18-6-0 27-7-4 3710-0 r 9-4-12 9-1-4 9-1-4 9-0-12 • Plate Offsets (X,Y): [1:0-1-4,0-2-4],[9:0-1-4,0-2-15] LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/deft' PLATES GRIP TOLL 16.0 Plates Increase 1.25 TO 0.78 Vert(LL) 0.30 12-13 >999 MII2.7 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.64 12-13 >691 BOLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.19 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 142 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-4-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-10-13 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 3=3-6, Right 2 X 4 HF Stud/Std -G 3-3-6 REACTIONS (Ib/size) 1=1480/0-5-8, 9=1480/0-5-8 Max Horz 1=105(load case 5) Max Uplift 1=297(load case 3), 9=-297(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3425, 2-3=-3352; 3-4.=-3154, 4-5=-2323, 5-6=-2323; 6-7=-3154, 7-8=-3352, 8-9=-3425 BOT CHORD 1-13=3135,12-13=2748,11-12=2748, 10,111=2748,9-10=31135 WEBS 3-13=-224, 4-13=373, 4-12=-748, 5-12=1082, 6-12=-748, 6-10=373, 7-10=-224 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the lumber �OQRpFESS/� C AN green members. ��' �� LOAD CASE(S) Standard tT1 z fr C 17180 EXP. 06/30/05 July 20,2004 ... ��® • ® WARNING - Ver{jy design paramN eters and READ OTES ON 1'. AND Ill'CLUDED MITER REFERENCE PAGE MII•7473 BEFORE USE, 7777 Greenback Lane Design valid for use onty with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stabBity during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding, Safety Information.avaBable from Truss Plate Institute, 583 D'Onofrio Drive, Mad'aon, M 53719. M i 1 4 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI1 Building Component 0 E Job - - -- - ---r - --• - •- �• r Truss- Truss Type . Qty Ply B4050366 PENINSULA 16 R12935310 84050366 F08 COMMON 1 w '+ Job Reference (option. ) --- --- -- a, 111- 1 uc Jul LU US. lu— —vV rayC 1 0-0-0 0-0-0 5-0-2 9-3-1 13-6-0 18-6-0 23-6-0 27-8-15 31-11-14 37-0-0 1 i � 5-0-2 4-2-15 4-2-15 5-0-0 5-0-0 4-2-15 4-2-15 5.0-2 Scale = 1:65.5 4.00 12 4x5 M1120 3 3x4 M1120 2 1 . d 4x8 M1120 4 1011120 17 1 16 15 3x6 M1120 11 6x6 M1120 - 8X101011126 6x6 1411120 - 5 3x7 M1120 6 14 13 12 7x8 M1120 = 4x6 M1120 7x8 M1120 = 3x5 M1120 zzz 7 \Sk4 M1120 8, 9 d 11 10 U1210111201-1 3 4x5 M1120 - 5x6 M1120 11 0-M 0-0-0 5-0-2 9-3-1 13-6-0, 18-6-0. 23-6-0 27-8-15 31-11-14 37-0-0 5-0-2 4-2-15 4-2-15 5-0.0 5-0-0 4-2-15 4-2-15 5-0-2 • Plate Offsets (X,Y): [1:Edge,0-3-4], [9:Edge,0-3-4], [14:0-4-0,0-3-12], [15:0-5-0,0-5-7t], [16:0-3-0,0-3-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP' TCLL 16.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.45 '14-15. >982 MIIaO 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.75 1415 >586 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.16 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 878 Ib LUMBER BRACING • ' TOP CHORD , 2 X 4 HF 240OF 2.0E TOP CHORD Sheathed or 4-4-5 oc purlins BOT CHORD 2 X 8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* 4-15 2 X 8 DF SS, 5-14 2 X 4 HF No.2 WEDGE Left: . REACTIONS (Ib/size) 1=15829/0-5-8, 9=13453/0-5-8 Max Horz 1=102(load case 5) Max Uplift 1=-3768(load case 3), 9=3193(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-36867, 2-3=-35467, 3-4=-31273, 4-5=-23340, 5-6=23343, 6-7=27402, 7-8=-30631,. 8-9=-31563 - BOTCHORD 1-17=34282, 16-17=34282, 15-16=33636, 14-15=29626, 13-14=25958, 12-13=25958, 11-12=29044, 10-11=29344, 9-10=29344 • WEBS 2-17=2314,2-16=-706, 3=16=4082, 3-15=-5071, 4-15=9396, 4-14=-10280, 5-14=14271, 6-14=-5246,6-12=4704,7-12=-3903,7-11=3086,8-11=-328,8-10=1742 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. OQ�OFESS/QN 2) 4 -ply truss to be connected together with 0.131 "x3" Nails as follows: �� C. ANQ Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 4 rows at 0-4-0 oc. _ C Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 8 - 2 rows at 0-9-0 00. • Attach chords with 1/2 inch diameter bolts (ASTM a-307) with washers at 2-0-0 on center.rn t� Z m 3) Unbalanced roof live loads have been considered for this design. to C 1718V X1 4) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; EXP. 06/30!05 exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 5) All plates are MT20 plates unless otherwise indicated. cP� C11/ Il pg �\Q Continued on page 2 9�0 CAU�� July 20,2004 ® WARNING - Verjfy design pasnmet— and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. _ 7777 Greenback Lane Design vafid for use only with'Wei< connectors. This design is based Only upon Suite 109 ' 9 y e parameters shown, and for an individual building component. Citrus Heights, CA, 95610 is for lateral s p design parament a and proper incorporation al component iscing Cosi sur stability ability building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary broking to insure stability during construction is the responsibillity 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 ANSI/TPH Quality Criteria, DSB-89 and BCSII Building Component 1 MOW I Safety Information ovalable from Truss Plate Institute, 583 D'Onofrio Drive, Madison, M 53719. • 0' Job Truss Truss Type Qty Ply ' B4050366 PENINSUL416 B4050366. F08 COMMON 1. RT2935310 JMW TRUSS CATHEDRAL CITY 760-202 3699 ROB JMWT @ RJob Reference (optionel)USS.COM 003 . 5.000 s Jun 9 2M1Tek Industries, Inc. Tue Jul 20 C7:19:00 2004 Page 2 NOTES '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 -9-..7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Special hanger(s) or. connection(s) required to support concentrated load(s) 3741.0Ib down and 904.91b up at 13-8-4 on bottom chord.. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber.lncrease=1.25, Plate Increase=1.25, Uniform Loads (plo . Vert: 1-5=-60.0, 5-9=-60.0; 1-15=-740.8, 9-15=-580.8' Concentrated Loads (lb) Vert: 15=-3741.0. A c r WARNING Verjfy design pan tens and BEAD NOTES ON TMS AND INCLUDED hUTEB REFERENCE PAGE IW 7473 BEFORE USB. 7777 Greenback Lane i sign valid for use only with Mi7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 rplicabiliy of design paramenters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown or lateral support of individual web members only. Additional temporary bracing to insure stab - Citrus Heights, CA, 95610 stability during construction is the responsibillity of the actor. Additional permanent bracing of the overall structure is the responsibilityof the building designer. For general guidance regarding ' oricotion, quality control, storage, delivery. erection and bracing, consult ANSI/TP11 Quality Criteria, DSfi-89 Dodi 9CSI1 BJIlding Component fety Information available from Truss Plate Institute, 583 D'Onctrio Drive. Madison, WI 53719. MIT p k 0-0-0 - • -- -- - --- - -- —... , • -- --- ^..........`,....�... ,...,, �....., �.•�� cn uwuaa Ira, WIC. 1 uo jur cu w: i a.0 r cuuv rdye 0-0-0 6-8-5 1313 19=6.0 25-8-13 31-11-11 38-6-0 6-8-5 6-4-13 6-4-13 6-2-13 6-2-13 6-6-5 Scale = 1:68.2 5x5 M1120 0 ' 4.00 rTT 6 4x4 MII20 3x4 M3x 1120 = 4x6 M1120 = UBM1120 = 3x6 MI120 = 3x4 M1120 = 4x4 M1120 4x4 MII20 - 4x4 M1120 0-" 9-94 9-94 19_6-0 9-8-12 I I 0-0-0 28.8-12 38-6.0 9-2-12 ' 9-94 LOADING Job Truss Truss Type Qty Ply B4050366 PENINSUL> 16 TCLL 16.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.30 14-16 >999 R12935311 TCDL B4050366. G01 ROOF TRUSS 6 1 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.18 11 n/a Job Reference.(option.�l) BCDL JMW TRUSS- CATHFnRAI r'ITV 7Rn_gm_2aoo anon rnnsnrrD QQ nnnA c nnn ,. i,,., 1st LC LL Min Vdefl = 360 _�.._.�__ __ r.._ ,.., ........................ ... .. . 0-0-0 - • -- -- - --- - -- —... , • -- --- ^..........`,....�... ,...,, �....., �.•�� cn uwuaa Ira, WIC. 1 uo jur cu w: i a.0 r cuuv rdye 0-0-0 6-8-5 1313 19=6.0 25-8-13 31-11-11 38-6-0 6-8-5 6-4-13 6-4-13 6-2-13 6-2-13 6-6-5 Scale = 1:68.2 5x5 M1120 0 ' 4.00 rTT 6 4x4 MII20 3x4 M3x 1120 = 4x6 M1120 = UBM1120 = 3x6 MI120 = 3x4 M1120 = 4x4 M1120 4x4 MII20 - 4x4 M1120 0-" 9-94 9-94 19_6-0 9-8-12 I I 0-0-0 28.8-12 38-6.0 9-2-12 ' 9-94 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.30 14-16 >999 M1123 185/148 TCDL 14.0 Lumber Increase 1.25 BC. 0.91 Vert(TL) -0.70 14-16 >659 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.18 11 n/a BCDL 10.0 Code UBC97/ANSI95. (Matrix) 1st LC LL Min Vdefl = 360 Weir ht: 153 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheatheb. BOT CHORD 2 X 4 HF 1650F 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 7-10-9 oc bracing. 13-15 2 X 4 HF No.2 • WEBS 1 Row at midpt 5-14 WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 6 HF No.2 3-5-8, Right 2 X 6 HF No.2 3-5-1 REACTIONS (Ib/size) 1=1540/1-0-0, 11=1540/0-5-8 Max Horz 1=110(load case 5) Max Uplift 1=-310(load case 3), 11=307(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3589, 2-3=-3513, 3-4=3312, 4-5=-3259, 5-6=-2394, 6-7=-2392, 7-8=3106, 8-9=-3142, 9-10=-3294,10-11=-3375 BOT CHORD 1-16=3289, 15-16=2852, 14-15=2852, 13-14=2786, 12-13=2786, 11-12=3059 WEBS 3-16=-252, 5-16=416, 5-14=-797, 6-14=1114, 7-14=-725, 7-12=303, 9-12=-142 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. • LOAD CASE(S) Standard a ® WARNING - Verj& design parameters and READ NOTES ON TMS AND INCLUDED AUTER REF RE *Ca11 Pc pAGE AM 7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. i Q�pFESS/OAJ-'�'- n� C. ANO `�- C 17180 EXP.0)M0/05 `cf'J CIM. gTFOF CAL1F�� July 20,2004 7777 Greenback Lane __40 Suite 109 Citrus Heights, CA, 95610 1 MiTek® Job Truss Truss.Type Qty Ply B4050366 PENINSULt 16 7 ' 4x7 M1120 3x4 M1120 z R12935312 B4050366 G02i COMMON 1 4 9 . 4x10 M1120 5 5 - . 3x4 M1120 4 Job Reference (options) - JIVIVV 1 MUUJ-0J, liH l I-ICUKAL Ul I T. IOU-LUL-30`UU KUt3(�JMVV I KUJJ.L.UM 0.uuu s Jun y LUU3,ivu I eK mausines, mc. i ue Jui Lu.u': I `J:u3 zuu4 rage _i 0-0-0 3-1-9 5-5-14 ' , 7-1041 .13-8-2 19-6-0 25.8-15 31-11-14 38-6-0 3-1-9 2-4=6 2-4-6 5-9-14 5-9-14 6-2-15 6-2-15 6-6-2 Scale = 1:68.8 0 ® WARNING - Verify design parameters and READ NOTES ON THIS AND DVCLVDED 1UTEE REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane' n valid for use only with MiTek connectors. This design is based onshown, Design Suite 109 l, and rs for an individual balding component. Applicability g h upon parameters shApplicabilityof design paramenters and proper incorporation of component is responsibilityof building designer- not buss designer. Bracing shown Citrus Heights, CA. 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 dnd bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - M iTek 4 I - 5x5 M1120 = • - 4.00 12 7 ' 4x7 M1120 3x4 M1120 z ' 3x6 M1120 3x6 M1120 a 6 8 9 . 4x10 M1120 5 5 - . 3x4 M1120 4 3x4 M120 3x5 M1120 s 3 10 2 1 11 j' to cs 8x12 Mll20H 19 18 17 16 15 14 13 " 08 M1120 = • 3x6 M1120 11 10x10 M1120 - 4x7 M1120 - 6x8 M1120 - 4x5 M1120 - 3x6 M120 11 ' 64 M1120 - - 4x8. WIN - f 0-0-0 0-" 3-1-9 5-5-14 7-10-4 13-6-2 19-6-0 25-8-15 31-11-14 38.6.0 . 3-1-9 2-4-0 2-4.6 5-9-14 5-9-14 6-2-15 6-2-15 6-6-2 • Plate Offsets (X,Y):. [1:Edge,0-3-4], [11:0-0-2,0-1-3], [17:0-5-0,0-6-4], [18:0-3-0,0-3=12] LOADING (psf) • SPACING 2-0-0 CSI DEFL in (loc). I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.34 -16-17 >999 M1123 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.58 16-17 >795 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.10' 11 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weight: 886 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 'Except' TOP CHORD Sheathed or 4-10-14 oc purli;ls. 1-5 2 X 4 HF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 8 OF SS WEBS 2 X 4 HF Stud/Std.G 'Except' 4-172 X8 DF SS, 4-162 X4 HFNo.2 6-162 X4 HFNo.2 . REACTIONS (Ib/size) 1=15756/0-5-8, 11'=4300/Mechanical' Max Horz 1=-108(load case 6) Max Uplift 1=3749(load case 3), 11=-976(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-33079, 2-3=-35839, 3-4=-34179, 4-5=18171, 5-6=-18122, 6-7=-10614, 7-8=-10617, 8-9=-10860,9-10=-10967,10-11=-10719 BOT CHORD 1-19=30342, 18=19=30342, 17-18=34002, 16-17=32416, 15-16=17213, 14-15=1.7213, 13-14=10348, 12-13=9890, 11-12=9890 WEBS - 2-19=-234,2-18=4136, 3-18=1698,3-17=-2091, 4-17=12'208.4-16=-16891, 6-16=7882, 6-14=-9292,7-14=6302,8-14=-410,8-13=-13,10-13=495,10-12=-66 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. ec)FESSid, 2)'4 -ply truss to be connected together with 0.131"x3" Nails as follows: �� C' AMO Fy Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. �4 �� Bottom chords connected as follows: 2 X 8 - 4 rows at 0-4-0 oc. Webs connected as follows: 2 X 4- 1 row at 0-9-0 oc, 2 X 8- 2 rows at 0-9-0 oc. Attach chords with 1/2 inch diameter bolts (ASTM a-307) with washers at 2-0-0 on center.rri m C 1 Q 3) Unbalanced roof live loads have been considered for this design. 17180 M 4) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right A EXP. 06/30/O5 exposed;Lumber DOL=1.33 plate grip DOL --1.33. 5) All plates are MT20.plates unless otherwise indicated. tSJ CNN. Continued on page 2 OF CAUL July 20,2004 ® WARNING - Verify design parameters and READ NOTES ON THIS AND DVCLVDED 1UTEE REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane' n valid for use only with MiTek connectors. This design is based onshown, Design Suite 109 l, and rs for an individual balding component. Applicability g h upon parameters shApplicabilityof design paramenters and proper incorporation of component is responsibilityof building designer- not buss designer. Bracing shown Citrus Heights, CA. 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 dnd bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - M iTek 4 I Job Truss Truss Type Qty Ply B4.050366 PENINSUL4 16 B4050366 G02 COMMON 1 4 R12935312 JMW TRUSS CATHEDRAL CITY 760-202-3699 ROB JMWTRUSS Job Reference (option9l) @ COM 5.000 s Jun 9 2003 MITek Industries, Inc. Tue Jul 20 07:19:03 2004 Page 2 NOTES 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. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. . 9) Special hanger(s) or connection(s) required to support concentrated load(s) 10747.0Ib down'and 2599.41b up at 7-10-4,on bottom chord. Design for -unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (010 Vert: 1-7=-60.0, 7-11=-60.0,1-17=-840.8, 11-17=-20.0 Concentrated Loads (lb) Vert: 17=-10747.0 r WARNING - Ver f fS design pan te- and READ NOTES ON TME AND INCLUDED agTEK REFERENCE PAGE MU -7473 BEFORE USE. '777 Greenback Lane !sign valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. :Suite 109 i oplicablity of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 or lateral support of individual web members only: Additional temporary bracing to insure stability during constriction B the responsibillity of the actor._ Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding )kation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII. Quality Criteria, DSB-89 and BCSI l Building Component ety Information available from Truss Plate Institute, 583 D'Onofio Drive, Madison, N 53719. MIT Job Truss Truss Type Qty Ply 84050366 PENINSUL> 16 ' 16.0 Plates Increase " 1.25 TC 0.77 TCDL R12935313 64050366 G03 ROOF TRUSS 3 1 Rep Stress Incr YES WB 0.69 BCDL 10.0 Code UBC97/ANSI95 Job Reference (optionl) -..... ... .-�-0.., .. , .....,.� ,., , , , . ,,,,-�.,�-„,,,,,, ,...�,L,,,,v,vv , n.. v.a.vv.v.. ,v...uu o w. i o cuua ivu i on a iuuau iw, rays i 0-0-0 u 5.10-8 11-5-8 17-8-5 23-11-3 30-5-8 5.10-8 5-7-0 6-2-13 6-2-13 6-6-5 .. Scale = 1:55.2 3x4 m 4x5 M1120 4.00 12 3 , 13 12 11 10 9 ` 5x8 1011120 11 3x7 M1120 -. 3x4 M1120 - 3x5 M1120 = 3x4 M1120 = 3x4 M1120 = 4x4 MII20 zL- 0-” _ 0-M 7-9-2 15-2-12 22-8-6 30-5-8 r - 7-9-2 7-5-10 7-5-10 7-9-2 LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0 Plates Increase " 1.25 TC 0.77 TCDL 14.0 Lumber Increase 1.25 BC 0.76 BCLL 0:0 Rep Stress Incr YES WB 0.69 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER • TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G SLIDER Right 2 X 6 HF No.2 3-5-4 0 DEFL in (loc) I/defl Vert(LL) 0.15 9-11 >999 Vert(TL) -0.32 9-11 >999 Hoiz(TL) 0.09 - 8 n/a 1st LC LL Min Vdefl = 360 PLATES GRIP MIIP] 185/148 Weight: 132 lb BRACING. I TOP CHORD Sheathed or 2-7-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-6-15 oc bracing: 8-9. WEBS 1 Row at midpt 2-13 REACTIONS (Ib/size) 13=1213/0-3-8, 8=1213/Mechanical Max Horz 13=-115(load case 6) Max Uplift 13=-222(load case 3), 8=-258(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-132,2-3=-1354, 3-4=1797,4-5=-2350,5-6=2387,6-7=-2486,7-8=-2567,1-13=-l92 BOT CHORD 12-13=1150,11-12=1271, 10-11=1916,9-10='1916,8-9=2310 WEBS 2 -12=232,3-12=-78,3-11=776,4-11=-589,4-9=433,6-9=-184,2-13=-1430 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.0psf; occupancy category 11; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) - Standard ® WARNING - Verj fy design p—unetcrs and READ NGTES oN TBIS AND INCLUDED MTEH REFERENCE PAGE MU -7473 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. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 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 ANSI/TPll Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 563 D'Qnofrio Drive, Madison, WI 53719. ,�\kOFESS/0� �.�`��c C.ANn �, 1' c 171qsa * EXP. 06/30105 �1T C!V)L �P q�0 CAOF July 20,2004 5 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 -- -- MiTek 0 L 0 • 0 10 Job Truss Truss Type ' Qty Ply B4050366 PENINSULA 16 (loc) I/deft PLATES GRIP TCLL 16.0 'Plates Increase R12935314 B4050366 G04 ROOF TRUSS 1 1 14.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.16 11-12 >999 Job Reference (options ) ,,.., .. .0�-0; , vr„ „vv, v-, , , vv-�v�-JV�a I�VV�Jlvlvv I I�VJJ.VVIVI J.VVV J JUII J GUUJ IV11I t:n II IUUJIIICJ, II II:. 1 uC Jul LU V-V.VJ LVVY rnyc 1 00-0 6-7.8 12-11-8 17-7-8 t 23-10-12 30-5-8 6-7-8 6-4-0 4-8-0 6-3-4 6-6-12 Scale = 1:55.5 - 4x6 M1120 4x6 M1120 - 4.00 112 3 4 ?0 13 12 11 10 9 8 7 3x4 M1120 I I 4x5 M1120 - 3x4 M1120 - 3x8 MII20 - 3x4 M1120 = 4x5 MI120 = 3x4 M1120 11 0-M 6-7-8 12-11-8 177-8 23-10-12 30-5-8 6-7-8 6.4-0 4.8-0 6-3-4 6-6-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 'Plates Increase 1.25 TC 0.87 Vert(LL) 0.07 10 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.16 11-12 >999 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.04 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weidlt: 152 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-7-11 oc purlinE, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied Q 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G WEBS 1 Row at. midpt 2-11, 3=10, 5-10 REACTIONS (Ib/size) 13=1207/Mechanical, 7=1207/Mechanical Max Horz 13=69(load case 5) Max Uplift 13=-257(load case 3), 7=-257(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1349, 2-3=1364, 3-4=-1232, 4-5=-1360, 5-6=-1333, 1-13=1139, 6-7=-1139 " BOT CHORD . 12-13=78,11-112=11224, 10-11=1235,9-10=1210,8-9=1210,7-8=75 WEBS 2 -12= -418,2 -11=11,3 -11=99,3-10=-6,4-10=95,5-10=25,5-8=-426,1-12=1270,6-8=1263 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf, occupancy category 11; exposure C; partially,MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard r ® WARNING - VerVy design p—r eters and BEAD NOTES "ON TMS AND INCLUDED AVTER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with MI'iek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporotion of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members a*. Additional temporary bracing to insure stability during construction is the responsibillity, 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 ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, N 53719. G '�- C 1718Q EXP. 06/30/05 s�q C1 V1 �OF CA�kE July 20,2004 7777 Greenback Lane —ins Suite 109 Citrus Heights, CA, 95610 .i MiTeko 0 Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 B4050366 G05 COMMON 1 1 R12935315 .IMW TRt t.QC CGTNCr10 a1 r`ITv man ono Deno ono I BC 0.75 14 Job Reference (options) • _-- ..__�_..............,..,....... ....,, ., ww rvu I cn uluuaulca, Illu. I uu Ju1 Lu u Iv.uO euu4 rage t 6-3-8 ' 12-3.8 18-3-8 24-2-12 30-5 8 6-3-8 6-0-0 6-0-0 5-114 6-2-12 . 4x4 MI120 - Scale = 1'56.9 . 2x4 MII26 II 4 13 12 4x7 -M1120 - 3x10 M1120 - 6-3-8 12-3-8 0-0-0 F-- 0 3x10 M1120 • SPACING 2-0-0 0-0-0 a m TCLL 16.0 .6X6 M1120 1 5-11A 6-2-12 TC 0.96 TCDL 14.0 Lumber Increase 1.25 Vert(LL) -0.11 BC 0.75 14 Rep Stress Incr NO 3x4 M1120 II WB 0.61 0-0-0 • _-- ..__�_..............,..,....... ....,, ., ww rvu I cn uluuaulca, Illu. I uu Ju1 Lu u Iv.uO euu4 rage t 6-3-8 ' 12-3.8 18-3-8 24-2-12 30-5 8 6-3-8 6-0-0 6-0-0 5-114 6-2-12 . 4x4 MI120 - Scale = 1'56.9 . 2x4 MII26 II 4 13 12 4x7 -M1120 - 3x10 M1120 - 6-3-8 12-3-8 10 9 8 6-3-8 6-0-0 3x10 M1120 LOADING (psf) SPACING 2-0-0 0-0-0 CSI TCLL 16.0 Plates Increase 1.25 5-11A 6-2-12 TC 0.96 TCDL 14.0 Lumber Increase 1.25 Vert(LL) -0.11 BC 0.75 BCLL 0.0 Rep Stress Incr NO 11-12 >999 WB 0.61 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 BOT CHORD WEBS 2 X-4 HF Stud/Std G '.Except' WEBS 1-132 X4 HFNo.2,7-92 X4 HFNo.2 n 0 20 11 10 9 8 3x4 M1120 - 4x7 M1120 - 3x4 M1120 II 3x10 M1120 - 0-0-0 184-8 24-2-12 30-5-8 6-M 5-11A 6-2-12 DEFL in (loc) I/defl PLATES GRIP Vert(LL) -0.11 11-12 >999 M112C 185/148 - Vert(TL) -0.29 11-12 >999 Horz(TL) 0.05 8 n/a 1st LC LL Min l/defl = 360 Weignt: 159 Ib BRACING TOP CHORD Sheathed or 3-4-6 oc purlins, -,except end verticals. , BOT CHORD 'Rigid ceiling directly applied c-- 6-0-0 oc bracing. WEBS 1 Row at midpt 1-14, 7-8, 4-12, 4-11 REACTIONS (Ib/size) 14=1386/Mechanical, 8=1387/Mechanical Max Grav 14=2168(load case 4), 8=2164(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=1538,2-3=-1719,,3-4=-1696,4-5=-1690,5-'6=-1713,6-7=-1521 1-14=-1313,.7-8=-1315 BOT CHORD 13-14=76,12-13=1407,11-12=1399,10-11=1391,9-10=1391,8-9=i3 WEBS 2-13=585, 2-12=218, 3-12=-287, 5-11=-284, 6-11=233, 6-9=-596, 1-13=1490, 7-9=1483, 4-12=502,4-11=487 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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. 3) A plate rating reduction of 20% has been applied for the green lumber members. .4) Refer to girder(s) for truss to truss.connections. 5) 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 30-5-8 for 110.0 plf. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60.0, 4-7=60.0,12-14=-20.0,11-12=-80.0, 8-11=20.0 9?,pFESS/0\ c C. AA66 � C 17180 Z * ` EXP. 06/30/05 * . s�9r C/Vn- F0 All,* July 20,2004 ® �nT QI�f'•,rR ® WARNING Ver(ig design Pa rnetrrs and READ NOTES ON TMS AND INCLUDED 61772K REFERENCE PAGE AM -7473 BEFORE USE. .1777 Greenback Lane Design valid for use only with MITek connectors. This design is based only upon parameters shown, ond,is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss castgner. Bracing shovm 7fWs Heights, CA, 9561OMI � a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Addtional permanent bracing of the overall structure a the responsibly of the building designer. For general guidance regarding 4 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TF-11 Quality Criteria, OSB -89 and BCSIi Building Component M Ia Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. 0 Job Truss ,Tru sType Qty Ply 84050366 PENINSU0,16 II 3x5 M1120 - 3x8 M1120 = 3AW1120 . II 0-0-0 TC 0.96 5x8 M1120 - R12935316 84050366 G06 COMMON 5 1 6-3-8 6-0-0 6-0-0 5-114 6-2-12 Horz(TL) 0.04 8:n/a] BCDL 10.0 Job Refererice (optional) .t .— 1 TML " l t , I VV -LVL- Qvv RVO`WJIVIVV 1 RVJJ.L,L,jv1 V.uuv J JUII w LVVJ IVII I CK II IUU,UICJ, Hit;. 1 UC UUI LV Lt. 1U.V r LUV rdye I 0-0-0 0-0-0 0 0 6-3-8 12-3-8 18-3-8 24-2-12 30-5-8. 6-3.8 6-0-0 6-0-0 f 5-11-4 6-2-12 3x4 M1120 = Scale = 1:56.5 3x4 M1120 4 ,,,e .,,,,n — ' 20 14 • 11 10 9 8 5x6 _ 3x8 M1120. _ 5x8 M1120 = 4x4 M1120 II 3x5 M1120 - 0 0 6-3-8 12-3-8 18-3-8 24-2-12 30-5-8. 6-3.8 6-0-0 6-0-0 f 5-11-4 6-2-12 3x4 M1120 = Scale = 1:56.5 3x4 M1120 4 ,,,e .,,,,n — ' 20 14 13 12 44 M1120 11 11 10 9 8 3x4 M1120 II _ 3x8 M1120. _ 5x8 M1120 = 4x4 M1120 II 3x5 M1120 - 3x8 M1120 = 3AW1120 . II 0-0-0 TC 0.96 5x8 M1120 - 0-0-0 TCDL 14.0 6-3-8 12-3-8 18-3 8 i 24=2-12 30-5-8 6-3-8 6-0-0 6-0-0 5-114 6-2-12 Plate Offsets (X,Y): [4:0-2-0,Edge], [9:0-3-8,0=1-8],[11:0-1-12,0-2-4], [12:0-1-12,0-2-4],[13:0-3-8,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (locPLATES GRIP TCLL 16.0 Plates'Increase 1.25 TC 0.96 Vert(LL) -0.30 12-13M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.39 12-13 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 8:n/a] BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 157 Ib LUMBER TOP. CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G *Except* 11-122X6 HF No.2 BRACING TOP CHORD Sheathed or 4-0-1 oc purlins; except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row.at midpt 3-5 REACTIONS (Ib/size) 14=1386/Mechanical, 8=1387/Mechanical Max Horz 14--81 (load case 5) e Max Uplift 14=-286(load case 3), 8=-285(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1544, 2-3=1703, 3-4=237, 4-5=-238, 5-6=-1701, 6-7=-1525, 1-14=-1318, 7-8=-1319 BOT CHORD '13-14=73, 12-13=1412, 11-12=1557, 10-11=1395, 9-10=1395, 8-9=71 WEBS 2-13=562,2-12=190,3-12=177,3-5=-1366.5-11=171, 6-11=215,6-9=-577,1-13=1499, 7-9=1488 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads perQROFESS/9A Table No. 16-B, UBC -97. " Q 4� 4) A plate rating reduction of 20% has been applied for the green lumber members. �� C'' ANO F.y 5) Refer to girder(s) for truss to truss connections. e LOAD CASE(S) Standard p n z rn 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 X C O V Uniform Loads (plf) Vert: 1-4=-60.0, 47=-60.0, 12-14=-20.0, 11-12=-80.0, 8-11=-20.0 t EXP. 06/30/05 CIV[l. �P 0 CAt�F�� July 20,2004 ® WARNING - Verb jy destgn parameters and READ NOTES ON TB75 AND I21'CLUDED hflTEg REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M17ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights. CA. 95610 APP' ty 9�P P P rpo P P ty 9 9 9 n9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, 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 ANSI/TPII quality Criteria, DSB-89 and BCSIIBuilding Component4db Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ' . M Tek 0 Job Truss Truss Type Qty Ply 64050366 PENINSUL4 16 040-0 6x8 M1126 = 4x6 6-3-8 12-3-8 18-3-8 24-2-12 30-5-8 R12935317 B4050366 G06D COMMON 1 1 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/defl PLATES GRIP Job Reference (optionEl) ,..,.. ,•v0 -0-0v.. i i ,wi.r.� vi � o�-cvcvvaa rwolw�rvivv i rwao.t,vm 6-3-8 12-3-8 6-3.8 6-0-0 •r 14 13 12 4x5 M1120 = 11 10 9 8 3x4 MII20 I I 3x6 MII20= - 6x8 M1120 = 4x5 MII20 = 4x8 M1120 = 3x8 M1120 = 3x4 M1120 II 040-0 6x8 M1126 = 4x6 6-3-8 12-3-8 18-3-8 24-2-12 30-5-8 • 6-2-12 • Plate Offsets (X,Y): [4:0-2-0,Edge], [9:0-3-8,0-1-8], [11:0-1-8,0-2-4], [12:0-1-8,0-2-4], [13:0-3-8,0-1-8] 3x4 M1120 Z v.uvv s iun a evuo lvll,l elk muubtrles, III(;. 1 ue iul cv W . 1 a:va cuuw rage 1 0-0-0 18-3-8 24-2-12 30-5-8 . i' 6-0-0 5-11-4. 6-2-12 3x4 M1120 = ' Scale = 1:56.5 20 101 14 13 12 4x5 M1120 = 11 10 9 8 3x4 MII20 I I 3x6 MII20= - 6x8 M1120 = 4x5 MII20 = 4x8 M1120 = 3x8 M1120 = 3x4 M1120 II 040-0 6x8 M1126 = 0-M ' 6-3-8 12-3-8 18-3-8 24-2-12 30-5-8 6-3-8 6-0-0 6-U 5.11-4 6-2-12 • Plate Offsets (X,Y): [4:0-2-0,Edge], [9:0-3-8,0-1-8], [11:0-1-8,0-2-4], [12:0-1-8,0-2-4], [13:0-3-8,0-1-8] LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.62 9-11 >588 MIIP) 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.65 9-11 >556 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.02 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 157 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-1-11 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 240OF 2.0E 'Except BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 8-10 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud/Std 6 *Except 11-12 2 X 6 HF No.2 REACTIONS (Ib/size) 14=783/Mechanical, 8=784/Mechanical Max Uplift ' 14=-226(load case 5), 8=-221 (load case 6) Max Grav 14=1471 (load case 4), 8=1468(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-884, 2-3=-1014, 3-4=-125,4-5=-125, 5-6=-1013, 6-7=-874, 1-14=-747, 7-8=-748 BOT CHORD 13-14=38, 12-13=812, 11-12=933, 10-11=803, 9-10=803, 8-9=37 WEBS 2-13=-338, 2-12=159, 3-12=140,3-5=-831, 5-11=138, 6-11=172, 6-9=-347,1-13=866, 7-9=861 NOTES 1) Unbalanced roof live loads have been considered for this design. • 2) 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. 3) A plate rating reduction,of 20%, has been applied for the green lumber members. ' 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a total drag load of 3000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-5-8 for 98.5 �Q C• AN� ��`� plf. �� '�Q LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 z Uniform Loads (plf) C 17180 `" Vert: 1-4=.30.0, 4-7=-30.0, 12-14=-10.0, 11A2=-70:0, 8-11=-10.0 >c EXP. 06/30/05 0 CAL*�� July 20,2004 . ® WARMNG - Ver(fg design p—netem and READ NOTES ON THIS AND INCLUDED BDTFK REFERENCE PAGE YM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based on u g only poi parameters shown, and for individual binding component. Suite 109 Applicability of design paramenters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown n for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the Citrus Heights, CA, 9561is 0 responsibilrrty, of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and brocing,'consulf ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M iTek • 101 0 40 Job Truss Truss Type Qty Ply 64050366 PENINSU -4 16 84050366 G07 ROOF_TRUSS 1 1 R12935318 ' JMW TRUSS. CATHEDRAL CITY Tan -9r -7irga ihmrrpImm�rroi ice rnee YES BCDL Job Reference (optioral) ' • 6xE • 2-0-0 • 7-0-12 13-10-0 16-9-0 23-5-8 30-5.8 7-0-12 6-9-0 2-11-0 6-8-8 7-U • 4xB M1120 = _ • 4x6 MI120 - 4.00 r- 3 4 Scale = 1:58.3 t0 zL- 1. , 13 12 11 .10 9 8 7 3x4 M1120 . I I 4x5 M1120 = 3x4 M1120 = 3x8 M1120 - 3x4 M1120 = _ 4x5 M1120 = 3x4 M1120 11 0-0-0 0-0-0 7-0-12 13-10-0 16-9-0 23-5-8 30-5-8 7-0-12 6-9A 2-11-0 6-8-8 7-0-0 ♦ ry v� _ LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0. Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER • TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF N0.2 WEBS 2 X 4 HF Stud/Std G CSI DEFL ' in (loc) I/deft TC '0.96 Vert(LL) -0.07 11-12 >999. BC 0.47 Vert(TL) -0.18 11-12 >999 WB 0.60 Horz(TL) 0.04 7 n/a (Matrix) 1 St LC LL Min Vdefl = 360 BRACING PLATES ` Win We jht: 154 Ib GRIP 185/148 TOP CHORD Sheathed or 4-6-5 oc,purliny except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-11,5-10 REACTIONS (Ib/size) 13=1207/Mechanical, 7=1207/Mechanical Max Horz 13=73(load case 5) Max Uplift 13=-252(load case 3), 7=-251 (load case 4) FORCES (Ib) -First Load Case Only TOP CHORD 1-2=-1385, 2-3=-1338,3-4=-1203,4-5=-1335, 5-6=-1370, 1-13=-1135, 6-7=-1135 BOT CHORD 12-13=88,11-12=1255, 1'0-11=1205,9-10=1241, 8-9=1241,'7-8=85 WEBS 2-12=382, 2-11=-66, 3-11=133, 3.10=-6, 4-10=130, 5-10=-52, 5-8=-391,.1-12=1278, 6-8=1271 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4pst,, BCDL=6.Opsf; occupancy category II; • exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. ,6) Refer to girder(s) for truss to truss connections. LOAD CASE(S) ' Standard 0 ® WARNING - VcryjV design P—netem and RE47) NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE AM -7473 BEFOREUSE, Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of Component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generalguidanceregarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TP11 quality Criteria, DSB-89 and BCSII'Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. L� C _`-C1718�z)7 EXP. 06/3005 s� C1vl� �P* July 20,2004 7777 Greenback Lane Suite 109 'Citrus Heights, CA 95010 1 MiTek� Job Truss Truss Type Qty Ply 64050366 PENINSULA 16 LUMBER BRACING • 6-18 R12935319 B4050366 G08 ROOF TRUSS 1 1 6-8-0 5-9-0 6-0-12 Max Horz 13=63(load case 5) Job Reference (optional'. v,r,rr„O-0-0,vr�,,,�.v,v-��v,I],ruu-LUL-JVJJ RVV�JIVIVVIRVJJ.VVIVI J.VVV JJul] V LVVJ Wit I GR I l luubtllub, IIIV. 1 uC Jul LV Vr.. 1u. I 1 LVVY rays, PLATES GRIP M112C 185/148 Weiglt: 149 Ib LUMBER BRACING • 6-18 11-11-8 18-7-8 L 24-4-12 30-5-8 6-1-8 540-0 6-8-0 5-9-0 6-0-12 Max Horz 13=63(load case 5) Scale = 1:55.5 5x6 14 4x10 MI120 = 56 M1120 - 4.00 rTF • 3. 4 .. . 13 12 11 10 9 8 1 7 3x4 M1120 11 4x5 M1120 - 3x4 M1120 - 3x4 M1120 = 4x5 M1120' - 3x4 M1120 11 3x8 MI120 = 0-0-0 0-0-0 6-1-8 11-11-8 18-7-8 24.4-12 30-5-8 6-1-8 5-10-0 6-8-0 •S-9-4 6-0-12 ►-1 U ® WARNING - VerVy design parameters and READ NOTES ON.TffiS AND WCN7DED PMTE8 REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based g only upon parameters shown, and is for an individual binding component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsiblity, of building designer -not truss designer. Bracing shown Citrus Heights, CA, 95610181 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, 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 ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, wit 53719. M iTek 0 LOADING (psf) TCLL 16.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING . 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.80 BC 0.40 WB 0.59 (Matrix) DEFL in (loc) ' ; I/deft Vert(LL) 0.07. 10 >999 Vert(TL) -0.15 10-11 >999 Horz(TL) 0.04 7 n/a 1st LC LL Min I/defl = 360 PLATES GRIP M112C 185/148 Weiglt: 149 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-7-8 oc purlins, except end verticals. BOT CHORD 2'X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G WEBS 1 Row at midpt 3-10 REACTIONS (Ib/size) 13=1207/0-5=8, 7=1207/0-5-8 Max Horz 13=63(load case 5) Max Uplift 13=-263(load case 3), 7=-263(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-1300, 2-3=-1395, 3-4=-1268,4-5=-1389, 5-6=-1284,1-13=-1142, 6-7=-1142 BOT CHORD 12-13=70,11-12=1181, 10-11=1273, 9-10=1166, 8-9=1166,7-8=68 WEBS 2-12=-462.2-11=119, 3-11=49,3-10=-7, 4-10=44, 5-10=133,5-8=-470,1-12='1250,6-8=1242 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf;.BCDL=6.0psf; occupancy category ll; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been for the lumber 10? FESS/� applied green members. LOAD CASE(S) Standard A z Cr C 17180 m * EXP. 06/30/05 011 CtViL SNP gTF0F CA1.f July 20,2004 ® WARNING - VerVy design parameters and READ NOTES ON.TffiS AND WCN7DED PMTE8 REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based g only upon parameters shown, and is for an individual binding component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsiblity, of building designer -not truss designer. Bracing shown Citrus Heights, CA, 95610181 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, 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 ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, wit 53719. M iTek 0 0 I1 LJ Job Truss Truss Type Qty Ply B4050366 PENINSUL4 16 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.25 ' R12935320 B4050366 H01 COMMON 2. 1 BC 0.45 �L.1�1 Tot �� ..,,Tl.rr,r,,,, ,.,r., ,........................� .....__..-- --• - BCLL 0.0 Job. Reference (optional) 0-0-0 5-5-12 1- 1-J 14V -ID. 14 4VV4 raye i 0-0-0 , 10-11=8 5-5-12 Scale = 1:18.6 4x4 M1120 = 3 CONN. OF GABLE STUDS W/1.5;-,4 PLATES TYP. 0 0 5x5 M1120 11 5x5 M1120 II 0-0-0 0-0-0 0 -0 -IL i 10-11-8 5-5-12 5-5-12 LOADING (psf) SPACING 2-0-0 CSI DEFLin (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.25 ' Vert(LL) -0.03 5-6 >999 MII29 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.06 5-6 >999 BCLL 0.0 .Rep Stress Incr YES WB 0.11 Horz(TL). 0.01 ' 5 n/a BCDL 10.0 Code UBC97/ANS195. (Matrix) 1st LC LL Min Vdefl = 360 Weidht: 39 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5-1-0 oc purlins.. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied cir 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G OTHERS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 2-9-15, Right 2X 4 HF Stud/Std -G 2-9-15 • REACTIONS (Ib/size) 1=438/0-5-8, 5=438/0-5-8 Max Uplift 1=-101(load case 5), 5=-101 (load case 6) Max Grav 1=912(load case 4),5 . =912(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-725, 2-3=-666, 3=4=-666, 4-5=725 BOT CHORD 1-6=632, 5-6=632 WEBS 3-6=128 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Gable studs spaced at 1-4-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed for a total drag load of 200'plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-11-8 for 200.0 plf. LOAD CASE(S) Standard n L. ® WARNING . Ver jfj design parwnete and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE MU -7473 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. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 5a3 D'Onofrio Drive, Mathison, WI 53719. Q ROF ESS/p\ _ C: ANn_� _C17180 z� EXP. 06/30/05 CIVIL �P July 20,2004 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 --� Woke Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 64050366 H02 COMMON 5 1 R12935321. .IMW TRI ICC CATWGr)5er mr �cn ono ocnn BCDL 10.0 Job Reference (optional; u -u{) �...... �........ ��.....,,.,,w, ow. ,..� �.., av vn. .a. iw ww rayc i .0-0-0 5-5-12 10-11-8 5-5-12 5-5.12 Scale = 1:18.7 4x5 M1120 3 .4=mllzu If 0-" 5-5-12 5-5-12 • Mate Offsets (X,Y):• [1;0-2-0,0-2-0],[5:0-2-11,0-2-0 (loc) , I/defl PLATI=S LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER Rigid ceiling directly applied of 10-0-0 oc bracing.. • TOP CHORD '2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 2-9-15, 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.OpsP; occupancy category II; Right 2 X 4 HF Stud/Std -G 2-9-15 G CSI . TC 0.25 BC 0.26 WB 0.11 (Matrix) 4x5 M1120 II . 0-M 0-11-B 5-5-12 DEFL in (loc) , I/defl PLATI=S Vert(LL) 0.02 1-6 >999 MII20 Vert(TL) -0.04 1-6 >999 Horz(TL) 0.01 5' n/a 1st LC LL Min Vdefl = 360. Weight: 35 Ib BRACING TOP CHORD - Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied of 10-0-0 oc bracing.. GRIP 185/148 • ® WARNING 7erjfy design parameters and READ NOTES ON TMS AND INCLUDED LfTT'EK REF ltENCE PAGE AM- 7473 BEFORE USE. 1777 Greenback Lane Design valid for use onlyoath M7ek connectorsThis design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component.is responsibility ofbuilding designer- not truss designer. Bracing shown _-Itrus Heights, CA 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. W1.53719. M ITe14 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component t REACTIONS (Ib/size) 1=438/0-5-8,5=438/0-5-8 • ' Max Horz 1=-35(load case 6) Max Uplift 1=-87(load case 3), 5=-87(load case 4) FORCES (lb) - First -Load Case Only TOP CHORD 1-2=-725, 2-3=-666, 3-4=-666, 4-5=-725 . BOT CHORD 1-6=632, 5-6=632 WEBS 3-6=128 NOTES • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.OpsP; occupancy category II; exposure C; partially;MWFRS gable end zone;cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A �OQ9,aFESS/0� . plate rating reduction of 20% has been applied for the green lumber members. Ci AN � Q LOAD CASE(S) Standard' C 17180 Z EXP. 06/30/05 0 CALIF�� July 20,2004 ' • ® WARNING 7erjfy design parameters and READ NOTES ON TMS AND INCLUDED LfTT'EK REF ltENCE PAGE AM- 7473 BEFORE USE. 1777 Greenback Lane Design valid for use onlyoath M7ek connectorsThis design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component.is responsibility ofbuilding designer- not truss designer. Bracing shown _-Itrus Heights, CA 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. W1.53719. M ITe14 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component t • Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 R12935322 B4050366 J01 ROOF TRUSS 12 1 tt Job Deference (optional) • 7 0 _. - .- --. -..� ..........�..�`,..,.... . ...........�,,., v.wv vuu a wvo evil r ch uruuau rub, 11—r uc dui cv w . r d. ry cuv rdye r 0-0-0 0-0-0 r 1-11-11 2 - 2-p-0 1-11-11 0-0-5 ./ 19x6 MlI28 1-11-11 I 1-11-11 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL . 0.0 Rep Stress Incr YES BCDL 10.0 Code . UBC97/ANSI95 wmestft • TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF No.2 L u u Scale = 1:7.7 CSI DEFL in (loc) I/defl' PLATES GRIP TC 0.04 Vert(LL) 0.00 4 >999 M112C 185/148 BC 0.03 Vert(TL) -0.00 3-4 >999 WB 0.00 Horz(TL) -0.00 2 n/a (Matrix) 1'st LC LL Min Vdefl = 360 Weig.it: 5 Ib BRACING TOP CHORD Sheathed or 1-11-11 oc pudirls, except end verticals. BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=71/0-5-8, 2=50/0-5-8, 3=21/0-5-8 Max Horz 4=41 (load case 4) Max Uplift 4=-5(load case 4), 2=-32(load case 4) Max Grav 4=71 (load case 1), 2=50(load case 1), 3=35(load case 2) FORCES (lb) - First Load Case Only ' .TOP CHORD 14=-57, 1-2=12 BOT CHORD 3-4=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf, occupancy category 11; - exposure C; partially;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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard ® WARNING.- Vertfy design parameters and READ NOTES ON THIS AND INCLUDED 119= REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibly of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-69 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, VA 53719. Qq,OFESS/p\ ANn� C 17180 Z EXP, 06/30/05 * CrVl%_ OFICA July 20,2004 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 - Wok Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 Plates Increase 1.25 TCDL 14.0 Lumber Increase R12935323 B4050366 J02 ROOF TRUSS 12 1 10.0 Code UBC97/ANSI95 LUMBER , • TOP CHORD Job Reference (optiortak)4 VV-GVG-JVDD mwD`WJIVIVV I RUOJ.I.VIV1 D.wu s Jun y LVVJ IVII IeK muu5mes, inn. I ue Jul LU ur:la:l0 LVu4 rage i 0 0-0 0-0-0 2-0-0 3-11-11 ^ 2-0-0 1-11-11 2 3x6_Mil7n Il 2-M 2-" LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER , • TOP CHORD 2 X 4 HF N6.2 '. BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF No.2 ri Scale = 1:10.6 CSI DEFL in (loc) I/def . PLATES GRIP TC 0.1.6 Vert(LL) 0.00 3-4 >999 M1120 185/148' BC 0.11 Vert(TL) 4.00 3-4' >999 WB 0.00 Horz(TL) -0.01 2 n/a (Matrix) 1st LC LL Min Vdefl = 360 Weight: 8 Ib BRACING TOP CHORD Sheathed or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=112/0-5-8, 2=94/0-5-8, 3=47/0-5-8 Max Harz 4=70(load case 4) Max Uplift 4=-15(load case 4), 2=-59(load case 4), 3=-17(load case 4) • Max Grav 4=112(load case 1), 2=94(load case 1), 3=48(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-4=-122,1-2=23 BOT CHORD 3-4=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL'=6.Opsf occupancy category II; exposure C; partiallyMWFRS 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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard 71 ® WARMNG - Ve M design pyamete ; and READ NOTES ON TMS AND INCLUDED MITER REFERENCg PACS PM 7473 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 Applicability of,design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 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 ANSI/TF11 quality Criteria, DSB-89 and SC511 Building Component Safety Information available from Truss Plate institute, 583 D'Onofrio Drive, Madison, N 53719. QRO�F ES�S//p po ?` AAr \ C =�-C17180 ��' * EXP. 06/30!05 cf'J C10- �P ' July 20,2004 7777 Greenback Lane i Suite 109 Citrus Heights, CA 9561 MiTek® • LIN Job Truss Truss Type Qty Ply B4050366 PENINSULA.16 f LOADING (psf) SPACING ' 2-0-0 CSI R12935324 B4050366 J03 ROOF TRUSS 12 1 1.25 TC 0.36 Vert(LL) 0.01 3-4 >999 MI12-3 185/148 Job Reference (optional; --- - ----• –• • • • •– 0-0-0•-• • • , • •••• ••••,••• , ••••,v,aa.. I L...A.A...vin .r.vuv a dun J 4— IVII I UK II IUUbu ICS( Inc. 1 ue ro Jul to ur : to cuuw rage -t 0-0-0 2-0-0 2-" 3-11-11 2 , 3x7 MI120 I I 2-0-0 2-0-0 Scale = 1:13.4 • date insets (x,y): [4.0-2-8,0-1-12) LOADING (psf) SPACING ' 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.01 3-4 >999 MI12-3 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.36: Vert(TL) -0.01 3-4 >999 6CLL 0.0 Rep Stress Incr YES WB .0.00 Horz(TL) -0.01 2 n/a BCDL 10.0 Code . • UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl = 360 Weieht: 10 Ib LUMBER BRACING . TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 4=116/0-5-8,2=135/0-5-8,3=114/0-5-8 Max Horz 4=102(load case 4) Max Uplift 2=-84(load case 4), 3=-68(load case 4) • FORCES (lb) - First Load Case Only TOP CHORD 11-4=1.96,1-2=32 BOT CHORD 34=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf occupancy category 11; exposure C; partially;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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard ' 01 AN • �QFtOFESS/p� Aly tx C 17180 z M EXP. 06/30/05. yt s� CIV[l �P �TFOF CAI—W July 20,2004 ® WARMG - Ver f jy design Par¢met ra and READ NOTES ON TM3 AND DI'CLUDEp MTE8 REFERENCE PAGE MU 7473 BEFORE I USE. 7777 Greenback Lane --® ' Design valid for use only with M7ek connectors. This design 4 based on upon Suite 109 9 h e parameters shown, building for an individual binding component. Citrus Heights, CA .181 . is for lateral of design parvidual rs and proper incorporation al component a responsibility stability building designer- not hiss designer. Bracing shown �. a for Ioterai support of individual web members only. Additional temporary bracing to insure stability tluring construction a the responsibillity 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 ANSI/TFII Quality Criteria, DSB-89 and BCSII Building Component 4® Safety Information available from Truss Plate Institute, 583 D'Onof0o Drive; Madison, WI 53719. Welk 0 0 0 41 1 7 Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 (loc) I/deft PLATES GRIP TCLL -16.0 Plates Increase R12935325 B4056366 J03A ROOF TRUSS 1 1 14.0 Lumber Increase 1.25 BC 0.06 Vert(TL) 0.00 5 >999 Job Reference (optional),_ ��•�•• .. , n, i ,t_✓r.,.L VII 1, 1-4--o- -D`Jlvlvv I RVOa.uulvl O.UV V 5 Jun V LVVJ'IVII I UK InuuSU1115, Inc. I ue Jui LU of i`J: i / cuuw rage 1 0-" 7-4-8 J 54.3 . 1-4-8 3-11-11 3 ;8 141120 11 .1-4-8 54-3 1-4-8 3-11-11 Scale = 1:13.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL -16.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.00 5 >999 M112J 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.06 Vert(TL) 0.00 5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 9 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS. 2 X 4 HF No.2 REACTIONS (Ib/size) 5=47/Mechanical, 3=114/0-5-8,.'4=14/0-5-8.2=1 48/0-5-8 i Max Horz 5=99(I6ad case 4) Max Uplift 3=70(load case 4), 4=-19(load case 4), 2=111(load case 4) Max Grav 5=50oad case 4), 3=114(load case 1), 4=23(load case 2), 2=148(load cased) . FORCES (lb) - First Load Case Only TOP CHORD 1-5--'37,1-2=8, 2-3=29 BOT CHORD 4-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=25ft; TCDL=8.4psf; BCDL=6'0psf, occupancy category II; exposure C; partially;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 nonconcurre Table No. 16-13, UBC -97. rit with any other live loads per 3) Refer to girder(s) for truss to truss connections. 4)_ Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 2. LOAD CASE(S) Standard Q�pF ESS/p\ _c C• ANn�, ` C 17 18 0 Z rn EXP. 06/30/05 * s Cron. Tq�OFCAf July 20,2004 ® WAR-NIN 0 • VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE PM -7473 BEFORE USE. 77 Greenback Larie -- Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an individual building component. Suite te 110909 Applicability of design aramenters and proper into oration of component is responsibility of buildin designer not truss designer. Bracing shown Citrus Heights, CA, 956101 !WP tY 9 P P P rP P P tY 9 9 9 9 is foi lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - A fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1711 Quality Cdteria, DSB-89 and BCSII Building Component . iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - M 9 0 Job Truss Truss Type Qty Ply 64050366 PENINSULA 16 • 812935326 B4050366 J04 ROOF TRUSS 10 1 Job Reference (optional' wv , n, i ,�v�v-•� v� VV cvcvVaa nvVVJIVIYY 1 rx.JJ.'—1 V.VUV J JUII V LVUJ IVII I CR 111UUJL1lUb, III{;. I ue Jul GV ur: I V. lO Luu4 rage 1 0-0-0 1-11-11 8-0-0 . 1-11-11 6-0-5 Scale = 1:13.1 4.00 12 2 � 5 LM 3x7 MII20 II 0-10.4 0-0-0 1-11-11 8-0.0 1-11-11 6-6-6 • Plate Offsets (X,Y):. (4:0-3-8,0-0-12] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.01 3-4 5-999 M1123 185/148 -TCDL 14.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.12 3-4 . >732 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 . 2 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) - 1st LC LL Min Udefl = 360 Weight: 12 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 1-11-11 oc pudits, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied :)r 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 4=78/0-5-8, 2=114/0-5-8, 3=61/0-5-8 Max Harz 4=41 (load case 4) Max Uplift 4=-1 (load case 4) Max Grav 4=78(load case 1), 2=114(load case 1), 3=63(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-4=12,1-2=33 BOT CHORD 4-5=0, 3-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6:Opst; occupancy category 11; exposure C; partially;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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard 0 ® WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MlTEH REFERENCE PAGE MU -7473 BEFORE USE - Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, 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 ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. 0-M /Q�OF ESS/pN C 17180 z rrnn yt EXP. 06/30/05 9�0 CAl1F0�� July 20,2004 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 - - 1 MiTek® Job Truss Truss Type Qty Ply 84050366 PENINSULA. 16 84050366 J04A ROOF TRUSS 2 . ' 1 R12935327 . .jMW TRI IRR r`CTI-IFr1RAl riTv �anono �aaa TCLL 16.0 TCDL eferenc Job Re (optional) 0-0-0 ------------------..-_^...-.... ,. ,...,, ,.,,, ��,,,..�oo�aa,nw. Iuuju—vv ev.iu4vv-+ rage i. 1-11-11 7-7-8 1-11-11 5-7-13 Scale = 1:13.1 4.00 12 ,2 5 3x7 M1120 0-1 0� 0-M 0 r 0-0-0 . 1-11-11 8-0-0 1-11-11 6-0-5 • Plate Offsets kA, Y : [4:0-3-8,0-0-12) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 TCDL Plates Increase 1.25 TC '0.28 Vert(LL) -0.01 3-4 >999 MII20 '1185/148 14.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.12 3-4 >732 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a BCDL 10.0. Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 12 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 1-11-11 BOT CHORD 2 X 4 HF No.2 oc purl€rls, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 4=7d/0-5-8,2=114/0-5-8,3=61/0-5-8 Max Horz 4=41 (load case 4) Max Uplift 4=-1(load case 4) . Max Grav 4=78(load case 1), 2=114(load case 1), 3=63(load case 2) FORCES (lb) - First Load.Case Only TOP CHORD 1-4=12,1-2=33 BOT CHORD • 4-5=0, 3-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. LOAD CASE(S) ESS/pM Standard OQROF z C 17180 EXP.06/30/05 CMI �Q OF CAll- July 20,2004 WARNING - Ve ft design pa -W= and READ NOTES ON TIM AND INCLUDEp ffiTER,REFERENCE PAGE mu -7473 BEFORE USE. Design valid for use only with fvL7ek connectors. iters design is based only upon parameters shown, and 4 for an individual building component. Applicability of design paromenters and proper incorporation of component is .7777 Greenback Lane Suite 109 Dials Heights, CA, 95610 • responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional' temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify oval.contr,storage, delivery, erection and bracing, consult ANSI/TP.II Qualify Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive; Madison, WI 53719. MITek® 0 Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase R12935328 B4050366 J05 ROOF TRUSS 10 1 14.0 Lumber Increase 1.25 BC 0.31 Vert(TL)' -0.20 3-4 >458 Job Reference (optional)' ' ,,.,..v ....... . . ................ ,,......, ..un a avuu rvu i cn n iuuau rca, a w. r uc .rur cu yr . I-- cvvv rdyc i 0-0-0 3-11-11 8-0.0 3-11-11 4-0-5 • 2 4.00 12 - • 1 d 0-01 M1120 II 0-0-0 i Scale = 1:13.1 1" P 5 1-6-4 0-0-0 3-11-11 8-0.0 3-11-11 4-0-5 D] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.06 34 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.31 Vert(TL)' -0.20 3-4 >458 BCLL 0.0 Rep Stress Incr YES WB '0.00 Horz(TL) 0.02 , 2 , n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) . 1 st LC LL Min I/defl = 360 We�ght: 15 lb LUMBER BRACING . TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 HE No.2 BOT CHORD Rigid ceiling directly appliedmr 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 4=171/0-5-8, 2=123/0-5-8, 3=67/0-5-8 Max Horz 4=70(16ad case 4) Max Uplift 4=-5(load case 4), 2=49(load case 4) . f Max Grav 4=171 (load case 1), 2=123(load case 1), 3=77(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-4=-88,1-2=32 BOT CHORD 4-5=0, 3-5=0 NOTESt 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.0psf; occupancy category II; exposure C; partially;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 peg Table No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard 41 Am 0 I Oq4 ,OF ESS/p ANON` C 17180 z * EXP. 06/30/05 S� CIV 1l- �rFOF CAL��OF- July 20,2004 ® WARNING - VenVy design parameters and READ NOTES ON TMS AND INCLUDED MUTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane �® Design Jbrid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual balding component. Suite 109 Applicability of design oramenters and proper incorporation Citrus Heights, CA, 95610 APP � N 9 P p p rporation of componentis responsibSity of building designer- not truss designer. Bracing shown - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII qualfiy Criteria, DSB-69 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, wl 53719. M iTek • Job Truss Truss Type Qty Ply 64050366 PENINSULA 16 0EMM1120 11 _ 0-0-0 3-11-11 7-7.8 812935329 3-7-13 B4050366 J05A ROOF TRUSS 2 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP Job Reference (optional) j-11" 1 rcvao, SMI nr=WM^L Ci i r, 760-202-3699 r OB@j M9Wl RUSS.COM 5.000 s Jun `9 2003 ml Iek indusmes, Inc. I ue Jui 20 u::i9:2i 2004 rage i 0-0-0 0-0-0 3-11-11 7-7-8 3-11-11 3-7-13 •' - . Scale = 1:12.5 2 4.00 r 1 ® WARNING - Verify design paramercrs and READ NOTES ON TRIS AND INCLUDED AUTEK REFERENCE PAGE PM -7473 BEFORE USE. Desi n valid for g use only with hb7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanentbracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. 0 ��-C171806/30 * EXP. 0!05 yt cf'J C►V]l �P 0 CALiF July 20,2004 7777 Greenback Lane ��• Suite 109 Citrus Heights, CA 9561OMI MiTeks - MiTeks 5 0EMM1120 11 _ 0-0-0 3-11-11 7-7.8 3-11-11 3-7-13 • Plate Offsets (X,Y): [4:0-3-4,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.26' Vert(LL) -0.06 3-4 >999 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.32 Vert(TL) 3-4 >469 BCLL 0,0 Rep Stress Incr YES WB 0.00. •-0.19 Horz(TL) 0.02 2' n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min l/defl = 360 Weight: 14 Ib LUMBER BRACING . TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-11-11 oc puEins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly appliec or 10-0-0 oc'bracing. WEBS 2 X 4 HF No.2 REACTIONS (Ib/size) 4=174/0-5-8, 2=121/0-5-8, 3=66/0-5-8 Max Horz 4=70(load case 4) Max Uplift 4=-6(16ad case 4), 2=-53(load case 4) Max Grav 4=174(load case 1), 2=121(load case 1), 3=77(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-4=-95,1-2=32 BOT CHORD 4-5=0, 3-5=0 NOTES .1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf, BCDL=6.OpsF, occupancy category II; exposure C; partially;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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. Q�OFESS/o� LOAD CASE(S) Standard QLQ , ( C. AN ® WARNING - Verify design paramercrs and READ NOTES ON TRIS AND INCLUDED AUTEK REFERENCE PAGE PM -7473 BEFORE USE. Desi n valid for g use only with hb7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanentbracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. 0 ��-C171806/30 * EXP. 0!05 yt cf'J C►V]l �P 0 CALiF July 20,2004 7777 Greenback Lane ��• Suite 109 Citrus Heights, CA 9561OMI MiTeks - MiTeks 0 Job Truss Truss Type Qty Ply 84050366 PENINSULF. 16 84050366 JO6 ROOF TRUSS 10 1 l R12935330 .IMW TRI IRC L`GTNCrIAAr rrrTv moan oro —nn LOADING (psf) SPACING Job Refer c (optionai_) OLLO 0-0-0 5-11-11 8-0-0 5-11-11 2 2-0-5 40 U 0 0 0 0 le = 1:14.4 G -M6 M1120 II 0-0-0 REACTIONS (Ib/size) 4=242/0-5-8, 2=162/0-5-8, 3=78/0-5-8 Max Horz 4=102(load case 4) Max Uplift 4=-25(load case 4), 2=-86(load case 4) Max Grav 4=242(load case 1), 2=162(load case 1), 3=106(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-4=-169,1-2=41 BOT CHORD 4-5=0, 3-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category ll; exposure C; partially;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 nonconcur-ent with any other live loads per 'Table No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard e ® WARNING - 7erj jy design jm m tem and READ NOTES ON TMS AND INCLUDED ffiTER REFERENCE PAGE DIIr-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual bWding'component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only.. Additional temporary bracing to insure,stability during construction is the responsibillity of the erector: Addtional 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. � C AA �\ _ C17180 Z� * EXP 30105 cS'J CIVIL �P F CAt�� July 20 2004 '7777 Greenback Lane ' Suite 109 Citrus Heights, CA, 95610M1 MiTek® 5-11-11 8-0-0 5-11-11 2-0-5 Plate Offsets (X,Y): [4:0-2 4,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.12 3-4 >752 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC . 0.47 Vert(TL) -0.30 3-4 >301 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 2 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weght: 17 lb .LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 511-11 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 4=242/0-5-8, 2=162/0-5-8, 3=78/0-5-8 Max Horz 4=102(load case 4) Max Uplift 4=-25(load case 4), 2=-86(load case 4) Max Grav 4=242(load case 1), 2=162(load case 1), 3=106(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-4=-169,1-2=41 BOT CHORD 4-5=0, 3-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category ll; exposure C; partially;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 nonconcur-ent with any other live loads per 'Table No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard e ® WARNING - 7erj jy design jm m tem and READ NOTES ON TMS AND INCLUDED ffiTER REFERENCE PAGE DIIr-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual bWding'component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only.. Additional temporary bracing to insure,stability during construction is the responsibillity of the erector: Addtional 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. � C AA �\ _ C17180 Z� * EXP 30105 cS'J CIVIL �P F CAt�� July 20 2004 '7777 Greenback Lane ' Suite 109 Citrus Heights, CA, 95610M1 MiTek® • • 0 `l • • Job Truss' Truss Type Qty Ply 64050366 PENINSULA 16 7-7-8 R12935331 B4050366 J06A ROOF TRUSS 2 1 2-0-0 CSI DEFL in (loc) I/deft PLATES, GRIP Job Referenc tional'1 ��• I�ar.av, 0-0--0 IL— — I I, I VV---UUV MVO(WJIVIVV I RUQQ. iVIVI . U.VVV b Jun 7 LVVJ IVII ICK InUUbI lUb, Inu. I Ue JUI LV 41.11.14 rdye I 0-0-0 ' 5-11-11 7-7-8 5-11-11 2 1-7-13 kale = 1:14.4 9 d' 049f 1120 [I 0-" REACTIONS (Ib/size) 4=242/0-5-8, 2=163/0-5-8, 3=77/0-5-8 Max Horz 4=102(load case 4) Max Uplift 4=-27(load case 4), 2=-89(load case 4) Max Grav 4=242(load case 1), 2=163(load case 1), 3=108(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-4=1173,1-2=411 BOT CHORD 4-5=0, 3-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.0psF, occupancy category II; exposure C; partially,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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard • 0 Q ROFESS/p\ ..c C. ANn� C 17180 z EXP. 06/30/05 cSt� CIVI\- �TF0F CAl1F�� July 20,2004 ® 'WARNING • Ver(& design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE: PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA 95610 6 for lateral support of individual weti members only. Additional temporary bracing to insure stability during constriction is the responsibillity 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 ANSI/TPII quality Criteria, DSB-89 and BCS11 Building Component m Safety Information available from Truss Plate Institute, 583 D'Onof io Drive, Madison, W153719. , M iTek 5-11-11 7-7-8 5-11-11 1-7-13 LOADING (psf) . SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES, GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.11 3-4 >772 MIIP] 185/148 TCDL 14.0 Lumber Increase 1.25 BC ' 0.45 Vert(TL) -0.27 3-4 >318 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 2 n/a BCDL r 10.0 Code UBC97/ANSI95 (Matrix) 1s4 LC LL Min I/deft = 360 'Weight: 17 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5-11-11 oc puffins, except end verticals. BOT CHORD ' 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF No.2 REACTIONS (Ib/size) 4=242/0-5-8, 2=163/0-5-8, 3=77/0-5-8 Max Horz 4=102(load case 4) Max Uplift 4=-27(load case 4), 2=-89(load case 4) Max Grav 4=242(load case 1), 2=163(load case 1), 3=108(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-4=1173,1-2=411 BOT CHORD 4-5=0, 3-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.0psF, occupancy category II; exposure C; partially,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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard • 0 Q ROFESS/p\ ..c C. ANn� C 17180 z EXP. 06/30/05 cSt� CIVI\- �TF0F CAl1F�� July 20,2004 ® 'WARNING • Ver(& design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE: PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA 95610 6 for lateral support of individual weti members only. Additional temporary bracing to insure stability during constriction is the responsibillity 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 ANSI/TPII quality Criteria, DSB-89 and BCS11 Building Component m Safety Information available from Truss Plate Institute, 583 D'Onof io Drive, Madison, W153719. , M iTek • 10 0 11 0 0 Job Truss S Type Qty Ply B4050366 PENINSULA 16 SPACING 2-0-0 CSI DEFL in (loc) I/dell R12935332 64050366 jT-fiJS J07 ROOF TRUSS 10' 1 3-4 >496 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Job Reference (optional:! -•••• • • • •.. •., , ,� U-0-0 ..I , �.,�-„.,�� nvt�VJrvlvv I ---m u.Vuu D Ju11 a, cuu, Iv111 CR IIIUUSU1Ub' 1116. 1 ue JUI Lu Ut[ 1U.z-+ LUV'i rage 1 0-0-0 7-11-11 4-0 7-11-11 2 0-0-5 011@ M1120 11 0-M 1 7-11-11 g�-0 7-11-11 0-0-5 s i s Scale = 1:17.3 date onsets (7;,r): [4.0-2-4,0-1-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLA—ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.18 3-4 >496 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.35 3-4 >261 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 2 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix). 1 st LC LL Min I/deft = 360 Weic3lt: 20 Ib LUMBER BRACING TOP CHORD 2 X 4 HF Nd.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 165OF 1.5E _ BOT CHORD Rigid ceiling directly applied Cr 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 ” REACTIONS (Ib/size) 4=301/0-5-8, 2=204/0-5-8, 3=97/0-5-8 Max Horz 4=134(load case 4) Max Uplift 4=-45(load case 4), 2=-118(load case 4) Max Grav 4=301 (load case 1), 2=204(16ad case 1), 3=148(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-4=-247,1-2=50 BOT CHORD 3-4=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate gdp.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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard I ® WARNING - Ver(& design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsiblTity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, SW D'Onof io Drive, Madison, WI 53719. Q ROFESS/0\ 4-C. C. ANA C17180 ZT EXP. 06/30/05 yt ST CIV1�. �P OFCA1 July 20,2004 Suite 109 Citrus Heights, CA, 0 .. • 10 Job Truss Truss Type Qty Ply B4050366.PENINSULr, 16 Plates'Increase 1.25 ' 0.68 Vert(LL) 0.16 4-5 >528 MII20 185/148 TCDL 14.0 R12935333 64050366 J07A ROOF TRUSS 2 1 WB 0.00 InAAr TDI ICO r'A—CIIDAI .... ...... Code UBC97/ANSI95 (Matrix) Job Reference (options:) .,.vvv .y owl vcv�.. Ivn ion pWVJ OI IIV, 1—dUI4V V'.IV.4D4VV% r -dye 1 0-0-0 7-7-8 7-11-1; 7-7-8 0-4b &YM1120 11 0-0-0 7-7-8 7-7-8 Scale= 1:17.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLA?ES GRIP TCLL 16.0 Plates'Increase 1.25 ' 0.68 Vert(LL) 0.16 4-5 >528 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 _TC BC 0.51 Vert(TL) -0.31, 4-5 >274 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 2 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 St LC LL Min Vdefl = 360 Weiclt: 19 Ib LUMBER BRACING. TOP CHORD . 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied m 10-070 oc bracing. WEBS 2 X 6 HF N 2 o. REACTIONS (Ib/size) 5=285/0-5-8, 4=90/0-5-8,2=233/0-5-8 Max Horz 5=138(load case 4) Max Uplift 5=-38(load. case 4), 2=139(load case 4) Max Grav 5=285(load case 1), 4=139(load case 2), 2=233(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-5=232, 1-2=49, 2-3=-11 BOT CHORD 4-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf, B6DL=6.Opsf; occupancy category 11; exposure C; partially;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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard L CT ® WARNING - 7er jfg design parameters. and READ NOTES ON TRIS AND IIJCWDED A ER EFE Design valid for use only with M17ek connectors. This design is based only upon parameters shown, RBFMRENGL PAGE Am 7473 BEFORE VSz. for an individual binding component. .Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the resporuibnity_of the building designer. For general guidance regarding fabrication, quality control: storage, delivery, erection and bracing, consult ANSI/TPII Qua]fly Criteria, DSB-89 and BCSII Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, N 53719. _ • Q�OF ESS/p\ C 17180 z yt . EXP. 06/30/05 July 20,2004 7777 Greenback Lane Suite 109 ,Citrus Heights, CA, 95610 .I MiTeke I► 0 LM 9 Job Truss Truss Type Qty Ply 64050366 PENINSULF 16 812935334 B4050366 J08 ROOF TRUSS 10 1 Job Reference (optional) " --- .� ,....... �. 800 N 04WMI120 II ivu i cn II ru UDe IOD, ItJ. MC l Lu u, . 1.7. LD 4Vu'1 r -•age I 0-0-0 3-11-11 1-11-11 3' I10 Scale = 1:20.3 �, 8-M 8-0-0 0-0-0 Plate Offsets (X,Y): LOADING (psf) SPACING 2-0-0 CSI 'DEFL in (loc) I/defl PLATES TCLL 16.0 Plates Increase -1.25 TO 0.74 Vert(LL) 0.19 4-5 >477 M1120 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.35 4-5 5,260 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 3 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) list LC LL Min I/deft = 360 Weight: 22 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied off 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 5=302/0-5-8, 3=59/0-5-8, 4=97/0-5-8, 2=263/0-5-8 Max Horz 5=166(load case 4) Max Uplift 5=-33(load case 4), 3=-36(load case 4), 2==155(load case 4) . Max Gray 5=302(load case 1), 3=59(load case 1), 4=148(lbad case 2), 2=263(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-5-248,1-2=50, 2-3=15 BOT CHORD 4-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; / exposure C; partially;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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 2, OQ?,OFE$$/OM LOAD CASE(S) standard Q. �p C17180 z m * . EXP. 06/30/05 S� CIVI\- �P 0 CA - July 20,2004 GRIP 185/148 a WARNING ._777 ® e�ram 9a Parameter and REAL NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE hill --7473 BEFORE USE. Greenback Lane Design valid for use only with M7ek connectors. This design a based b upon ouite 109 g pon parameters shown, and a for individual building component. :itrus Heights, CA, 95610In Appllater. f s of design parvidual rs and proper incorporation al component is responsibility of building designer- not hn is designer. Bracing shown • � is For lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 4 fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/rPIT Quality Criteria, DSB-89 and BCSI1 Building Component M iTe^® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 4 W Plate Offsets (X,Y): LOADING (psf) SPACING 2-0-0 CSI 'DEFL in (loc) I/defl PLATES TCLL 16.0 Plates Increase -1.25 TO 0.74 Vert(LL) 0.19 4-5 >477 M1120 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.35 4-5 5,260 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 3 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) list LC LL Min I/deft = 360 Weight: 22 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied off 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 5=302/0-5-8, 3=59/0-5-8, 4=97/0-5-8, 2=263/0-5-8 Max Horz 5=166(load case 4) Max Uplift 5=-33(load case 4), 3=-36(load case 4), 2==155(load case 4) . Max Gray 5=302(load case 1), 3=59(load case 1), 4=148(lbad case 2), 2=263(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-5-248,1-2=50, 2-3=15 BOT CHORD 4-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; / exposure C; partially;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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 2, OQ?,OFE$$/OM LOAD CASE(S) standard Q. �p C17180 z m * . EXP. 06/30/05 S� CIVI\- �P 0 CA - July 20,2004 GRIP 185/148 a WARNING ._777 ® e�ram 9a Parameter and REAL NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE hill --7473 BEFORE USE. Greenback Lane Design valid for use only with M7ek connectors. This design a based b upon ouite 109 g pon parameters shown, and a for individual building component. :itrus Heights, CA, 95610In Appllater. f s of design parvidual rs and proper incorporation al component is responsibility of building designer- not hn is designer. Bracing shown • � is For lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 4 fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/rPIT Quality Criteria, DSB-89 and BCSI1 Building Component M iTe^® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. S Job Truss Truss Type Qty Ply B4050366 PENINSUU. 16 Plate Offsets (X,Y). (5:0-3-8,0-2-0) LOADING (psf) R12935335 B4050366 J08A ROOF TRUSS 2 1 Plates Increase 1:25 TC 0.69 Vert(LL) 0.17 4=5 >506 M1120 185/148 TCDL 14.0 Job Reference (optiona ) 7-7-8 7-7-8 J.VVU J —II a GUUJ IVII I UK IIIULrbulUJ, MIG. ' 1 utl JUI LV V . IU.Lf LVV9 r"dgu I 0-0-0 2-4-3 3 Im 1 Scale= 1:20.3 d_ 4 IL WARNING - Verj& design parameters and READ NOTES ON THM AND DycLUDED LDTER REFERENCE PAGE MR•7473 BEFORE USE. Design valid for use only with M7ek-connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, 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 ANSI/TPII Quality Cdterla, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719. rnC17/80Z _EXFP.10, IVIL �TF0FCA�IF�� July 20,2004 7777 Greenback lane Suite 109 Citrus Heights, CA, 951 WOW 7-7-8 7-7-8 Plate Offsets (X,Y). (5:0-3-8,0-2-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLA?ES GRIP TCLL 16.0 Plates Increase 1:25 TC 0.69 Vert(LL) 0.17 4=5 >506 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.32 4-5 >273 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 3 n/a BCDL 10.0. Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weicht: 22 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid'ceiling directly applied a 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 5=287/0-5-8, 3=70/0-5-8, 4=90/0-5-8, 2=267/0-5-8 Max Horz 5=166(load case 4) Max Uplift 5=-28(load case 4), 3=43(load case 4), 2=-158(load case 4) .' Max Grav 5=287(load case 1), 3=70(load case 1), 4=139(load case 2), 2=267(load case 1) FORCES (lb) - First Load Case Only TOP CHORD � 1-5=-233, 1-2=49, 2 -3=18 - BOT CHORD 4-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf, occupancy category It; exposure C; partially;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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 3, 2. Q(tpFESS/p, LOAD CASE(S) Standard C. AN IL WARNING - Verj& design parameters and READ NOTES ON THM AND DycLUDED LDTER REFERENCE PAGE MR•7473 BEFORE USE. Design valid for use only with M7ek-connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, 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 ANSI/TPII Quality Cdterla, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719. rnC17/80Z _EXFP.10, IVIL �TF0FCA�IF�� July 20,2004 7777 Greenback lane Suite 109 Citrus Heights, CA, 951 WOW • 0 Job Truss Truss Type Qty Ply B4050366 PENINSULE. 16 TCLL 16.0 Plates Increase 1.25 TC 0.74 TCDL 14.0 Lumber Increase 1.25 R12935336 B4050366 J09 ROOF TRUSS 6 1 (Matrix) IAA\A/TDl lee IA --A .. ...... WEBS 2 X 6 HF No.2 Job Reference (optional"-) ' O�tI/M11LV II 1 l 8-0-0 8-" �•�� ..� .� w�.+ rvu c idea, 1111.. 1 — Jul LV Va . IMLO 4VV4 re9er4-+ 0-0-0 11-11-1- 3-11-tt 3 I,?Scale= 1:23.3 d I 8-" 91 C1 • O -O-0 DEFIL in (loc) I/deft PLA -ES GRIP LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.74 TCDL 14.0 Lumber Increase 1.25 BC 0.45 BCLL 0:0 Rep Stress Incr YES WB 0.00 13CDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER . TOP CHORD 2 X 4 HF•No.2 BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 6 HF No.2 91 C1 • O -O-0 DEFIL in (loc) I/deft PLA -ES GRIP Vert(LL) 0.20 4-5 >462 M1120 185/148 Vert(TL) -0.35 4-5 >260 Horz(TL). 0.07 3 n/a 1st LC LL Min Vdefl = 360 Weicht: 25 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied cr 10-0-0 oc bracing. REACTIONS (Ib/size) 5=302/0-5-8, 3=119/0-5-8, 4=97/0-5-8, 2=323/0-5-8 Max Horz 5=198(load case 4) Max Uplift 5=21 (load case 4), 3=-73(load case 4), 2=-193(load case 4) Max Grav 5=302(load case 1), 3=119(load case 1), 4=148(load case 2), 2=323(load case '1) FORCES (lb) - First Load Case Only TOP CHORD 1-5=-248,1-2=50, 2-3=30 BOT CHORD 4-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8,4psf; BCDL=6.Opsf; occupancy categoryII; exposure C; partially;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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full be surface with truss chord at joint(s) 3, 2. LOAD CASE(S) Standard Q FESS/0\ .cCAANn� -`�C17180 zrn * EXP. 06/30!05 `rSJ CIVIL �P 9�OFCAt\F�� July 20,2004 ® WARNING - Ver(fy design parameters and REAP NOTES ON THIS AND INCLUDED MITER REFERENCE PACE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This deli n a based on u Suite 109 g only upon parameters shown, and •a for an individual balding component. Citrus Heights, CA, 95610 Applicability of design poramenters and proper incorporatiori of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding, fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M ITek® Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. 0; 0 1 0 f lJ 0 r\ Job Truss Truss Type Qty Ply 64050366 PENINSULR 16 SPACING 2-0-0 CSI DEFL in (loc) I/deft. R12935337 B4050366 J09A ROOF TRUSS 2. 1 5-6 >487 M1121) 185/148 TCDL .14.0 Lumber Increase. 1.25 / BC 0.52 Job Reference (optional' ,11VIVV 1-00, OMII-0CvV1 rL VII T, IaV-LVy L-JDV RUD%_VJIVIVV I RUJJ.IiVIVI 7-7-8 7-7-8 o.000 s Jun U GVUJ IVII49KItnousi les, Inc. I ue Jul LU Ut:-itcztJ LVu4 9'Bge "1 0-0-0 11-7.8 11f11-11 4-0-0 0-443 7-7-8 Scale = 1:23.3 I�. 171— vnacw tn, T 1. iu.u-a-o,u-L-uj LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft. PLATES GRIP TCLL _ 16.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.18 5-6 >487 M1121) 185/148 TCDL .14.0 Lumber Increase. 1.25 / BC 0.52 Vert(TL) -0.32 5-6 >273 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 3 n/a ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weicht: 24 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 6=287/0-5-8,5=90/0-5-8,2=314/0-5-8,3=157/0-5-8 Max Horz 6=203(load case 4) Max Uplift 6=14(load case 4), 2=-187(load case 4), 3=-99(load case 4) Max Grav 6=287(load Case 1), 5=139(load case 2), 2=314(load case 1), 3=157(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-6=-233, 1-2=49, 2-3=31, 3-4=-11 BOT CHORD 5-6=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4pst BCDL=6.Opsf; occupancy category 11; exposure C; partially;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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. LOAD CASE(S) Standard a ?�OFESS/p\ ,cC.ANn C17180 EXP. 06/30/05 ci CIV ll �4 July 20,2004 ® WARNING - Ter f fy design pa—ters and READ NOTES ON TMS AND INCLUDED AUTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based on upon Suite 109 g b po parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 ml is for lateral support of individual webmembers only. Additional temporary bracing to insure stability during construction is the responsibillity.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 ANSI/rPil quality Criteria, DSB-89 and BCSII Building Component Safety Informa8on_ available from Truss Plate Institute, 583 D'Onofrio Drive, Modisom WI 53719. M i ITk- n Job Truss Truss Type Qty Ply 64050366 PENINSULP. 16 Applicability of design oromenters andproper inco oration of component is responsibility of building designer - not truss designer. Bracing shown APP' 9 P incorporation P P ty 9 9 9 ng ' rA1 Plate Offsets (X,Y): [6:0-2-4,0-1-41 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the l R12935338 84050366 J10 ROOFT.RUSS 4 1 PLATES GRIP M IT��® TCLL 16.0 Plates Increase 1.25 TC 0.74 Job Reference (optiona) JIVIVV I KUJJ, UH I r7CUKHL UI IT, r OV-LUc-o0VU MUD( -_J -vv r ROJ —vl I-- 0-0-0 0-0-0 8-0-0 - 12-0-0.' 8-0-0 . 4-0-0 13-] 1-11 1-11-11 4 [Scale = 1:26.6 0-4 8-0-0 A Suite 109 Citrus Heights, CA, 95610 8-0-0 Applicability of design oromenters andproper inco oration of component is responsibility of building designer - not truss designer. Bracing shown APP' 9 P incorporation P P ty 9 9 9 ng ' rA1 13-] 1-11 1-11-11 4 [Scale = 1:26.6 0-4 II` ® WARJMI Q - VerVy design parameters and READ NOTES ON TKIS AND INCLUDED A9TEK REFERENCE PAGE MU -7473 BEFORE USE. 8-0-0 Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610 8-0-0 Applicability of design oromenters andproper inco oration of component is responsibility of building designer - not truss designer. Bracing shown APP' 9 P incorporation P P ty 9 9 9 ng ' • Plate Offsets (X,Y): [6:0-2-4,0-1-41 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the l LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP M IT��® TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.20 5-6 >449 MII::O 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.35 5-6 >260 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 We'3ht: 27 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. ' BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc'bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 6=302/0-5-8, 4=59/0-5-8, 5=97/0-5-8, 2=324/0-5-8, 3=179/0-5-8 Max Horz 6=230(load case 4) Max Uplift 6=-8(load case 4), 4=36(load case 4), 2=-194(load case 4), 3=-110(load case 4) MaLk Grav 6=302(load case 1), 4=59(load case 1), 5=148(load case 2), 2=324(load case 1), 3=179(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-6=-248, 1-2=50, 2-3=30, 3-4=15 BOT CHORD 5-6=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category ll; i' exposure C; partially;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 No. 16-B, UBC -97. 3) Beveled or shim required to full bearing surface with truss chord at joint(s) 4, 2, 3. QFE$$/ 0 plate provide O'e' LOAD CASE(S) Standard �� C. �� Tr Z c C 17180 * EXP. 06/30/05 Sr CIV1'l- SNP OFC July 20,2004 II` ® WARJMI Q - VerVy design parameters and READ NOTES ON TKIS AND INCLUDED A9TEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane _130 Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610 Applicability of design oromenters andproper inco oration of component is responsibility of building designer - not truss designer. Bracing shown APP' 9 P incorporation P P ty 9 9 9 ng ' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the l 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 ANSI/TPII Quality. Criteria. DSB-69 and BCSII Building Component M IT��® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. . Job Truss Truss Type Qty Ply 84050366 PENINSULA 16 • Plate Offsets (X,Y): [60-2-4,0-1-0) R12935339 B4050366 J10A ROOF TRUSS 2 1 PLATES GRIP reernr Toy �� ....r,.�.,�,., ,.,r .. .....:............................__.._- --- TC 0.69 Job Reference (optiona) - ---' 0-0.0 --• - •- -.. ..., �..� ,,,,,,,, ,,,,,,�,..,.. 7-7-8 7-7.8 ow .,.w.. ,. w rvn uruuaurca, uw. i uc uur nuuu.a. ia.o4 cvvy. rdyevtIV- 0-0-0 11-7-8 13-11-11 4-0-0 2-4-3 4 P.mle = 1:26.6 i-4 • 7-7-8 7-7.8 • Plate Offsets (X,Y): [60-2-4,0-1-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.18 5-6 >474 MlI 0 185/148 TCDL 14.0 Lumber Increase - 1.25 BC 0.52 Vert(TL) -0.32 • 5-6 >273 BCLL 0.0 Rep Stress Incr- YES WB 0.00 Horz(TL) 0.07 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 27 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins except end verticals. - BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 6=287/0-5-8, 4=70/0-5-8, 5=90/0-5-8, 2=317/0-5-8, 3=190/0-5-8 Max Horz 6=230(load case 4) Max Uplift 6=-3(load case 4), 4=-43(load case 4), 2=-190(load case 4), 3=-117(load case 4) S Max Grant 6=287(load case 1), 4=70(load case 1'), 5=139(load case 2), 2=317(load case 1), 3=190(load case 1) i FORCES (lb) - First Load Case Only TOP CHORD 1-6=-233, 1-2=49, 2-3=30, 3-4=18 BOT CHORD , 5-6=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.0psF, occupancy category 11; exposure C; partially;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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 2, 3. LOAD CASE(S) Standard OQROFESS/pMp� �, 'l `�� .�( Ci. A/Vo Fes" AL WARNING - Verib design parameters aM READ NOTES ON 7'875 AND INCLUDED WTES REFERENCE PAGE Mrf•7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/Tpl I Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. C17180 z� EXP. 06/30/05 s� C)V(li- �P 0 CAIL* July 20,2004 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 M I MiTek� rJ • • Job Truss Truss Type Qty Ply 84050366 PENINSULF: 16 SPACING 2-0-0 CSI DEFL in (loc) I/deft R12935340 64050366 J10D MONO TRUSS 1 2 7-8 >999 MI120 185/148 TCDL 14.6 Lumber Increase 1.25 BC 0.08 Job Reference (optional) Q_0-0 3-9-4 8-0-0 3-9-4 4-2-12 U -VU b Jull V zVV VJ IVII I CA IIIUUb111Cb,'1r1G. 1 ue Jul LWU.-81!:33 LOU,{ rage i 12-2-12 14-0.7 4-2-12 1-9-11 6 Scale = 1:26.7 394 80-0 3-9-0 4-2-12 ,• riate unSeils-(A,y): h:u-z-u,u-b3f REACTIONS (Ib/size) 1=303/0-5-8, 7=441/Mechanical, 5=255/0-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase ' 1.25 TC 0.07 Verf(LL) -0.00 7-8 >999 MI120 185/148 TCDL 14.6 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.02 6 >999 NOTES. BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00. 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1sf LC LL Min Vdefl = 360 Weicht: 79 Ib LUMBER 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psF, BCDL=6.Opsf; occupancy category II; 0,?,OFESS/pN BRACING exposure C; partially,MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 TOP CHORD 2 X 4 HF 240OF 2.0E t plate grip DOL=1.33. TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 1650F 1.5E P��. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G `Except' 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to Z m C 17180 girder(s) for truss to truss connections. 4-7 2 X 4 HF No.2 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. SLIDER Left 2 X 6 HF No.2 1-11-2 EXP, 06/30/05 LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON TEIS AND INCLUDED RRTER REFERENCE PAGE AW.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based on u Suite 109 g only upon shown, and for an r- individual truss s designer. component. Citrus'Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown 4 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, N1 53719. - M'Tek 0 111 REACTIONS (Ib/size) 1=303/0-5-8, 7=441/Mechanical, 5=255/0-5-8 Max Horz 1=222(load base 4) Max Uplift 1=-39(load case 5), 7=-153(load case 3), 5=-173(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-475, 2-3=-406, 3-4=42, 4-5=42, 5-6=-39, 4-7=-247 BOT CHORD 1-8=404, 7-8=404 WEBS 3-8=93; 3-7=-434 NOTES. 1) 2 -ply truss to be connected together with 0.1 31 "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) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psF, BCDL=6.Opsf; occupancy category II; 0,?,OFESS/pN exposure C; partially,MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 '( G. AN FSC plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per P��. Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to Z m C 17180 girder(s) for truss to truss connections. tr 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. EXP, 06/30/05 LOAD CASE(S) Standard s� CIV(�P . 0 CAL�F�� July 20,2004 ® WARNING - Verify design parameters and READ NOTES ON TEIS AND INCLUDED RRTER REFERENCE PAGE AW.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based on u Suite 109 g only upon shown, and for an r- individual truss s designer. component. Citrus'Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown 4 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, N1 53719. - M'Tek 0 111 • Job TrussTruss Type Qty -. Ply B4050366 PENINSULA 16 04 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft R12935341 64050366 J11 ROOF TRUSS 5 1 M1120 185/148 RE To cc ^�r�r�� ^ T �n� Lumber Increase 1.25 BC .0.45 Vert(TL) -0.35 5-6 ' >260 Job Reference (optionali ,,,,,, ,, „ wva mu cn uo...a.,�ca, mw-«aic wi cu vr.. ra.o-r cvuv r-ayc ra-a-4 0-0 0-0-0 8-0-0 12-0-0 15-11-11 8-0-0 4-0-0 3-11-11 4 = 1:30.1 I i 8-0-0 • Plate Offsets (X,Y): [6:0-2-4,0-1-8] 04 ,,,,,, ,, „ wva mu cn uo...a.,�ca, mw-«aic wi cu vr.. ra.o-r cvuv r-ayc ra-a-4 0-0 0-0-0 8-0-0 12-0-0 15-11-11 8-0-0 4-0-0 3-11-11 4 = 1:30.1 I i 8-0-0 • Plate Offsets (X,Y): [6:0-2-4,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0, Plates Increase1.25 TC 0.74 Vert(LL) 0.21 5-6 ' >436 M1120 185/148 TCDL 14.0. Lumber Increase 1.25 BC .0.45 Vert(TL) -0.35 5-6 ' >260 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 29 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 6=302/0-5-8, 4=119/0-5-8, 5=97/0-5-8, 2=324/0-5-8, 3=239/0-5-8 Max Horz 6=262(load.case 4) Max Uplift 4=-73(load case 4), 2=-195(load case 4), 3= 146(load case 4) • Max Grav 6=302(load case 1), 4=119(load case 1), 5=148(load case 2), 2=324(load case 1), 3=239(load case 1) FORCES (lb) - First Load Case Only . TOP CHORD 1-6=-248,1-2=50, 2-3=30, 3-4=30 BOT CHORD 5-6=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category ll; • exposure C; partially;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 No. 16-B; UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 2, 3. OQROFESS/p�A LOAD CASE(S) Standard • z m C 17180 f EXP. 06/30/05 cS'J C]Vll 0 bit • July 20,2004 _ ®WARNING . er{fy dv e .. _ _ sign parameters and READ NOTES ON TMS AND IATCLUDED AUTEH REFERENCE PAGE AM BEFORE USE. �. ,. i - 77T7 -Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. " Suite 109 Applicably of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during is Citrus Heights, CA, 95610 construction the responsibilliy of the. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quariy, control, storage, delivery, erection bracing, and consult ANSI/TFl1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ' Welke Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 • Plate Offsets (X,Y): [7:0-2-4,0-1-0) LOADING (psf) R12935342 B4050366 ' J11A ROOF TRUSS 2 1 Plates Increase 1.25 TC 0.69 Vert(LL) 0.19 6-7 >457 M112C 185/148 TCDL 14.0 Job Reference (optional'i ��..��•... , ,.0 vw, D-0 a dun o c 0 rvu r cn a ruusu m5$iuu.4 i u6 Jul N Vt. I `J:Oo ZV V4_ r-agf94414 7-7-8 11-7-8 15-7-8 1511-11 7-7-8 4-0-0 - —0-00-4`&3 = 1:30.1 7-7-8 7-7-8 • Plate Offsets (X,Y): [7:0-2-4,0-1-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in '(loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.19 6-7 >457 M112C 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.32 6-7 >273 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl = 360 Weignt: 29 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 7=287/0-5-8, 6=90/0-5-8, 2=317/0-5-8, 3=237/0-5-8, 4=157/0-5-8 Max Horz 7=267(load case 4) Max Uplift 2=-191(load case 4), 3=-145(load case 4), 4=99(load case 4) • Max Grav 7=287(load case 1), 6=139(load case,2), 2=317(load case 1), 3=237(load case 1), 4=1'57(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-7=-233, 1-2=49, 2-3=30, 3-4=31, 4-5=-11 BOT CHORD 6-7=0 ' NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.0psf; occupancy category ll; • exposure C; partially,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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4.O0?,pF ESS/0N,, LOAD CASE(S) Standard, C.• AN��"�l�y� b �� 1 z C 17180 rn * . EXP. 06/30/05 Sr CIVIL �Q OFCALVE July 20,2004 ' ® WARNING - Verjjy design parametcrs and PiAD D NOTES ON TRIS AND INCLUDED AQTEg REFFRRNOg PAGE dfII-7473 BEFORE USS. 7777 Gr-enback Lane Design valid for use only wish MTek connectors. Tha tlesign a based only upon parameters shown, and is for an indvitluat building component. ApplicabiGfy of dasignparamenters end proper incorporation of component rs resporuitibiy of building designer -not hu" designer. "acing Suite 109 109E CiWs Heights, CA, 95610 shown For lateral support of individual web members oNy. Addibonal temporary bracing to insure stabil' y during conshucfion is the responsibilli" of the erecToi. Ad ,iional pertnaneni bracing of the overall structure is the resporuibilily of the building designer. rror ' l general guidance regarding fabrication, qualiy control, storage, delivery, erection and Mating, consult ANSI/TPII Qually Criferla, OSB -fig and bCS11 building Component Safety Information avoBable from Truss Plate Institute. 583 D'Onofrio Drive. Mad'uon, wl 53719. 4 M ITe^® • 0 u 0 0 Job Truss Truss Type Qty Ply 84050366 PENINSUL., 16 • Plate Offsets (X,Y): [7:0-3-8,0-2-8] R12935343 64050366 J12 ROOF TRUSS 8 1 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.21 6-7 >424 Job Reference (options) V'•,•• ,,,v,r 8-0-0 11LV1v,� , uv cvL-oval rw�VJwlvv 1 -0--vi L-0-0JuljyZuuu b a LVLu"IVII ICK Inf41.l61eb, ME;- I ue Jul Lu U I`J:3"W+ rage! 6-2-4 8-0-0 OI ' 1240 16-0-0 17-11-11 8-M 4-0-0 4-" 1-11-11 5 >f -MI120 ,11 -V 4-2-6 5-6-6 6-2-4 = 1:33.5. 0 0 ® WARNING - Ver jFy design parameters cnd READ NOTES ON T -MS AND INCLUDED Aft= REFERENCE PACS MU -7473 BEFORE OSE. Design valid for use only with Mlfek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity 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 ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • V -C17180 �m * EXP. 06/30/05 `cS'J C)VI� �P q�OF CAQVFOK July 20,2004 7777 Greenback Lane Suite 109 Citrus Heights. CA 95610 l MiTek® 8-0-0 800 • Plate Offsets (X,Y): [7:0-3-8,0-2-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc). I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.21 6-7 >424 M1120 185/146 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.35 6-7 >260 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 . 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 32 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied cir 10=0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 7=302/0-5-8, 5=59/0-5-8, 6=97/0-5-8, 2=324/0-5-8, 3=240/0-5-8, 4=179/0-5-8 Max Horz 7=294(load case 4) Max Uplift 5=-36(load case 4), 2=-196(load case 4), 3=-147(load case 4), 4=-110(load case 4) Max Grav 7=302(load case 1), 5=59(load case 1), 6=148(load case 2),'2=324(load case 1), 3=240(load case 1), 4=179(load case 1) . FORCES (lb) - First Load Case Only TOP CHORD 1-7=-248,1-2=50, 2-3=30, 34=30, 4-5=15 BOT CHORD 6-7=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf,, occupancy category II; exposure C; partially;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 No. 16-B, UBC -97.- 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 2, 3, 4. LOAD CASE(S) Standard�.�� OQ(tQFESS/ON �� C• AN��A ZL t, 0 0 ® WARNING - Ver jFy design parameters cnd READ NOTES ON T -MS AND INCLUDED Aft= REFERENCE PACS MU -7473 BEFORE OSE. Design valid for use only with Mlfek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity 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 ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • V -C17180 �m * EXP. 06/30/05 `cS'J C)VI� �P q�OF CAQVFOK July 20,2004 7777 Greenback Lane Suite 109 Citrus Heights. CA 95610 l MiTek® Lm 0 • Job _..... Truss Truss Type Qty Ply . B4050366 PENINSULA 16 R12935344 B4050366 J21 ROOF TRUSS 5 1 Job Reference (optional'' ----------------- .� •+. , w.... ,....,V .......... ...vv.vviv, •..uuu a uuu � aws ivu , cn n iuuornco 1111-1—U-10--1 ctrvY rays i b-10-4. 141-11 2 1-19-11 Scale = 1:7.7 rate unsels (A,7): 14:u-3-4,u-1-t$j LOADING ' (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TOLL 16.0 Plates Increase 1.25 TO 0.15 Vert(LL) -0.02 3 >947 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0:14 Vert(TL) -0.05 3 >443 BOLL 0.0 Rep Stress.lncr YES WB0.00 �Horz(TL) 0.01 2 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 5 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 1-11-11 oc puriias, except end verticals. BOT CHORD 2 X 4 HF No.2 : BOT CHORD Rigid ceiling directly applied c r 10-0-0 oc bracing. WEBS 2 X 4 HF No.2 REACTIONS (Ib/size) 4=71/0-5-8, 2=72/0-5-8 Max Horz 4=41(load case 4) • Max Uplift 4=5(load case 4), 2-29(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 114-35,11-2=19 - BOT CHORD 34=0 NOTES ' 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category ll; C exposure C; part ially;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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) standard OQ'ikOFESS/0 C. C 17180 z M >c EXP. 06/30/05 cPj C/0- �Q OFCALIF�� July 20,2004 0 ` ® WARMNG • 9'ert fy design pa. tern and READ NOTES ON TffiS AND INCLUDEDMT'EH REFERENCE PAGE A137 7473 BEFORE USE. , - - 7777 Greenback Lane Design valid for use only with MuTek connectors. This design is based on . Suite 109 ., only upon parameters shown, acid rs for an individual building component. ts, CA. 95610 Applicobifity bf design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heigh M1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibiiliy 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 . ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from. Truss Plate Institute. 583 D'Onobio Drive, Madison, WI 53719. - M iTek • • • • Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 LOADING (psf) SPACING 2-0-0 CSI R12935345 B4050366 J22 ROOF TRUSS 3 1' ' 1.25 TC 0.18 Vert(LL) 0.01 3-4 >999 MII20 185/148 Job Reference (optionaW-4 __ ___ .-.,.... . ,.............,., •.......... ...... .. wv.. •.,�, cn ui..u�uica, nw. � uo uw cv Q0-0..�o cvsrrrayq r 0-0 3-11-11 3-11-11 3-11-11 MMI Scale = 1:10.6 • Plate Offsets (X,Y). (4.0-34,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLA,—ES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.01 3-4 >999 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 3-4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 • Horz(TL) 0.01 2 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 10 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF No.2 REACTIONS (Ib/size) 4=144/0-5-8, 2=100/0-5-8,3=44/0-5-8 Max Horz 4=70(load case 4) Max Uplift 4=18(load case 4), 2=60(load case 4) • Max Grav 4=144(load case 1), 2=100(load case 1), 3=70(load case 2) FORCES (Ib) = First Load Case Only TOP CHORD 1-4=-116, 1-2=25 BOT CHORD 3-4=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category.11; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right IS 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 No. 16-B, UBC -97.. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard C7 Q�2FESS/p� Iz�C17180 z; EXP.06/30/05 ST CIVIL �P CAt�� July 20,2004 ® WARNING - VerjJy design parameters and READ NOTES ON TIUS AND INCLUDED MI= REFERENCE PAGE hiU-7473 BEFORE USE. - 7777 Greenback Lane - Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is res Citrus Heights, CA, 95610 p g to insure of building designer - not buss designer. Bracing shown . is for lateral support of indrviduat web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Safety Information quality control, storage, delivery, erection and bracing, consult ANSI/TPI I. Quality Criteria, DSB-89 and BCS11 Building Component M ITek® Safety INormafion available from Truss Plate Institute, 583 D'Onofrio Drive, Madison,"53719. 0 0 LM Job Truss Truss Type Qty Ply B4050366 PENINSULn 16 r R12935346 B4050366 J22A ROOF TRUSS .1 1 Job Referl?dela (options) „• - �- 0-0-0 u�' w..l JJ.VVrvI - J. UUV J JUII V LUUJ IVII ICK 111UUSa1e5, I11G. I Ue JUI LU u": I`U:3`J N4 Urage.1 0-0-0 2-11-3 2 • 2-1-3 Scale = 1:10.6 r -0 0 -0 0- -0 2x41 Ml li?n II 2-11-3 2-11-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL. 16.0 Plates Increase 1.25 TC 0.09 Vert(LL) 0.00 3-4 >999 MII23 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.07 Vert(TL) . 4.01 3-4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl,= 360 Weight: 8 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-11-3 oc pudin;, except end verticals. BOT CHORD_ 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS .2 X 4 HF No.2 REACTIONS (Ib/size) 4=102/0-5-8, 2=72/0-5-8, 3=30/0-5-8 Max Horz 4=64(load case 4) Max Uplift - 4=-2(load case 4); 2=-49(load case 4) Max Grav 4=102(load case 1), 2=72(load case 1), 3=50(load case -2) FORCES (lb) - First Load Case Only TOP CHORD 1-4=81, 1-2=18 BOT CHORD 3-4=0 . NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85m ph; h=25ft; TCDL=8.4psf; BCDL=6.Opst, occupancy category 11; exposure C; partially,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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASES) Standard OQ,�,pFESS/pN �. CI 80 z So EXP. 06/30/05 CIVIL �Q CF CA"11-W July 20,2004 ® WARNING Verjjy design parameters and READ NOTES ON TMS AND INCLUDED MITER' REFERENCE FADE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper i6corporation of component is responsibility of building designer- not truss designer. Bracing shown - Citrus Heights, CA, 956 is for lateral support of in10 individual web members only. Additional temporary bracing to insure stability during constriction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, for general guidance regardingfabrication, ation control, storage, delivery, erection and bracing, consuls ANSI/TPl1 Quality Criteria; DSB-89-and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. M iTek Job Truss ' Truss Type Qty _ Ply B4050366 PENINSULF. 16 (loc) I/,deft PLATES GRIP 1 16.0 Plates Increase R12935347 B4050366 J23 ROOF TRUSS 1 , 1 14.0 - 1.25 BC 0.31 Vert(TL) -0.11 34 >598 Job Reference (optiona) 2-2.4 Jrvrvv I MUQQ,DI.,, nIZUr L V1 r i, / I Myaa."%j1v1 D.000 5 JUrI y LUUJ IVII1 eK 1r1UU51ne5, If1G. IUB JUI LUV : lU:VU GUU4 rage 10-0-0 1 5.11-11 511-11 2 4.00 FM 3x6 M1120 II 1 =1:11.3 , YIiL7:fl�iaSt♦L�I�`�{pl � -S®- LOADING (psf) ' SPACING 2-0-0 CSI DEFL in (loc) I/,deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC . 0.41. Vert(LL) 0.06 3-4 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.11 34 >598 ` BCLL 0.0 Rep Stress Incr YES WB 0.00 Horc(TL) .0.03 2 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) . 1st LC LL Min 1/defl = 360 Weijht: 15 Ib LUMBER. BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5-1141 oc purists, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied :)r 10-0-0 oc bracing. WEBS 2X6HFNo.2 AN • REACTIONS (Ib/size) 2=151/0-5-8,4=221/0-5-8,3=69/0-5-8 Max Horz 4=102(load case 4) Max Uplift 2=-88(load case 4), 4=-31 (load case 4) Max Grav 2=151(load case 1), 4=221 (load case 1), 3=107(load case 2) FORCES (lb) - First Load Case'Only TOP CHORD 1-2=37,1-4= -180' BOT CHORD 34=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; exposure C; partially;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 No. 16-13, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard 1 Q?,OFESS/ON A w �Q` C 17180 - 'To EXP. 06/30/05 1ST CIVIL �TFOF CAI.�F�� July 20,2004 ® WARNING -Verify design parameters and BEAD NOTES ON Tffis AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane Design vorid for use only with Mitek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Suite 109 lg p proper incorporation p g h, g g r g Citrus Heights, CA, 95610 Applicabilityof desi n aramenters and ro er into oration of component is responsibility of building designer- not truss designer. Bracing shown is forlateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 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 ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute, 5a3 D'Onotiio Drive, Madison, WI 53719. Welk Job Truss Type Qty Ply B4050366 PENINSULA 16 SPACING 2-0-0 Truss DEFL in (lac) I/deft PLATES GRIP TCLL 16.0 R12935348 64050366 J23A OOF TRUSS 1 1 BC 0.29 Vert(TL) -0.10 3-4 >642 BCLL 0.0 Rep Stress Incr YES' WB 0.00 Job Reference (optional) . -- --- ----- „,,.,,, „ �,,..,, ,.,, , c,. Il l..uau l n... I uc .Iul cu I . ..... rayc I 0-0-0 I 59-0 5-9-0 2 0111>9MI120 11 0-M 5-9-0 Scale = 1:14.0 REACTIONS (Ib/size) 4=215/0-5-8, 2=149/0-5-8, 3=66/0-5-8 Max Horz 4=99(load case 4) Max Uplift 4=-31 (load case 4), 2=-87(load case 4) Max Grav 4=215(load case 1), 2=149(load case 1), 3=104(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-4=-174,1-2=37 BOT CHORD 3-4=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.OpsP; occupancy category II; exposure C; partially,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 No. 16-13, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard 0 e 0 QROFESS/0\ �A A�! Cr '180 Z yt EXP. 06/30/05 ST C/O- �Q . �TF0 CAt1F0�� July 20,2004 ® WARN➢VG - Vertry design parameters and READ NOTES oN THIS AND nircu DED mr7'EH REFERENCE PACE MII-7473 BEFDRE USE• 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicabifily of design paromenters and proper incorporation of component rs res Citrus Heights, CA, 95610 � is for lateral supportP responsibility of building designer- not truss designer. Bracing shown of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillily, 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 ANSI/TPtl Quality Criteria, OSB -89 and BCS11 Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison," 53719. LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.05 3-4 >999 MII"_0 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.10 3-4 >642 BCLL 0.0 Rep Stress Incr YES' WB 0.00 Horz(TL) 0.03 2 n/a BCDL• 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 WeQht: 14 lb— LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 5-9-0 oc purlins, except end verticals: BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly appliedlor 10-0-0 oc bracing. WEBS 2 X 4 HF No.2 REACTIONS (Ib/size) 4=215/0-5-8, 2=149/0-5-8, 3=66/0-5-8 Max Horz 4=99(load case 4) Max Uplift 4=-31 (load case 4), 2=-87(load case 4) Max Grav 4=215(load case 1), 2=149(load case 1), 3=104(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-4=-174,1-2=37 BOT CHORD 3-4=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.OpsP; occupancy category II; exposure C; partially,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 No. 16-13, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard 0 e 0 QROFESS/0\ �A A�! Cr '180 Z yt EXP. 06/30/05 ST C/O- �Q . �TF0 CAt1F0�� July 20,2004 ® WARN➢VG - Vertry design parameters and READ NOTES oN THIS AND nircu DED mr7'EH REFERENCE PACE MII-7473 BEFDRE USE• 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicabifily of design paromenters and proper incorporation of component rs res Citrus Heights, CA, 95610 � is for lateral supportP responsibility of building designer- not truss designer. Bracing shown of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillily, 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 ANSI/TPtl Quality Criteria, OSB -89 and BCS11 Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison," 53719. 9 Job Truss Truss Type Qty Ply 64050366 PENINSUL4 16 SPACING 2-0-0 CSI DEFL in floc) I/dell R12935349 84050366 J31 ROOF TRUSS 2 1 1 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.04 A Iteierence (optional) ervlvv I,nvJJ, liMI —Ur—i- VI I T, 100-4V4-0VVU RVD�WJIVIVV I R000A VIVI o.VUU 5 Jul] y.LVua IVII Ter, InuublTleb IonG. IUB JUI LV l/:I`J:4L LUIW rage I 0-" 0 61 1118 d-11-3 1-11-8 3 0-1-11 0 0 I-9rz5 MIil49 1-11-8 1-11-8 Scale = 1:7.9 rldte V nselb ^ T). I I :U- I- I G,u-L- I LJ 1 l SPACING 2-0-0 0 0 I-9rz5 MIil49 1-11-8 1-11-8 Scale = 1:7.9 rldte V nselb ^ T). I I :U- I- I G,u-L- I LJ LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.05 Vert(LL) . -0.00 1 >999 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 1-5 >999 BCLL 0.0 Rep Stress Incr - YES WB 0.00 _ Horz(TL) -0.00 3 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 • Weight: 7 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed & 1-11-8 oc purlir-s. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied br 10-0-0 oc bracing. SLIDER Left 2"X 4 HF Stud/Std -G 1-5-8 REACTIONS (Ib/size) 1=76/0-5-8, 5=19/0-5-8,3=69/0-5-8 Max Horz 1=51(load case 4) , Max Uplift 1=-4(load case 4),8=-51(load case 4) Max Grav 1=76(load case 1), 5=38(load case 2), 3=69(load case 1) FORCES ' (lb) - First Load Case Only TOP CHORD 1-2=-24,2-3=14,3-4=-4 BOT CHORD 1-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category 11; • exposure C; partially,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 No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD CASE(S) Standard 0 0 C17180 Gm # EXP. 06/30/05 s� CIV( �TF�FCAUF�¢ July 20,2004 ® WARNING - Verify design pa rncters and READ NOTES ON TMS AND INCLUDED MTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane 09 Design valid for use on with MiTek connectors. This design is based on u Suite He 9 N g y Pon parameters shown, and is for do individual building component. Citrus Heights, CA, 95610 1 Applicability of design paramenters and proper incorporation of component is responsibility of building devgner - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilify during construction is the responsibility 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 ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component Cb Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, M 53719. M iTek Job Truss Truss Type Oty Ply 84050366 PENINSULF 16' SPACING 2-0-0 CSI DEFL in (loc) I/def! 'R12935350 B4050366 J32 ROOF TRUSS 2 1 3-4 >999 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.12 Job Reference (optiort*12 ••,•,• • , , ••••• `•, , ,�•+, v, O-A-0vv-w�-�w� i.v.��..,v,vv +w.�o.vvrvi 0-0 0 dun o 1111111 rvn r cn muuau ica, 1116. 1 uc Jul cu u� . r a.yo cuuy rays r 1-11-8 4-1-3 2 _ 1-11-8 2-1-11 ' Scale = 1:10.8 10 12 date uttsets (x,Y): ]1:0-3-4,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC. 0.28 Vert(LL) 0.00 3-4 >999 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.00 3-4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) . 1st LC LL Min I/deft = 360 Weight: 8 Ib LUMBER BRACING TOP CHORD 2.X 4 HF No.2 TOP CHORD Sheathed or 1-11-8 oc pudirs, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G , REACTIONS (Ib/size) 2=97/0-5-8, 4=113/0-5-8; 3=49/0-5-8 Max Harz 4=72(load case 4) Max Uplift 2=-61 (load case 4), 4=-14(load case 4), 3=-20(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=23,1-4=-127 BOT CHORD 3-4=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;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 No. 16-B,UBC-97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Beveled plate or shim required to provide full bearing surface with truss chord'at joint(s) 2. LOAD CASE(S) Standard V . ® WARNING • VerVy design parameters and READ NOTES ON TRIS AND INCLUDED MITES REFERENCE PAGE Mu -7473 BEFORE USE. Design valid f or use only with MR k connectors. This design is based only upon parameters shown, and for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719.' r � Q�OFESS/� n� C. ANO 9 e� C17180 GM yt EXP.06/30/05 *_ CIVIC SNP �TFOFCAItF�� July 20,2004 7777 Greenback Lane Suite 109 Chi us Heights, CA, 95610 M1 . MOW Job TrussTruss Type Qty Ply 64050366 PENINSULA 16 R12935351 B4050366 J33 ROOF TRUSS 2 1 Job Reference (optione.l)' iiuwuica, Il Il:. I uu uul LV V .1a.•t Luu9 rdye r 0-0-0 0-0-0 5-11-8 613. 1-11-8 4-0-0 0-1-11 im 1-11-8 1-11-8 Scale= 1:13.5 . riate Uttsets tA,y/: Harz-ts,u-T-TZJ LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.01 4-5 >999 MII20 185/148' TCDL 14.0 Lumber In 1.25 BC 0.35 'Vert(TL) 0.02 3 >179 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360, Weight: 10 Ib LUMBER BRACING li TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 1-11-8 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 6 HF No.2 REACTIONS (Ib/size) 5=113/0-5-8, 4=115/0-5-8, 2=158/0-5-8 Max Horz 5=108(load case 4) Max Uplift 4=-71 (load case 4), 2=-100(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=32, 2-3=-7, 1-5=-194 BOT CHORD 4-5=0 NOTES 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;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 No. 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard ?,OF. AS/QM 0' C17180 zrn f' EXP. 06/30/05 C/Vti. �Q q�OF CAl1FO�� July 20,2004 - LZ ® WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEIL REFERENCE PAGE JW -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design a based on u Suite 109 ' g b pori parameters shown, and is for an individuals component. Citrus Heights, CA, 95610 isApplicabilityolsof design parvidual rs and proper incorporation al component is bracing toresponsibility,of building designer- not buss designer. rsp Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibilliry 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component MOW Safely Information available from Truss Plate Institute, SB3 D'Onofrio Drive, Modaon, W153719. Job Truss Truss Type Qty Ply B4050366 PENINSULA 16 1-11-8 . FORCES (lb) - First Load Case Only R12935352 B4050366 J34 ROOF TRUSS 1 . 1 DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase Job Reference (optional) JMVV 1 KUJA, L A l MILUKAL GI IT. /bU-ZUZ- 5MIb1 KOL- �JMVV I KUto,)A UM 0.000 S Jun `v ZUuJ IVII I eK Inausifles, Inc. I ue Jul LU W :l `tc4a Luu4 rage -I 0-0-0 0 L 1-11-8 7-8-11 1-11-8 5-9-3 2 r Scale: 3/4'=1' ® WARNING - V-(Fy design pa—tem and READ NOTES ON THIS AND INCLUDED M 7EE REFERENCE PAGE 7777 MU -7473 BEPORE USE. -- MGreenback reenbackiane Design valid for use only with M7ek connectors. This design B based only upon parameters shown, and is for an individual building component. ! Suite 109 Applicability of desin aromenters and proper incorporation of component is responsibility of building designer - not truss ss designer. Bracing shown Citrus Heights, CA, 95610181 is APP" tY 9 P P P rP P P t1' 9 9 9 9 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I erector. Additional permanent bracingof the overall structure is the responsibility of the buildingdesigner. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onolro Drive, Madison, N 53719. M ITek 1 1-11-8 Max Horz 4=130(load case 4) 1-11-8 . FORCES (lb) - First Load Case Only LOADING ' (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.01 3-4 >999 MII2) 185/148 TCDL 14.0 Lumber Increase' 1.25 BC 0.67 Vert(TL) -0.01 3-4 >999 BCLL 0.0 Rep Stress Incr ' YES W6 0.00 Horz(TL) -0.02. 2 n'/a . BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weicht: 12 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 1711-8 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 yF EXP. 06/30/05 k BOT CHORD Rigid ceiling directly applied c r 10-0-0 be bracing. WEBS 2 X 6 HF No.2 OF CAL� July 20,2004 ® WARNING - V-(Fy design pa—tem and READ NOTES ON THIS AND INCLUDED M 7EE REFERENCE PAGE 7777 MU -7473 BEPORE USE. -- MGreenback reenbackiane Design valid for use only with M7ek connectors. This design B based only upon parameters shown, and is for an individual building component. ! Suite 109 Applicability of desin aromenters and proper incorporation of component is responsibility of building designer - not truss ss designer. Bracing shown Citrus Heights, CA, 95610181 is APP" tY 9 P P P rP P P t1' 9 9 9 9 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I erector. Additional permanent bracingof the overall structure is the responsibility of the buildingdesigner. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onolro Drive, Madison, N 53719. M ITek 1 REACTIONS (Ib/size) 2=175/0-5-8, 4=92/0-5-8, 3=202/0-5-8 Max Horz 4=130(load case 4) Max Uplift 2=-108(load case 4), 3=-130(load case 4) . FORCES (lb) - First Load Case Only TOP CHORD - 1-2=42,1-4=-261 BOT CHORD 3-4=0 NOTES ` 1) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.0psf, occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and fight 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 No, 16-B, UBC -97. 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard OQROFESS/p m C 17180 z M yF EXP. 06/30/05 k sT CIVIt- P � OF CAL� July 20,2004 ® WARNING - V-(Fy design pa—tem and READ NOTES ON THIS AND INCLUDED M 7EE REFERENCE PAGE 7777 MU -7473 BEPORE USE. -- MGreenback reenbackiane Design valid for use only with M7ek connectors. This design B based only upon parameters shown, and is for an individual building component. ! Suite 109 Applicability of desin aromenters and proper incorporation of component is responsibility of building designer - not truss ss designer. Bracing shown Citrus Heights, CA, 95610181 is APP" tY 9 P P P rP P P t1' 9 9 9 9 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I erector. Additional permanent bracingof the overall structure is the responsibility of the buildingdesigner. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onolro Drive, Madison, N 53719. M ITek 1 0 Job V,vivv 1 RVJ , �l l Ir_u RnL VI1 r TTUBS Truss Type Qty Ply B4050366 PENINSULA 16 Plates Increase 1.25 TCDL 14.0 Lumber Increase R12935353 B4050366 J40 MONO TRUSS 4 1 10.0 Code UBC97/ANS195 WB 0.07 Horz(TL) 0.00 5. n/a NOTES Job Reference (optional) "t: V-GVG-Jp,J RVDLWJIVIvv 1 RVJJ.I' Ivl J.VUV b Jull V GVVJ lVII ItlR Illuubult:b, 111{:. I uJul Gu u/. Id.'1a GUU'i rd9t: 1 0-b 0-9-8 6-5-8 6-5.8 • 4x4 M1120 - Scale =.1:17.1 5x10 M1120 , • • 0 0-0-gx6 M1120 • • 0-9-8 6-5-8 6-5-8 LOADING (psf•) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANS195 LUMBER' REACTIONS (Ib/size) 4=225/0-5=8, 5=246/0-5-8 a TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G 'Except' 1-42X6HFNo.2 OTHERS 2 X 6 HF No.2 ® WARNING - Verf fy desrgn parameters and READ NOTES ON TMS AND INCLUDED WTER REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MITek connectors. This design B based on Suite tog g b upon parameters shown, and for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibilityof building tlesigner - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, 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 ANSI/TPII Duality Criteria, DSB-89 and BCSII Building'Component iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VA 53719. 0 REACTIONS (Ib/size) 4=225/0-5=8, 5=246/0-5-8 CSI DEFL in (loc) I/deft PLATES GRIP TC 0.55 Vert(LL) -0.06 3-4 >999 M1120 185/148 TOP CHORD 1-2=44, 3-5=56, 2-5=-190,1-4=-176 BC 0.34 Vert(TL) -0.13 3-4 >522 WB 0.07 Horz(TL) 0.00 5. n/a NOTES (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 27 Ib BRACING TOP CHORD Sheathed or 6-5-8 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ® WARNING - Verf fy desrgn parameters and READ NOTES ON TMS AND INCLUDED WTER REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MITek connectors. This design B based on Suite tog g b upon parameters shown, and for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibilityof building tlesigner - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, 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 ANSI/TPII Duality Criteria, DSB-89 and BCSII Building'Component iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VA 53719. 0 REACTIONS (Ib/size) 4=225/0-5=8, 5=246/0-5-8 Max Horz 4=94(1oad case 4) Max Uplift 4=-47(load case 3), 5=-59(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 3-5=56, 2-5=-190,1-4=-176 1 BOT CHORD 3-4=-18 WEBS 2-4=19 1 NOTES 1) Wind: ASCE 7-98 per UBC97/ANS195; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;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 No. 16-B; UBC -97. 3) A rating reduction of 20%, has been for the lumber 9,?,OFESS/0 plate applied green members. 4) Bearing atjoint(s) 5 to considers parallel grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. G, • 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. rn q Z LOAD CASE(S). Standard C 17180 7 1 8O rn * EXP, 06/30/05 cS'J CIVII �P q�OF CAOF July 20,2004 ® WARNING - Verf fy desrgn parameters and READ NOTES ON TMS AND INCLUDED WTER REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MITek connectors. This design B based on Suite tog g b upon parameters shown, and for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibilityof building tlesigner - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, 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 ANSI/TPII Duality Criteria, DSB-89 and BCSII Building'Component iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VA 53719. 0 Job Truss Truss Type Qty Ply B4050366 PENINSULA. 16 Plates Increase ' 1.25. TC 0.77 TCDL •14.0 Lumber Increase 1.25 R12935354 B4050366 K01 COMMON 2 1 10.0 JAW TRI IRS CATHPnPA1 r`ITV 79n_7nO ' C.a ono 1n AWA -1 loo —A c nnn _ ,.._T__ 360 Job Reference (optiona). .. _. .... ,.�... .. ------ • • •---, –• . • ..�-.�.., ,� .... . . ...........� ........ ,......vo,.,.. , ,.v.ay. 11 D.— a .rU l a cvw I i 1 p Inuubu.lns, Iln:. 1 Ue Jul ev u .19472004 . rage I 0-0-00-0-0 4-8$ 10-5-8 4.8.8 5-9-0 Scale= 1:18.1 4X4 M1120 2 ftbI1120 11 4-8-8 4-8-8 LOADING (psf) SPACING . 2-0-0 CSI TCLL 16.0 Plates Increase ' 1.25. TC 0.77 TCDL •14.0 Lumber Increase 1.25 BC 0.49 BCLL 0.0 Rep Stress Incr NO WB 0.41 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 360 • TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G SLIDER Right 2 X 4 HF Stud/Std -G 2-11-11 0 n • 5-9-0 DEFL . in ,(loc) I/deft PLATES Vert(LL) -0.04 4-5 : >999 M1123 Vert(TL) -0.10 4-5 >999 Horz(TL) 0.01 -4 n/a 1st LC LL Min I/defl = 360 Weight: 37 lb BRACING 4x7 mll%8 GRIP 185/148 TOP CHORD ' Sheathed or 5-0-9 oc purlins, except end yerticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -REACTIONS (Ib/size) 6=745/0-5-8, 4=694/0-5.8 Max Horz 6=-38(16ad case 6) . Max Uplift 6=-180(load case 3), 4=154(load case 4) FORCES' (lb) - First Load Case Only TOP CHORD 1-2=1228, 2-3=1183, 3-4=-1251, 1-6=-660 BOT CHORD - 5-6=257,4-5=1122 WEBS 2-5=42,1-5=877 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE-7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. .5) Girder carries hip end with 5-9-0 end setback 6) Special hanger(s) or connection(s) required to support concentrated load(s) 444.516 down and 271.91b up at 4-8-8 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 'Uniform Loads (plf) Vert: 4-6=-36.5, 1-2=-60.0, 2-4=-60.0 Concentrated Loads (lb) ' Vert: 2= 444.5 1 �9/OF'�ESSSS/gyp\ C. t>= " C 17180 Z EXP. 06/30!05. 1 sT cjV(t �P July, 20,2004 ® WARNING - Verjfy design parameters and READ NOTES ON TMS AND INCLUDED au= REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is respons2ity of building designer- not iNss tlesigneY. Bracing shown CiWs Heights, CA, 95610 is for lateral support of ind v dust web members only. Atldt .nal temporory bracing to insure stab0ity dur ng consfruct on is the responsibillity of the 'erector. Addition.' permanent bracing of the overall sfrucNre is the responsibility of the building designer. fror general guidance regarding fabrication, quality confrol, storage, delivery, erection and bracing, consult AN51/TPII quality Cr(ieria, DSB-89 and BCSII Building Component M ITeks Safety Informa8on ava8able from Truss Plate Institute, 563 D'Onofio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 84050366 PENINSULA 16 Plates Increase 1.25 TC 0.29 TCDL 14.0 Lumber Increase 1.25 R12935355 B4050366 K02 COMMON 1' 1 10.0 Code UBC97/ANSI95 (Matrix) ' LUMBER Job Reference (optional' VIVIVVD 1 JJ, - __tri l " I VU-LVG-JVJJ rIVO�JIVIVV 1 R 00.VW[VI J.VVV J JUII U LVUJ IVII ICK lllUU,t11CJ, lilt:. 1 UC JU1 LV Vr.1J.40 LVV4 rdyu I 0-0-0 5-9-0 11-6-0 5-9-0 5-9-0 Scale = 1:19.7 4x5 M1120 = 3 4x5 M112.0 II 0-0-0 5-9-0 5-9-0 LOADING (psf) SPACING 2-0-0 CSI TCLL' 16.0 Plates Increase 1.25 TC 0.29 TCDL 14.0 Lumber Increase 1.25 BC 0.29 BCLL 0.0 Rep Stress Incr YES WB - 0.11 BCDL 10.0 Code UBC97/ANSI95 (Matrix) ' LUMBER TOP CHORD 2 X 4 HF No.2 - BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 2-11-11, Right 2 X 4 HF Stud/Std G 2-11-11 ' 4x5 M1120 I I 0-0-0 DEFL in . (loc) I/deft PLATES. GRIP Vert(LL) " 0.02 1-6 >999 M1124 185/148 Vert(TL) -0.05 5-6 >999 Horz(TL) 0.01 5 n/a 1st LC LL Min Vdefl = 360 Weight: 37 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=460/0-5-8, 5=460/0-5-8 Max Horz 1=-36(load case 6) . Max Uplift 1=92(load case 3), 6=92(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-767, 2-3=-706, 3-4=-706, 4-5=-767 BOT CHORD 1-6=670, 5-6=670 WEBS 3-6=135 NOTES 1) Unbalanced roof live loads have been considered for this design. .2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left•and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. • LOAD CASE(S) Standard ® WARNING - Ver(fy design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MQ -7473 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. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional.temporary bracing to insure stability during construction is the responsibillity 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 tracing, consult ANSI/17P111 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Ll �OFESS/pN C. ANA C 1 z F EXP_ 06/30/05 ��FOF CAt1F0� July 20,2004 7777 Greenback Lane Ftp Suite 109 Citrus Heights, Cq 95610MI MiTek® 0 • Job Truss Truss Type Qty Ply 84050366 PENINSULA 16 3-8-10 4-3-7 • Plate Offsets (X,Y): [1:0-1-8,0-4-8] R12935356 64050366 K03 MONO TRUSS 2 1 PLATES GRIP IAAI�I T�IICC l`IITLICf1Oh1 MTV. Plates Increase t 1.25 TC 0.21 Vert(LL) 0.06 5-6 >999 Job Reference (optiona$ v,.,Y• „�v vvd-o-0 o vr„ I,vv, V-�� v, I" , ,VV-�V�vVJJ �VVVJIVIVY I I�VJJ.V 1-AIVI .V.VVV J VUII U LVVJ IVII ICn IIIUUSMeb, 1110. 1 UC UUI LV Vr,. Iy.Nw LVVV ra e 1 -o 3-8-10 [ 8-0-1 3-8-10 4-377 2x4 M1120 II Sole = 1:15.7 4 ' - 0-0-0 3x5 M1120 11 3x4 M]12@ -Q 3-8-10 1. 8-0-1 3-8-10 4-3-7 • Plate Offsets (X,Y): [1:0-1-8,0-4-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase t 1.25 TC 0.21 Vert(LL) 0.06 5-6 >999 MII20 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.09 5-6 >999 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 29 Ib LUMBER BRACING • TOP CHORD 2 X 4 HF Nc.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 1-10-3 REACTIONS- (Ib/size) 1=210/0-5-8,5=420/Mechanical Max Horz 1=-109(load case 6) Max Uplift 1=-58(load case 3), 5=95(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-593, 2-3=591., 3-4=3, 4-5=-13 BOT CHORD .1-6=560, 5-6=560 WEBS 3-6=380, 3-5=-584 NOTES 1) Wind: ASCE 7 -98 -per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf, occupancy category ll; exposure C; partially;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 No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. Q�OF ESS/�� 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Gl 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) t Vert: 1=0.0 -to -5=-160.1 p C 1 % $ Q # EXP. 06/30/05 cf1J C10 - 4A_ CF CALIFC� July 20,2004 ® IVARNZIVG - Ver>Gjy design parameters and READ NOTES ON TMS AND INCLUDED MTER REFERENCE PAGE MIT 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite log Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure st6blity during construction is the responsibillity 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. M ITek r1 LJ I A Job Truss Truss Type Qty Ply B4050366 PENINSULP, 16 16.0 Plates Increase 1.25 TC 0.78 TCDL R12935357. B4050366 L01 ROOF TRUSS 2 1 Rep Stress Incr NO WB 0.33 BCDL 10.0 Code UBC97/ANSI95 Job Reference (optionai) JIVIVV I RVJO, 1.,Mr rIQUR L VI I T, 10VKa4-JOys MUD1Q(VJIVIVV I RUJJ.VVIVI o.uuu s Jun `J LUUJ MI IeK mausmes, inc. 1 ue JUI Lu u Itcou zuu4 rage I 0-0-0 - 0-0-0 7-5-0 7-,11-11 11-3-0 14-6-5 1,5-1-Q 22-E-0 7-5-0 0-6-11 3-3-5 3-3-5 0-6-.11 7-5-0 Scale = 1:40.8 � 1 • 0-M • Plate Offsets 4x6 M1120 _ 4.00 12 V 44 M1120 = 3x4 M1120 = 4x12 M1120 3x5 M1120 1u. II a a 4021V11120 = 3x5 M1120 = 5x6 MI120 WB = 4x4 1011120 3x5 M1120 = 7-5-0 7-5-0 LOADING (psf) SPACING 1-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.78 TCDL 14.0 Lumber Increase 1.25 BC 0.67 BCLL 0.0 Rep Stress Incr NO WB 0.33 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER in (loc) • TOP CHORD 2 X 4 HF 240OF 2.0E 'Except' 0.27 8-10 3-52X4 HFNo.2 BOT CHORD 2 X 4 HF 240OF 2.0E WEBS 2 X 4 HF Stud/Std G SLIDER. Left 2 X 4 HF Stud/Std -G 3-10-3, 1 st LC LL Min I/defl = 360 Right 2 X 6 HF No.2 3-10-3 -- 15.1-0 7-8-0 ' DEFL in (loc) I/defl Vert(LL) 0.27 8-10 >986 Vert(TL) -0.46 . 8-10 >590 Horz(TL) 0.09 7 n/a 1 st LC LL Min I/defl = 360 TOP CHORD 1-2=-3643, 2-3=3602, 3-4=-3368, 4-5=-3372, 5-6=-3605, 6-7=-3646 0-0-0 PLATES GRIP M112D 185/148 Weiyht: 82 lb BRACING ` TOP CHORD Sheathed or 2-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-3 oc bracing. . REACTIONS (Ib/size) 1=1478/0-5-8, 7=1478/1-0-0 Max Horz 1=-22(load case 6) Max Uplift 1=-381(load case 3), 7=-381 (load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3643, 2-3=3602, 3-4=-3368, 4-5=-3372, 5-6=-3605, 6-7=-3646 BOT CHORD 1-10=3398, 10-11=3798,9-1 1=3798, 8-9=3798, 7-8=3401 WEBS 3-10=548, 4-10=-527, 4-8=-523, 5-8=547. S NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to water Q�OFESS/0 Q prevent ponding. 4) This -truss has been designed for a 10.0 bottom live load psf chord nonconcurrent with any other live loads per Table No. 16-B, UBC -97. c 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 7-6-12 end setback 7) Special hanger(s) 7 /1 Z 1r m� or connection(s) required to support concentrated load(s) 458.51b down and 280.41b up at V 14-11-4, and 458.51b down and 280.41b up at 7-6-12 on top chord. Design for unspecified connection(s) is EXP. O6/3O/O5 delegated to the building designer. t LOAD CASE(S) Standard tS1J� C►VI'L. Continued on page 2 CA 0� OF LSF July 20,2004 WARNING • V .. _., . ..... er ® {fy dear design pannmeters and READ NOTES ON T875 AND INCLUDED MITER REFERENCE PAGE hfII-7473 BEFORE USE. .. 7777 Greenback Lane Design valid for use only with Mi7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicobifily of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Suite 109 Citrus Heights, CA, 95610_ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsiblity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component e Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Modaon, M 53719. Woke • n u Job Truss ` Truss Type Qty Ply 64050366 PENINSULI, 16 ' - 812935357 64050366 L01 ROOF TRUSS 2 T ' Job Reference (options ) JMW TRUSS, CATHEDRAL CITY, 760-202-3699 ROB@JMWTRUSS.COM 5.000 s Jun 9 2003 MiTek Industries, Inc. Tue Jul 20 07:19:50 2004 Page 2 LOAD CASE(S) Standard 1 Regular: Lumber Increase=1.25, Plate Increase=1.25 • Uniform Loads (plf) Vert: 1-3=30.0,3-5=-106.6,5-7=30.0.1-7--35.5 Concentrated Loads (lb) Vert: 3=-458.5 5=-458.5 n u Job Truss ` Truss Type Qty Ply 64050366 PENINSULI, 16 ' - 812935357 64050366 L01 ROOF TRUSS 2 T ' Job Reference (options ) ' t ® WARNING - Verlfy design parameters and READ NOTES ON TEO AND INCLUDED MITER REFERENCE PAGE MU.7473 BEFORE USE... -... 7777 Greenback Lane � Design valid for use only with MIIek connectors. Th'a. design is bosed'only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oramenters and proper into Citrus Heights, CA, 9561is 0 � APP' N 9 P p p incorporation of component is responsibility of building designer- not truss designer. Bracing shown for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component M ITek® Safety Information ovaBable from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Ll Job Truss Truss Type Qty Ply . B4050366 PENINSULA, 16 in (loc) I/deft PLATES GRIP TCLL 16.0 R129353581 B4050366 L02 ROOF TRUSS 2 1 M112D 185/148 TCDL 14.0 Lumber Increase 1.25 BC . 0.78 Job Reference (optiona) ,,,.... „SVD -VD v , ..— -.V VII , vV-�Vc-Vv�V IVVVVJIvIvv � IV V VV.vvlvl J.VVU J out J GUVJ Ivll I cn II Iuu-It111- 1 ua Jul GU U- . I V.J 1 GUu, raqu 1 0-M 4-8-3 9-5-0 9-11-11 12-8-5 " 1,3-1-0 17-9-13 22.8-0 I � 4-8-3 4-8-13 0-6-11 2-6-10 0-6-11 4-8-13 4-8-3 Scale = 1:41.1 4x4 M1120 A 6x8 M1120 - • 6 J 0 4x10 M1120 c " -lu a WON= - 3x8 M1120 = 3x5 M1120 = 4x5 M1120 3x4 M1120 - 0-M 9-5-0 9-5-0 13-1-0 9-5-0 0-" D f` LOADING (psf) SPACING" 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.29 Vert(LL) ' -0.18 1-11 >999 M112D 185/148 TCDL 14.0 Lumber Increase 1.25 BC . 0.78 Vert(TL) -0.40 1-11 >674 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.07 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 87 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-11-10 oc pudns. BOT CHORD 2 X 4 HF No.2 BOT" CHORD Rigid ceiling directly applied :IT 8-9-11 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 2-4-7, Right 2 X 6 HF No.2 2-4-7 REACTIONS (Ib/size) 1=900/0-5-8, 8=900/1-0-0 Max Horz 1=54(load case 5) Max Uplift 1=-191(load case 3), 8=-191 (load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1892, 2-3=1839, 3-4=-1632, 4-5=1515, 5-6=-1631,6-7=-1841, 7-8=-1894 BOT CHORD 1-11=1717, 10-11=1513, 9-10=1513, 8-9=1719 WEBS 3-11=207, 4-11=194,5-11=2,5-9=193, 6-9=211 NOTES 1) Unbalanced roof live loads have been considered for this design.' 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.0psf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL" -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 honconcurrent with any other live loads per Table No. 16-13, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ® WARNING- Verjfy. desrgn Parametcrs and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 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. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the erector. Additional permanent bracing of the overall structure istheresponsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. G. ='4-C17180 ZM t EXP.06/30!05 grF0F CAII�� July 20,2004 7777 Greenback Lane Suite 109 . Citrus Heights, CA, 95610MME MiTek® Job Truss Truss Type Qty Ply B4050366 PENINSU" 16 PLATES GRIP TOLL 16.0 Plates Increase 1.25 TC 0.36 -R12935359 84050366 L03 COMMON q 1 BC 0.55 InAIAl TDI ICC r A --Al ...... BCLL 0.0 Job Reference (optionai) 5 11-3-0 5-6-8 5-8-8 ..•...... ..� wv.a Ivu I cn Inuuaulco, II IV. I ua JUl GV V . I V.uL LVV9 rdye 0-0-0 16-11-8 22-6-0 5-8-8 5-6-8 46 M1120 - 4 Scale = 1:39.2 5x6 M1120 I I lu 9 8 5x6 MIIZO 11 3x4 M1120 = 3x4 M1120 - 3x4 M1120 - 0-" 0-0-0 7-5-5 15m[)-11 2-'-6-( 7-5-5 7-7-6 T•5-5 LOADING (psf) SPACING 2-0-0 CSI DEFL'. in . (loc).. I/deft PLATES GRIP TOLL 16.0 Plates Increase 1.25 TC 0.36 Vert(LL) . 0.10 8-10 >999 M1129 185/148. TCDL 14.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.26 8-10 >699 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.06 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 80 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-0-1 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 9-5-12 oc bracing. WEBS 2 X 4 HF Stud/Std G SLIDER Left 2 X 4 HF Stud/Std -G 2-10-4, Right 2 X 4 HF Stud/Std -G 2-10-4 REACTIONS (Ib/size) 1=900/0-5-8, 7=900/0-5-8 • Max Horz 1=766(load case 6) Max Uplift .1=-180(load case 3), 7=-180(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1909, 2-3=-1850, 3-.4=-1700, 4-5=-1700, 5-6=-1850, 6-7=-1909 BOT CHORD 1-10=1729, 9-10=1270, 8-9=1270,7-8=1729 WEBS 3-10=-236, 4-10=438, 4-8=436, 5-8=-236 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per UBC97/ANSI95; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; occupancy category II; exposure C; partially;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=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) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ® WARMNG - 9•e1jjg design p—W- and READ NOTES ON TMS AND INCLUDED AUTZK REFERENCE pAGE ffiL7473 BEFORE USS. Design valid for use only with M1ek connectors. This design's based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of incrrAdual web members only. Additional temporary bracing to insure stability duOng.corutruction is the responsibillity of the erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSO -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ; � FESS/0, C1'1' Z Wk EXP. 06/30/05 cS'J CN11- �P 0 CAk-f July 20,2004 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 MI: MiTeke Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION ' • Failure to Follow Could Cause Property . � 3 Center plate on joint unless x, y /4 offsets are indicated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft -in -sixteenths a Damage or Personal Injury j ry Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and securely seat. diagonal or X -bracing, is always required. See BCSI1. 0-1/a,1 2. Never exceed the design loading shown and never z 2 3 TOP CHORDS C2_3 WEBS c�4 4 stack materials on inadequately braced trusses. 0. Provido copiO3 of tl-i3 trum d03i6n to the building designer, erection supervisor, property owner and o all other interested parties. For 4 x 2 orientation, locate p _ U4k 4.• Cut members to bear tightly against each other. plates 0-1h6;' from outside edge of truss. pb 4 a0 " n 1.-C7-8 O 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint C6_7c5v locations are regulated by ANSI/TPII. BOTTOM CHORDS *This symbol indicates the required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably y protected from connector plates. the environment in accord with ANSI/TPI I. • Plate location details available In MITek 20/20 7. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of. fabrication. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. The first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END. JOINT NUMBERS/LETTERS. 9. Camber Is a non-structural consideration and Is the 4 X 4 perpendicular to Second responsibility of truss fabricator. General practice is to d dimension is the lengtfiparallel gt camber for ead load deflection. to slots. 10� Plate type, size,. orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 1 l . Lumber used shall be of the species and size, and in all respects, equal to- or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 12. Top chords must be sheathed or. purlins provided at BEARING SBCCI 9667; 9730, 96046, 9511, 9432A spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, Indicates location where bearings or less, if no ceiling is installed, unless otherwise noted. (supports) occur. 'Icons vary but reaction section indicates joint 14. Connections not shown are the responsibility of others. P h' number where bearings occur. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: 16. Install andvertically load unless indicated otherwise. ANSI/TPI 1: National Design Specification for Metal MITek® Plate Connected Wood Truss Construction. DSB-89:. Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 © 2004 MiTek® I ,_.t STRUCTURAL CALCULATIONS FOR A 6 UNIT RESIDENTIAL DEVELOPMENT DESIGN CRITERIA: A. Code: 2001 CBC, Wind: C, 70 mph, Seismic Zone: 4 B. Wood Species: Douglas Fir Larch with maximum 19% moisture content prior to Installation of Finish Material 4X Members: No. 2 or Better n 6X, 8X Beams and Headers: No.I or Better CITY OF LA QUI' n' VTA 2x Joists and Rafters' No. 2 or Better BUILDING � SAFETY DEPT. Plates and Blocking. Standard Grade or Better Studs: Standard Grade or Better P V E Mud Sills: Pressure Treated Utility Grade or Better FOR CONSTRUCTIONC. Ultimate strength concrete: 2500 psi (min) (U.N.O.) D. Ultimate compressive strength masonry: 1500 psi (min) (U.N.O.) E. Structural steel: A50 psi (min) (U.N.O.) DATE / 13Y—L/— F. CONVENTIONAL NON -MONO POUR FOUNDATION SYSTEM SOILS AND GEOLOGY: W Soils report by: SLADDEN ENGINEERING 544-2125-02-07-392 7/8/2002 oy�gs;PsvV1,VzV44'/"-- Allowable soil bearing pressure: 1500 PSF Note: This report to be considered as a part of these calculations on all of its requirements. ^'1 The attached calculations are valid only when bearing original or electronic signature of Saeed J. Bekam, Hereon. GOUVIS ENGINEERING CONSULTING GROUP, INC. JUL 12 20 eed J. Bekam, President C38276 Exp. Date 3/3 1 /2005 "Peninsula Park" (Revised 7/9/04) Job No. 60212 Date 5/24/2002 Plan No. Area ' PENINSULA PARK, PGA WEST Location La Quinta, Riverside, CA Developer Peter Jacobs Homes Architect BBG Architects DESIGN CRITERIA: A. Code: 2001 CBC, Wind: C, 70 mph, Seismic Zone: 4 B. Wood Species: Douglas Fir Larch with maximum 19% moisture content prior to Installation of Finish Material 4X Members: No. 2 or Better n 6X, 8X Beams and Headers: No.I or Better CITY OF LA QUI' n' VTA 2x Joists and Rafters' No. 2 or Better BUILDING � SAFETY DEPT. Plates and Blocking. Standard Grade or Better Studs: Standard Grade or Better P V E Mud Sills: Pressure Treated Utility Grade or Better FOR CONSTRUCTIONC. Ultimate strength concrete: 2500 psi (min) (U.N.O.) D. Ultimate compressive strength masonry: 1500 psi (min) (U.N.O.) E. Structural steel: A50 psi (min) (U.N.O.) DATE / 13Y—L/— F. CONVENTIONAL NON -MONO POUR FOUNDATION SYSTEM SOILS AND GEOLOGY: W Soils report by: SLADDEN ENGINEERING 544-2125-02-07-392 7/8/2002 oy�gs;PsvV1,VzV44'/"-- Allowable soil bearing pressure: 1500 PSF Note: This report to be considered as a part of these calculations on all of its requirements. ^'1 The attached calculations are valid only when bearing original or electronic signature of Saeed J. Bekam, Hereon. GOUVIS ENGINEERING CONSULTING GROUP, INC. JUL 12 20 eed J. Bekam, President C38276 Exp. Date 3/3 1 /2005 G O T T V T i� ENGINEERING SS ge 2 ral Calculations C 0 NY SL LU7 L TI N GG R 0 U PGECG Job M 60212 Client: Peter Jacobs H. Table Of Contents Date: 05/21/2004 CONTENTS PAGE NUMBER { Revisions 3 Roof Rafter/Floor Joist Span Tables 4-7 Shear Wall Schedule 8 Anchor Bolt Chart 9 PLAN •1 Beams B1 Through B 18 Lateral Force Analysis Ll Through L 26 Foundation F1 Through F 4 TOTAL NUMBER OF PAGES 57 G O U V I S ENGINEERING P ge 3 ral calculations C O N S U L T I N G G R O U P GECG Job M 60212 Client: Peter Jacobs H. Revision Block 'Date: 05/21/2004 PLAN I Date Revisions To Beam Sheets Date Revisions To Lateral Sheets Date Revision To Foundation Sheets ' Date Revision To- Miscellaneous Sheets G O U V I S ENGINEERING P ge a ral Calculations C O N S U L T I N G G R O U P GECG Job M 60212 Client: Peter Jacobs H. Maximum Span Table for DFL No. 2 Floor Joist Date: 05/21/2004 TL DFL L/240 LL DFL L/360 FLAT TILE SHAKE TILE 'SLOPE < 4:12 < 4:12 > 4 12 > 4:12 LL/DL 10./6.0 20./15.0 20./18.0 16./11.0 16./18.0 SIZE SPC CLG JST RFT RFT RFT RFT 12 10'-6" 8'-1" 7'-11" 8'-11" 8'-2" 2 x 4 16 9'-7" 7'-5" 7'-2" 8'-0" 7'-6" 24 854" 6'-5" 6'-2" 7'-0" 61-611 12- 16'-7" 12'-10" 12'-6" -13'---1" 12'-11" 2 x 6 16 15'-1" 11'-7" 11'-4" 121-S" 11'-9" 24 13'-2" 10'-1" 9'-10" 11'-0" 10'-2" 12 2.1'-11". 16'-10" 16'-5" 18'-5" 17'-0" 2 x 8 16 19'-11" 1514" 14'-11" 16'-8" 15'-5" 24 17'-4" 13'-4" 13'-0" 14'=7" 13'-6" 12 27'-11" 21'-6" 20'-11" 23'-5" 21'-9" I x 10 16 25'-5" 19'-7" 19'-1" 21'-4" 19'-9" 24 22'-2" 16'-9" 16'-1" 18'-7"' 17'-T' 12 34'-0" 26'-2" 25'.-6" .28'-6" 26'-6" 2 x.12 16 30'-11" . 23'-9" 22'-10" 26'-0". 24'-0" 24 27'-0" 19'-5" 18'-8" 22'-2" 19'-8" 12 40'-1" 30'-9" 29'-6" 33'-7" 31'-0" 2 x 14 16 36'-5" 26'-8" 25'-6" 30'-2" 27'-1" 24 .31'-9" 21'-9" 20'-10" 24'-8" 22'-0" NOTE: A load duration factor of Cd =1.25 and repetitive factor of Cr = 1.15 hive been considered. GG UVIS ENGINEERING CONSULTING/T GROUP Maximum Span Table for DFL No. 2 Floor Joist Structural Calculations Page 5 GECG Job #: 60212 Client: Peter Jacobs H. Date: 05/21/2004 *This maximum span schedule is proved for the control of "bounce" or trampoline effect of floor joist. 1. The maximum span is based on the maximum allowable stresses or deflection (L/240 for total loads deflection or L/360 for live loads deflection). 2. A repetitive factor Cr = 1.15 has been considered. Residential Residential Residential Commercial floor TL DFL: L/240 reg. Floor Residential floor joist floor joist Deck Joist: load w/ 20 psf LL DFL: L/360 load w/o It. floor joist w/ w/ I" w/ 1 'A" LL = 60 pfs. partition & 1 '/z wt. conc. or 3/" gyperete gyprecte gyperete DL = 12 pfs. It. wt. conc. or gyperete gyperete 40.0/12.0 40.0/17.0 40.0/20.0 40.0/24.0 60.0/12.0 50.0/44.0 SIZE SPC FL. JST. FL. JST. FL. JST. FL. JST. FL. JST. FL. JST. 12 6'-10" 6'-10" 6'-9" 6'-8" �'-11" 5'-8" 2 x 4 16 6'-2" 6'-2" 6'-2" 6'-0" 5'-5" 4'-11" 16* 5'-1" 5'-1" 5'-1" 5'-0" 4'-5" 4'-1" 24 5'-5" 5'-2" 5'-0" 4'-11" 4'-8" 4'-0" 12 10'-8" 10'-8" 10'-5" 10'-1" Y-4" 8'-4" 2x 6 16 91-9" 9'-3" -1" 95 8'-9" 3'-3" 71-255 16* 7'-11" 8'-0" 7'-11" 7'-7" T-2" 6'-4" 24 7'-11" 7'-7" 7'-4" 7'-2" 5'-8" 5'-10" 12 14'-1" 13'-6" 13'-2" 12'-10" 12'-0" 10'-7" 2 x 8 16 12'-3" 11'-9" 11'-6" 11'-1" .0'-6" 9'-2" 16* 10'-6" 10'-4" 10'-1" 9'-9" 9'-2" 8'-1" 24 10'-1" 9'-7" 914" 9'-0" 8'-6" 7'-5" 12 17'-5" 16'-7" 16'-2" 15'-8" A) -V. 12'-11" 2 x 10 16 15'-0` 14'-5" 14'-0" 13'-7" 12'-10" 11'-2" 16* 13'-11" 13'-9" 13'-4" 12'-11" :_2'4" 10'-8" 24 12'-3" 11'-9" 11'-5" 11'-1" _0'-5" 12 20'-2" 19'-2" 18'-8" 18'-2" 17'-1" 1594" 2 x 12 16 17'-6" 16'-8" 16'-3" 15'-9" 14'-10" 13'-0" 16* 16'-7" 16'-5" 16'-0" 15'-5" 14%65 5 12'-8" 24 14'-3" 13'-7" 13'-3" 12'-10" 12'-1" 10'-7" 12 22'-6" 21'-1" 20'-10" 20'-2" 19'-2" 16'-9" 2 x 14 16 19'-6" 18'-8" 18'-1" 17'-6" 16'-7" 14'-6" 16* 19'-4" 19'-1" 18'-8" 18'-1" 16'-11" 14'-11" 24 15'-11" 15'-2" 14'-9" 14'-3" i3'-6" 11'-10" *This maximum span schedule is proved for the control of "bounce" or trampoline effect of floor joist. 1. The maximum span is based on the maximum allowable stresses or deflection (L/240 for total loads deflection or L/360 for live loads deflection). 2. A repetitive factor Cr = 1.15 has been considered. G G. T VT V I fr ENGINEERING SP true 6 ml Calculations C ON S U L T I N G G R O U P GECG Job M 60212 Client: Peter Jacobs H. Standard Notes Date: 05/21/2004 When using flat concrete tile for roofing material, please be aware the span of roof rafters provided in attached table meets all, structural code requirements. However, when used to maximum allowable span, rafters may show defection or sag due to the nature and appearance of such tile material. We suggest the use of Purlin beams to cut the span of the 2 x 10 roof rafters to 16'-0" and 2 x 12 rafters to 20'-0" maximum, when spaced at 16" on center. Also, use the detail below for constriction to limit the deflection. t- T1P, R 09 SLE FLANS 00 NOT INA(L R/k Z VJAi.L 2- OBS: TOP PLATE k • � TSn (1) 001 MEE AT , EACH ENA CF REQ 4- ROW EN. 3 ti- R SR WAl,�M. ;; BE NA1LM m VIE6... r= 7�- S(CnOM SHEAR TRANSFER/CONNECTION DETAIL G O U V I S E N G I N E E R I N G P ge ral calculations CONS UL TI -NG G R O U. P GECG Job M 60212 Client: Peter Jacobs H. Maximum Span Table for DFL No. 2 Floor Joists Date: 05/21/2004 The following table has been created as a guide in the control of the "bounce" or trampoline effect of residential floor joists of various sizes, and relating to their maximum spans to minimize the side effect. SIZE AT 12" O.C. AT 16'.' O.C. AT 24" O.C. 2 x 4 5'-8" 5'-19' ------- 2 x 6 8'-11" 8'-2" 6'-11" -2-x 8 11'-11" 10'-6" 8'-10" 2 x 10 14'-11." 13'-10" 11'-4" 2 x 12 18'-3" 16'-7" 13'-9" -2 x 14 21'-6" 19'-4" 16'-3" G O U V I S ENGINEERING P ge a u l Calclations C O N S LT T T T AT r- r' R O U P GECG Job #: 60212 Shear Wall Schedule Client: Peter Jacobs H. Date: 05/21/2004 1997 UNIFORM BUILDING CODE / 2001 CALIFORNIA BUILDING CODE Edge Field Shear Sill Plate Framing Clips Anchor Mark Sheathing '. Nailing . Nailing Capacity Nailing A35's, L850's Bolt Common Common) (PLF) (16d sinker or LTF4's Spacing 3/8" APA 8 d's (a; l0 rated 6" o.c. 3/8" APA 8 d's @ 11 rated 4" 0.6. 10 d's,@ * 3/8" APA 8 d's @ 12 rated 3" o.c. 8d's (a) 12" o.c. 260 @ 6" o.c. 8 d's @ 12" o.c. 350 @ 4" o.c. 8d's @ 12" o.c. 490 @ 3" o.c. 5/8" � x 12" @ 16" •:).c. @ 48" o.c. 5/8" � x 12" @ 12" ).c. @ 32" o.c. 5/8" � x 12" @ 10" ).c. @ 12" o.c. 15/32" * APA 10 d's @ 10 d's @ 600 @ 3" o.c. @ 8" c.c. 5/8" � x 12" 13 structural I 3" o.c. 12" o.c. (U.N.O.) @ 8" o.c. rated Both 15/32" 5/8" � x 12" sues APA 10 d's @ 10 d's @ See shear @ 8" o.c. w/ * 14 structural I 2" o.c. 12" o.c. 1740 N/A transfer 3x6 sill rated detai_. * Provide 3" nominal or wider framing at.adjoining panel edges with nails staggered. Use A35 @ 6" o.c. on Simpson Strong Wall & Hardy Panel (U.N.0). Revised 10/18/2002 15/32" 5/8" � x 12" * APA 10 d's @ 10 d's,@ @ 6" c.c. @ 16" o.c. 14 structural I 2" o.c. 12" o.c. 870 @ 27 o.c. (U.N.O.) w/ 3x sill in rated contact w/ concrete Both 5/8"� x 12" 'a * 3/8" APA 8 d's @ 8 d's @ See shear See shear @ 16" o.c. rated 3" o.c.. 12" o.c. 980 transfer transfer w/ 3x6 sill. 12 detail detai Both 15/32" 5/8" � x 12" APA 10 d's @ 10 d's @ See shear See shear @ 12" o.c. As13'a structural I 3" o.c. 12" o.c. 1200 transfer transfer w/ 3x6 sill rated detail detaL Both 15/32" 5/8" � x 12" sues APA 10 d's @ 10 d's @ See shear @ 8" o.c. w/ * 14 structural I 2" o.c. 12" o.c. 1740 N/A transfer 3x6 sill rated detai_. * Provide 3" nominal or wider framing at.adjoining panel edges with nails staggered. Use A35 @ 6" o.c. on Simpson Strong Wall & Hardy Panel (U.N.0). Revised 10/18/2002 GOUVIS ENGINEERING CONSULff TING GROUP Alternate to Anchor Bolt Spacing Structural Calculations Page 9 GECG Job #: 60212 Client: Peter Jacobs H. Date: 05/21/2004 'h" � ANCHOR 5/8" 0 ANCHOR SIMPSON MAS ON SIMPSON MA4 ON SIMPSON MA6 ON USP FAl, FA2 ON Shear BOLT Zone 0-3 BOLT Zone 04 2x4 / 2x6 PTDF 2x4 / 2x6 PDTF °NO 2x6/3x6 PTDF 2x4 / 2x6 PTDF Force Zone Zone Zone Zone Zone Zone Zone Zone Zone Zone Zone Zone. (PLF) 3 O 1 2 3,4 0,1,2 314 O 1 2 3,4 0 '1,2 3 4 0,1,2 3,4 0,1,2 90 72" 72" 72" 72" 72" 72" 64" 64" 72" 72" 66" 66" 100 72" 72" 72" 72" 72" 72" 56" 56" 72" 72„ 66" 66„ 150 64" 64" 72" 72" 56" 56" 32"_ 32" 48" 48" 66" 66" 175 56" 56" 72" 72" 48" 48" 32" 32" 40" 40" 66" 66" 180 48" 48" 72" 72" 48" 48" 32" 32" 40" 40" 48" 48" 260 32" 32" 48" 48" 32" 32" 16" 16" 24" 24" 32" 32" 350 24" 24" 40" 40" 24" 24" 16" 16" 16" 16" 24" 24" 490 8"2 16" 12"2 24" 16" 16" 8" 8" 16" 16" 16" 16" 600 8"2 16„ 8"2 24" 12" 12" 8" 8" 12" 12" 12" 12" 665 12"' 12" 24"' 16" N/A 12" 12"3 8" 12"' 12" N/A 12" 870 8` 8" 16"' 16" N/A 8" 8s3 N/A 8` 8" N/A 8" 1330 N/A N/A 12"' 12"' N/A N/A N/A N/A N/A N/A N/A N/A 1740 N/A N/A 8` 8` N/A N/A N/A N/A N/A N/A N/A N/A ' — 3x Sill plate. 2 — Based on 50% capacity er UBC table 23-11-1-1 footnote 3 for 2x sill plate in zone 3 & 4. 3 — 3x4 Sill plate. All mud sill anchors require monolithic slab or foundation. Anchor bolts capacity in concrete per 1997 UBC section 1923.1 and table 19-D. '/2" � A.B.: 1250(1.5/3)(4/3) = 833# Minimum 1-1/2" from edge of concrete & plate 5/8" A.B.: 2795(1.875/3.75)(4/3) = 1863# Minimum 1-7/8" from edge of concrete & 1-1/2" from edge of plate. Anchor bolts capacity in mud sill per 1997 NDS section 8.2.3 and table 8.2E. '/2" � A.B.: 2x Sill — 620(4/3) = 827# 3x Sill — 730(4/3) = 973# 5/8" A.B.: 2x Sill — 890(4/3) = 1187# 3x Sill — 1140(4/3) = 1520# Simpson MAS/MA4/MA6 allowable loads parallel to plate (ICBG NER-443): MAS/2x4, 2x6 Sill: 720# MA4/2x4 Sill: 480# MA4/3x4 Sill: 680# MA6/2x6, 3x6 Sill: 680# NOTE: Anchors shall be placed within. 12" from the end of each sill. Manufacturer's installation recommendations shall be -followed. USP FAl/FA2 allowable loads parallel to plate (ICBO ER -3613): FAI, FA2/2x4,.2x6 Sill: 790# NOTE: Anchors shall be placed within 12" from the end of each sill. The maximum spacing is 5 '/2 feet. Manufacturer's installation recommendations shall be followed. Revised 1/14/1999 GOUVIS ENGINEERING CONSULTING GROUP SHEET JOB NO. 60212-200 PLAN NO.: PENINSUL CLIENT : PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VERS DATE 06/17/2002 PRIMARY ROOF LOADING 'Pitch 04.0:12 K = Increase for Pitch 1.05 TRUSS (24" OC) 2.40 PLYWOOD(1/2" ) x K -. 1.63 1/2" GYP. BOARD 2.20 _ CONC. TILE x K 10:54 Misc. 2.23 Total Dead. Load (psf) 19.00 Snow' Load (psf) 0.00 Live Load (psf) 16.00 Total. Load (psf) 35.00 D GOUVIS ENGINEERING CONSULTING GROUP SHEET B-2 JOB NO. 60212-200 PLAN NO.: PENINSUL CLIENT PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VER5. DATE 06/17/2002 BEAM NUMBER: 1 GIRDER TRUSS @ MASTER BDRM OVER-ALL LENGTH (FT): 38.50 REACTION AT: 0.00 38.,50 LOADS (DOWNWARD +) BEAM WEIGHT 40.0 PLF FROM 0.0' TO 38.5' PRIMARY ROOF 175 PLF=10.0*(19+16)/2 FROM 0.00" TO 38.50' REACTIONS (LBS) LEFT RIGHT. DOWNWARD(DL+LL/MAX:) 4099/4099 4099!4099 UPLIFT (DL+LL/MAX.) 0/0. 0/0 *** USED BY OTHERS *** BEAM NUMBER: 2 GIRD:.TRUSS OVER DINING OVER-ALL LENGTH (FT): 43.50 REACTION AT: 0.00 23.50, 43.50 LOADS (DOWNWARD +). BEAM WEIGHT 40.0 LB FROM 0.0' TO 43.5' POINTFROM DOWN=4099 @35.50'(R.. OF BM 1) PRIMARY ROOF : 578 PLF=33.0*(19+16)/2 FROM 0.00' TO 23.00' PRIMARY ROOF 709 PLF=40.5*(19+16)/2 FROM 23.00' -TO 35.50' PRIMARY ROOF 70 PLF= 4.0*(19+16)/2 FROM 35.50' TO 43.50' REACTIONS (LBS), LEFT MIDDLE RIGHT DOWNWARD(DL+LL/MAX.) ,. 6423/6423 18832/18832 1334/1334 UPLIFT (DL+LL/MAX.) 0/0 0/'0 -481/-481 *** USED BY OTHERS *** GOUVIS ENGINEERING CONSULTING GROUP SHEET B-� JOB NO. 60212-200 PLAN NO.: PENINSUL CLIENT : PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VER5 DATE 06/17/2002 BEAM NUMBER: 3 GT @ GREAT ROOM OVER-ALL LENGTH (FT): 39.00 REACTION,AT: 0.00 39.00 LOADS (DOWNWARD +) BEAM WEIGHT 40.0 PLF FROM 0.0' TO 39.0' PRIMARY ROOF :'70 PLF= 4.0*(19+16)/2 FROM 0.00' TO 39.00' POINTFROM DOWN=6423 @30.50'(L. OF BM 2) PRIMARY ROOF 761 PLF=43.5*(19+16)/2 FROM 30.50' TO 39.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4118/4118 12484%12484 UPLIFT - (DL+LL/MAX.). 0/0 0/0. *** USED BY OTHERS *** BEAM NUMBER: 4 GT OVER NOOK OVER-ALL LENGTH (FT): 36.50 REACTION AT: 0.00 , 36.50 LOADS (DOWNWARD +) BEAM WEIGHT 40.0 LB FROM 0.0': TO 36.5' - PRIMARY ROOF 709 PLF=40.5*(19+16)/2 FROM 0_.00'*TO 13.50' PRIMARY ROOF 569 PLF=32.5*(19+16)/2 FROM 13.50' TO 36.50' POINTFROM DOWN=4118 @13.50'(L. OF BM'3) REACTIONS (LBS) LEFT RIGHT. DOWNWARD(DL+LL/MAX.) 13817/13817 11717/11717 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USED BY OTHERS••*** i GOUVIS ENGINEERING CONSULTING GROUP SHEET B- 4 - JOB NO. 60212-200 PLAN NO.: PENINSUL CLIENT PETER JACOBS HOM . ENGINEER: SCOTT BEYMA(VER5 DATE 06/17/2002 BEAM NUMBER: 5 GT @ LEFT PATIO OVER-ALL LENGTH (FT): 37.00 REACTION AT: 0.00 3`7.00 LOADS (DOWNWARD +) BEAM WEIGHT r 40.0 PLF FROM 0.0' TO 37.0' PRIMARY ROOF 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 37.00' REACTIONS (LBS) LEFT RI3HT DOWNWARD(DL+LL/MAX.) 3946/3946 3946/3946 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USED BY OTHERS *** .BEAM NUMBER: 6 GT @ TOP PATIO OVER-ALL LENGTH (FT): 39.00 REACTION AT: 0.00 39.00 LOADS (DOWNWARD +) BEAM WEIGHT :.40.0 PLF FROM 0:0' TO '39.0' PRIMARY ROOF 175 PLF=10.0*(19+16)/2 FROM 0.00' TC 39.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4150/4150 415C/415.0 UPLIFT (DL+LL/MAX.) 0/0 C/0 *** USED BY OTHERS *** B GOUVIS ENGINEERING CONSULTING GROUP SHEET B- S JOB NO. 60212-200 PLAN NO.: PENINSUL CLIENT PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VER5 DATE 06/17/2002 BEAM NUMBER: 7 GT @ GUEST HOUSE OVER-ALL LENGTH (FT): 22.50 REACTION AT: 0.00, 22.50 LOADS (DOWNWARD +) BEAM WEIGHT: 40.0 PLF FROM 0.0' TO 22.5' PRIMARY ROOF 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 22.50' REACTIONS (LBS)' LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2419/2419 2419/2419. UPLIFT (DL+LL/MAX.) 0/0 0_/0 *** USED BY OTHERS *** .BEAM NUMBER: 8 GT @ FOYER TO GUEST OVER-ALL LENGTH (FT): 10.00 REACTION AT: 0.00 10.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0-PLF FROM 0.0' TO 10.0' PRIMARY ROOF : 140 PLF= 8.0*(19+16)/2 FROM 0.00' TO 10.00' REACTIONS (LBS)LEFT RIGHT DOWNWARD(DL+LL/MAX.) 800/800 800+,/800 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USED BY OTHERS *** GOUVIS ENGINEERING CONSULTING GROUP SHEET B- JOB NO. 60212-200 PLAN NO.: PENINSUL CLIENT -:,PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VER5 DATE 06/17/2002 BEAM NUMBER 9 GT @ GARAGE OVER-ALL LENGTH (FT): 8.00 REACTION AT: 0.00 8:00 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 8.0' PRIMARY ROOF 472 -PLF=27.0*(19+16)/2 FROM 0.00' TO 8.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1970/1970 .1970✓1970 UPLIFT (DL+LL/MAX.) 0/0 0v0 *** USED BY OTHERS *** -BEAM NUMBER: 10 GT @ GARAGE (LONG) OVER-ALL LENGTH (FT): 39.00 REACTION AT: 0.00 39.00 LOADS (DOWNWARD +) BEAM WEIGHT 40,0 PLF FROM 0.0'' TO 39.0' PRIMARY ROOF 175 PLF=10.0*(19+16)/2 FROM 0.00' TO 13.50' PRIMARY ROOF 70 PLF 4.0*(19+16)/2 FROM 13.50' TO 39.00' POINTFROM DOWN=1970 @13.50'(R. OF BM 9) REACTIONS (LBS) LEFT RIGHT - DOWNWARD(DL+LL/MAX.) . 4582/4582 3058/3058 UPLIFT (DL+LL/MAX.),_; 0/0 0/0 *** USED BY OTHERS.*** GOUVIS ENGINEERING CONSULTING GROUP SHEET B-7 JOB NO. 602'12-200 PLAN NO.: PENINSUL ..CLIENT PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VER5 DATE 06/17/2002 BEAM NUMBER: 11 GT @ MASTER BATH OVER-ALL LENGTH (FT): 37.00 REACTION AT: 0.00 37.00 LOADS (DOWNWARD +) BEAM'WEIGHT 40.0 PLF FROM 0.0' TO 37.0' PRIMARY ROOF : 280 PLF=16.0*(19+16)./2 FROM 0.00' TO 6.00' PRIMARY ROOF 726 PLF=41.5*(19+16)/2 FROM 6.00' TO 37.00' POINTFROM : DOWN=1334 UP= -481 @ 6.00'(R. OF BM 2) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 11579/11579 12664 11 12664 UPLIFT (DL+LL/MAX.). 0/0 010 *** USED BY OTHERS *** BEAM NUMBER: 12 BEAM @ MASTER CLOSET OVER-ALL LENGTH (FT): 13.00 REACTION AT: 0.00 , 13.00 LOADS (DOWNWARD +) BEAM WEIGHT 30.0 PLF FROM 0.0' TO 13.0' PRIMARY ROOF 280 PLF=16.0*(19+16)/2 FROM 0.00' TO 13.0"0' REACTIONS (LBS) LEFT RI3HT DOWNWARD(DL+LL/MAX.) 2015/2015 2015/2015 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 8**** CRIT MOMENT = 6549 LB*FT @ 6.50' RATIO=1.016(Fb= 11500 S= 51.56) CRIT DEFLTN = -0.644 INCH @ 6.50' BASED .,ON (L/ 240) = 0.650 CRIT SHEAR = 1783 LB @ 12.25' 1.5*SHEAR/Fv*A=0.610(Fv=106 A= 41.25) 0 GOUVIS•ENGINEERING CONSULTING GROUP SHEET 13 - JOB NO. 60212-200 PLAN NO.: PENINSUL CLIENT : PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VER5 DATE 06/17/2002 BEAM NUMBER: 13 HEADER @ LEFT PATIO OVER-ALL LENGTH (FT): 10.00 REACTION AT: 0.00 10.00 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 10.0'' PRIMARY ROOF 70 PLF= 4.0*(19+16)/2 FROM 0.00' TO 5.00' PRIMARY ROOF 682 PLF=39.0*(19+16)/2 FROM 5.00' TO 10.00' POINTFROM DOWN=3946 @5.00'(R..OF BM 5) REACTIONS (LBS) LEFT RI13HT DOWNWARD(DL+LL/MAX.) 3167/3167 4677/4677 UPLIFT (DL+LL/MAX.). 0/0 0/0 *** USE DFL N01 6,x 12 *** CRIT MOMENT = 14721 LB*FT @ 5.00' RATIO=0.864(Fb= 1-088 S= 121.23) CRIT DEFLTN = -0.206 INCH @ 5.08' BASED ON (L/ 240)= 0.500 CRIT.SHEAR = 3926 LB @ 8._92' 1.5*SHEAR/Fv*A=0.876(Fv=106'A= 63.25) BEAM NUMBER: 14 HEADER @ LEFT PATIO (LONG) OVER-ALL LENGTH (FT): 30.50 REACTION AT: 0.00 30.50 LOADS (DOWNWARD +) BEAM WEIGHT 40.0 PLF FROM 0.0' TO 30.5' PRIMARY ROOF 175, PLF=10.0*(19+16)/2 FROM 0.00' TC 30.50' REACTIONS (LBS) LEFT, RIGHT DOWNWARD(DL+LL/MAX.) 3277/3277 3277/3277 UPLIFT (DL+LL/MAX.) 0/0 C/0 *** USE GLB'24F V4 6 3/4 x 15 DROP BM/HDR** *** W/ LEFT: User Designs Trimmer/Post RIGHT: User Designs Trimmer/Post CRIT MOMENT ='24987 LB*FT @ .15.25' RATIO=0.449(Fb= 2640 S= 253.12) CRIT DEFLTN = -1.224 INCH @ 15.25' BASED ON (L/ 240.) 1.525 CRIT SHEAR 2981 LB @ 1.38' 1.5*SHEAR/Fv*A=0.1471FV=300 A=101.25) GOUVIS ENGINEERING CONSULTING GROUP SHEET JOB NO. c 60212-200 PLAN NO..: PENINSUL CLIENT PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VER5 DATE : 06/17/2002 BEAM NUMBER:. 15 HEADER @ LFT PATIO OVER-ALL LENGTH (FT): 8.00 REACTION AT: 0.00 8.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0'• TO 8.0' PRIMARY ROOF 70 PLF= 4,.0*(19+16)/2 FROM 0.00' TO 5.00' PRIMARY ROOF : 682 PLF=39.0*(19+16)/2 FROM 5.00' TO 8.00' POINTFROM : DOWN=3946 - @5.00'(L. OF BM 5) REACTIONS (LBS) LEFT RI1HT DOWNWARD(DL+LL/MAX.) 2191/2191 4327/4327 UPLIFT (DL+LL/MAX.) 0/0 0/0 ***USE DFL N01 6 x l0 DROP BM/HDR *** CRIT MOMENT = 9830 LB*FT @ 5.00' RATIO=0.845(Fb= 1688 S= 82.73) CRIT DEFLTN = -0.148 INCH @ 4.25' CRIT SHEAR 3685 LB @ 7.08' 1.5*SHEAR/Fv*A=0.996(FV=106 A=-52.25) BEAM NUMBER: 16 HEADER @ TOP PATIO OVER-ALL LENGTH (FT): 12.00 -REACTION AT: 0.00 12.00 LOADS (DOWNWARD +) BEAM WEIGHT : 20.0 PLF FROM 0.0' TO 12.0' PRIMARY ROOF : 70 PLF= 4.0*(19+16)/2 FROM 0.00' TC_ 5.00' PRIMARY ROOF. : 718 PLF=41.0*(19+16)/2 FROM 5.00' TC 12.00' POINTFROM DOWN=4150 @5.00'(L. OF BM 6) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 4204/4204 5357/5357 UPLIFT (DL+LL/MAX.) . _ 0/0. C'/0 *** USE DFL N01 6 x.14 DROP BM/HDR *** *** W/ RIGHT: 2-2x6-,TRIMMER/STUD CRIT MOMENT = 19920 LB*FT @ 5'.00' RATIO=0.863(Fb= 1.659 S= 167.06) CRIT DEFLTN = -0.261 INCH @ 6.00' BASED ON (L/ 240)= 0.600 CRIT SHEAR = 4460 LB @.10.75' 1.5*SHEAR/Fv*A=0.848(Fv=106 A= 74.25) GOUVIS ENGINEERING CONSULTING GROUP SHEET B- to JOB NO. 60212-200 PLAN NO. PENINSUL CLIENT PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VER5 DATE : 06/17/2002 BEAM NUMBER: 17 HEADER @ PATIO TOP (LONG:) OVER-ALL LENGTH (FT.): 32.50 REACTION AT: 0.00 32.50 LOADS.(DOWNWARD +) BEAM WEIGHT 40.0 PLF FROM 0.0' TO 32.5' PRIMARY ROOF 175 PLF=10.0*(19+16)/2 FROM 0'.00' TO 32.50' REACTIONS (LBS) LEFT RIG7HT DOWNWARD(DL+LL/MAX.) 3484/3484 3484/3484 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE GLB 24F V4,6 3/4 x 15 DROP BM/HDR *** *** W/ -LEFT: User Designs Trimmer/Post RIGHT:- User Designs-Trimmer/Post CRIT'MOMENT = 28308 LB*FT @ 16.25' RATIO=0.511(Fb=.2625 S= 253.12) CRIT DEFLTN = -1.575 INCH @ 16.25' BASED ON (L/ 240)= 1.625 CRIT SHEAR = 3189 LB @ 31.12' 1.5*SHEAR/Fv*A=0.157(Ev=300 A=101.25) BEAM NUMBER: 18. HEADER @ GREAT ROOM OVER-ALL LENGTH- (FT): 8.50 REACTION AT: 0.00 8.50 a LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 8.5' PRIMARY.ROOF 682 PLF=39.0*(19+16)/2 FROM 0.00' TO 8.50' REACTIONS (LBS) LEFT RIGHT . DOWNWARD(DL+LL/MAX.) 2973/2973 297=/2973 6 UPLIFT (DL+LL/MAX.) 0/0: G/0. *** USE DFL N01 6 x 8 DROP"BM/HDR *** CRIT MOMENT —= 6318 LB*FT-@ 4.25' RATIO=0.980(Fb= 1,500 S= 51.56) CRIT DEFLTN = -0.266 INCH @ 4.25' BASED ON (L/ 240)= 0.425 CRIT SHEAR = 2448 LB @ 0.'75' 1.5*SHEAR/Fv*A=0.838.;Fv=106 A=41.25) GOUVIS ENGINEERING CONSULTING.GROUP SHEET B- It JOB NO. 60212-200. PLAN NO.: PENINSUL CLIENT PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VER5 DATE 06/17/2002 BEAM NUMBER: 19 HEADER @ FOYER OVER-ALL LENGTH (FT): 24.50 REACTION AT: 0.00 24.50 LOADS. (DOWNWARD +) BEAM WEIGHT 40.0 PLF FROM 0.0' TO 24.5' PRIMARY ROOF 210 PLF=12.0*(19+16)/2 FROM 0.00' TO 24.50' REACTIONS (LBS) LEFT RI03HT DOWNWARD(DL+LL/MAX.) 3062/3062 306213062 - UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE GLB 24F V4 6 3/4 x.12 DROP BM/HDR *** *** W/ LEFT: User Designs Trimmer/Post RIGHT: User Designs Trimmer/Post CRIT MOMENT = 18758 LB*FT @ 12.25' RATIO=0.504(Fb= 2759 S= 162.00) CRIT DEFLTN = -1.158 INCH @ 12.25' BASED ON (L/ 240)= 1.225 CRIT SHEAR = 2781 LB @ 1.12' 1.5*SHEAR/Fv*A=0.172(Fv=300 A= 81.00) BEAM NUMBER: 20 HEADER @ FOYER TO GUEST OVER-ALL LENGTH., (FT): 12.00 REACTION AT: 0.00 12.00 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO` 12.0' PRIMARY ROOF 70 PLF= 4.0*(19+16)/2 FROM 0.00' TC 4.00' PRIMARY ROOF 228, PLF=13.0*(19+16)/2 FROM 4.00' TC 12.00' POINTFROM DOWN=800 @4.00'(L. OF BM 8) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1493/1493 164i/1647 UPLIFT (DL+LL/MAX.) 0/0 C/0 ***USE DFL N01.6 x 8 DROP BM/HDR *** CRIT MOMENT = 5478 LB*FT @ 5.33' RATIO=0.850(Fb= 1.500.S= 51.56) CRIT DEFLTN = -0.452 INCH@. .5..92' BASED ON (L/ 240)= 0.600 CRIT SHEAR = 1461 LB @ 11.25'.1.5*SHEAR/Fv*A=0.500,Fv=106 A= 41.25) GOUVIS ENGINEERING CONSULTING GROUP SHEET B— (2 - JOB NO. 60212-200 PLAN NO.: PENINSUL CLIENT PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VER5 DATE 06/17/2002 BEAM NUMBER:'21 HDR @ FYR TO GUEST OVER-ALL LENGTH (FT): 7:00 REACTION AT: 0.00`, 7.00 LOADS (DOWNWARD +) BEAM WEIGHT s 20.0 PLP FROM 0.0' TO 7.0' PRIMARY ROOF :.140 PLF= 8.0*(19+16)/2 FROM 0.00' TO 7.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 560/560 560/560 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO1 6 x 6 DROP BM/HDR *** CRIT MOMENT = 980 LB*FT @ 3.50' RATIO=0.283(Fb= 1500 S= 27.73) CRIT DEFLTN = -0.071 INCH @ 3.50' CRIT SHEAR = 467 LB @ 6.42' 1.5*SHEAR/Fv*A=0.2180Fv=106 A= 30.25) BEAM NUMBER: 22 HDR @ GUEST LIVING OVER-ALL LENGTH (FT): 7.00 REACTION AT: 0.00 , ..00.. LOADS (DOWNWARD,+) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 7.0' PRIMARY ROOF 420 PLF=24.0*(19+16)/2 FROM 0.00' TO' 7.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1540/1540 1540/1540 UPLIFT (DL+LL/MAX:) 0/0 U/0 *** USE DFL NO1 6 x 6 DROP BM/HDR *** CRIT MOMENT = 2695 LB*FT @ 3.50' RATIO=0.778(Fb= 1500. S= 27.73) CRIT DEFLTN =.-0.195 INCH @ 3.50' BASED ON (L/ 240)= 0.350 CRIT SHEAR = 1283 LB @ 0.58' 1.5*SHEAR/Fv*A=0.599,(Fv=106 A= 30.25) GOUVIS ENGINEERING CONSULTING GROUP SHEET : B- IS JOB NO. : 60212-200 PLAN NO..: PENINSUL . CLIENT PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VER5 DATE 06/17/2002 BEAM NUMBER: 23 HDR @ GUEST BDRM OVER-ALL LENGTH (FT): 6.50 REACTION AT: 0.00 6.50 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 6.5' PRIMARY ROOF, 70 PLF= 4.0*(19+16)/2.FROM 0.00' TO 4.50' PRIMARY ROOF- 420 PLF=24.0*(19+16)/2 FROM 4.50''TO 6.50' POINTFROM DOWN=2419 @4.50'(L. OF BM 7) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL +LL/MAX. ) .1144/1144 2559/2559 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 8 DROP BM/HDR *** CRIT MOMENT = 4239 LB*FT @ 4.50' RATIO=0.658(Fb= 1500 S 51.56) CRIT DEFLTN = -0.084 INCH @ 3.50' CRIT SHEAR = 2229 LB @ 5.75' 1.5*SHEAR/Fv*A=0.763(Ev=106 A= 41.25) BEAM NUMBER: 24.HDR @ GUEST DINING OVER-ALL LENGTH (FT): 5.2.5 REACTION AT: 0.00 5.25 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 5.2' POINTFROM DOWN=2419 @2.50'(R. OF BM 7) PRIMARY ROOF. 420 PLF=24.0*(19+16)/2 FROM 0.00' TC 2.50' PRIMARY ROOF 70 PLF= 4:0*(19+16)/2 FROM .2.50' TC 5.25' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2170/2.170 159E/1596 UPLIFT. (DL+LL/MAX.) 0/0 C/0 *** USE DFL NO1 6 x 8 DROP BM/HDR *** CRIT MOMENT = 4050 LB*FT @ 2.50' RATIO=0.628(Fb= 3,500 S= 51.56) CRIT.DEFLTN -0.055 INCH @ 2.58' CRIT SHEAR = 1840 LB @ 0.75' 1.5*SHEAR/Fv*A=0.630lFv=106 A= 41.25) GOUVIS ENGINEERING CONSULTING GROUP SHEET : B- 14 JOB NO. : 60212-200 PLAN NO..: PENINSUL CLIENT PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VER5 DATE 06/17/2002 BEAM NUMBER: 25 HDR @ FOYER OVER-ALL LENGTH (FT): 7.00 REACTION AT: 0.00 7-.00 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 7.0' PRIMARY ROOF, 228 PLF=13.0*(19+16)/2 FROM 0.00' TO 7.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 866/866 866;866 UPLIFT, (DL+LL/MAX.) 0/0 0!0 *** USE DFL N01 6 x 6 DROP BM/HDR *** CRIT MOMENT = 1516 LB*FT @ 3.50' RATIO=0.437(Fb= 1300 S= 27.73) .CRIT DEFLTN = -0.110 INCH @ 3.50' CRIT SHEAR .= 722 LB @ 0.58' 1.5*SHEAR/Fv*A=0..337(Fv=106 A= 30.25) BEAM NUMBER: 26 HDR @ TOP GARAGE OVER-ALL LENGTH (FT): 9.00 REACTION AT: 0.00 9..00 LOADS (DOWNWARD,+) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 9.0' PRIMARY ROOF 175 PLF=10.0*(19+16)/2 FROM 0.00' TO, 9.00' REACTIONS:.(LBS) LEFT RI-ZHT DOWNWARD(DL+LL/MAX.) 878/878 878/878 UPLIFT (DL+LL/MAX.) 0/0 0/0 . 12 '! *** USE DFL N01 6 x 1�rDROP BM/HDR *** CRIT MOMENT =_1974 LB*FT @ -4.50' RATIO=0.170(Fb= 1688 S= 82.73) CRIT DEFLTN -0.046 INCH @ 4.50' CRIT SHEAR = 699 LB @ 0.92' 1.5*SHEAR/Fv*A=0.189(.Fv=106 A= 52.25) D GOUVIS ENGINEERING CONSULTING GROUP SHEET B- �5 JOB NO. 60212-200 PLAN NO.: PENINSUL CLIENT PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VER5 DATE 06/17/2002 BEAM NUMBER: 27 GARAGE HEADERS OVER-ALL LENGTH (FT): 9.50 REACTION AT: 0.00 9.50 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 9.5' PRIMARY ROOF 52 PLF= 3.0*(19+16)/2 FROM 0.00' TO 9.50' REACTIONS (LBS) LEFT RI -HT DOWNWARD(DL+LL/MAX.) 344/344 344/344 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6 x 0 DROP BM/HDR CRIT MOMENT = 818 LB*FT @ 4.75' RATIO=0.070(Fb= 1.688.S= 82.73) CRIT DEFLTN = -0.021 INCH @ 4.75' CRIT, SHEAR = 278 LB @ 0.92' 1.5*SHEAR/Fv*A=0.075(Fv=106 A= 52.25) BEAM NUMBER: 28 HDR @ BDRM 3 OVER-ALL LENGTH (FT): 6.00 REACTION AT: 0.00 6.00 LOADS ( DOWNWARD... + ) BEAM WEIGHT 20.0 PLF FROM 0.0'. TO 6.0' PRIMARY ROOF 175 PLF=10.0*(19+16)/2 FROM 0.00' TC' 6.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 585/585 585/585 UPLIFT (DL+LL/MAX.) 0/0 C/0 *** USE DFL N01 6 x 6 DROP BM/HDR *** CRIT MOMENT = 878 LB*FT @ 3.00' RATIO=0.253(Fb= 1500 S= 27.73) CRIT DEFLTN = -0.047 INCH @ 3.00' CRIT SHEAR = 471 LB @. 5.42' 1.5*SHEAR/Fv*A=0.2206Fv=106 A= 30.25) GOUVIS ENGINEERING CONSULTING.GROUP SHEET B- jb JOB NO. 60212-200 PLAN NO.: PENINSUL CLIENT PETER JACOBS HOM ENGINEER: SCOTT BEYMA(VERS DATE 06/17/2002 BEAM NUMBER: 29 HDR @ MSTR BDRM OVER-ALL LENGTH (FT): 12.00 REACTION AT-: 0.001, 12.00 LOADS (DOWNWARD +) BEAM WEIGHT 20.0 PLF FROM 0.0' TO 12.0' PRIMARY ROOF 713 PLF=40.8*(19+16)/2 FROM 0.00TO 6.50' PRIMARY ROOF TO PLF= 4.0*(19+16)/2 FROM 6.50' TO 12.00' POINTFROM DOWN=4099 @6.50'(L. OF BM 1) REACTIONS (LBS) LEFT RI3HT DOWNWARD(DL+LL/MAX.) 5362/5362 3831/3831 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL NO1.6 x 14 DROP BM/HDR *** g *** W/ LEFT: 2-2x6 TRIMMER/STUD CRIT MOMENT = 19735 LB*FT @ 6.50' RATIO=0.855(Fb= 1659 S= 167..06) CRIT DEFLTN = -0.253 INCH @ 5.92' BASED ON (L/ 24.0)= 0.600 CRIT SHEAR = 4467 LB @ 1.25" 1.5*SHEAR/Fv*A=0.849(Fv=106 A= 74.25) BEAM NUMBER: 30. HDR @ BDRM 2 8 OVER-ALL LENGTH (FT):" 6.00 REACTION AT; 0.00 6.00 LOADS (DOWNWARD +) BEAM WEIGHT 20.0, PLF FROM 0.0' TO 6.0' PRIMARY ROOF 770 PLF=44.0*(19+16)/2 FROM 0.00' TC 6.00' INTERIOR WALL 20 PLF = 2.0' *.10.0 FROM 0.00' TO 6.00' 6 REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 2430/2430 243C/2430 UPLIFT (DL+LL/MAX.) 0/0 C/0 *** USE DFL NO1 6 x 8 DROP BM/HDR CRIT'MOMENT = 3645 LB*FT @ 3.00' RATIO=0.566(Fb= 1500 S= 51.56) CRIT DEFLTN = -0.076 INCH @ 3.00' CRIT SHEAR = 1822. LB @ 0.75' 1.5*SHEAR/Fv*A=0.;624�Fv=106 A= 41.25) GOUVIS ENGINEERING CONSULTING.GROUP SHEET B- 'JOB NO. 60212-200 PLAN NO.: PENINSUL CLIENT PETER JACOBS HOM ENGINEER:' SCOTT BEYMA(VER5 DATE : 06/17/2002 BEAM NUMBER: 31 DRAG BM LINE 2 OVER-ALL LENGTH (FT): 16.00. REACTION AT: 0.00 16.00 LOADS (DOWNWARD +) BEAM WEIGHT 30.0 PLF FROM 0.0' TO 16.0' PRIMARY ROOF 35 _ PLF= 2.0*(19+16)/2 FROM 0.00' TO 16.00' INTERIOR WALL : 40 PLF = 4.0' * 10.0 FROM 0.00' TO 16.00' PRIMARY ROOF : 735 PLF=42.0*(19+16)/2 FROM 9.00' TO 16.00' REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1960/1960 4844/4844 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 6.x 12 DROP BM/HDR *** CRIT MOMENT = 14013 LB*FT @ 10.25' RATIO=0.822(Fb= 1688 S= 121.23) CRIT DEFLTN = -0,530 INCH @ 8.58' BASED ON (L/ 240)= 0.800 CRIT SHEAR = 3937. LB @ 14.92' 1.5*SHEAR/Fv*A=0.879(Ev�106 A= 63.25) BEAM NUMBER: 32 DRAG BEAM SUPPORT @ PANTRY OVER-ALL LENGTH (FT): 5.00 REACTION AT: 0.00 5.00 LOADS (DOWNWARD' +) BEAM WEIGHT -20.0 PLF FROM 0.0' TO 5.0' POINTFROM DOWN=1960 @1.50'(L. OF BM 31) REACTIONS (LBS) LEFT RIGHT DOWNWARD(DL+LL/MAX.) 1426/1426 640/640 UPLIFT (DL+LL/MAX.) 0/0 0/0 *** USE DFL N01 4 x 12 DROP BM/HDR *** CRIT MOMENT= 2116 LB*'FT @ 1.50' RATIO=0.250(Fb=1375 S= 73.83) CRIT DEFLTN 0.010 INCH @ 2:25' CRIT SHEAR = 1405 ',LB @ 1.06' 1.5.*SHEAR/Fv*A=0.451(Fv=119 A= 39.38) GOUVIS ENGINEERING CONSULTING GROUP B- STUD DVSIGN(Ver 3.00). T JOB NO : 60212-200 CBC 2001(ZONE 9) PLAN NO PENINSUL CLIENT DATE 06/17/2002 LOCATION Ext. Great Room C WIND EXPOSURE 70 WIND SPEED (MPH) 15.50 MEAN ROOF HEIGHT (FT) 1,13 COMBINED COEFFICIENT Ce 1.20 WIND PRESSURE COEFFICIENT Cq 12,54 WIND STAGNATION PRESSURE qs (PSF) 1.00 WIND IMPORTANCE FACTOR Iw YES' EXTERIOR STUD(YES/NO) 1.2,00 LENGTH OF STUD (FT). 15.00 WALL WEIGHT (PSF) PriRf Ld(PLF)(40.0x19.0/2) 380.00 WIND FORCE(PSF) p=.Ce*Cq*qs*Iw * 1.20) * (12.54) *'( 1.00) 17.01 _ ( 1.13) ( *** USE :(1) 2 X 6 DFL -STUD GRADE @ 16.0" O.C. **�` F =. 700.00 psi' - Fc = 850.00 psi E D = 1400000.00 psi = .. t.50'in b- 7.56 in3 A = 8.25 int S = Effective Length le = Ke*1 = 1.0*12.00 = 12.00 12.00*(12)/ 5.50 = 26.18 ft <= 50 0 V Slenderness ratio le/D = Cd = 1.60 Bending size factor CF _ .1,00 Load duration factor Cr = 1.15 Compression size facto= CF'.= 1.00 Repetitive factor 0.300 for Visual Graded Lumber Kce' c = 0.80 for Sawn Lumber * E/ (le/D)2, = 0.300 x 1400000.00 / 26.182 = 612 70 psi Fce Kce Cd CF' =, 850.00 x 1.60 x 1.00 = 1360.00 psi Fc*. ='F' x x Column stability factor ] /2c - { [1+ (Fce/Fc*) ] /2c)2-: (Fce/Fc*) /c CFC [1+ (Fce/Fc*) {[(1+( 612.70/1360.00)]/(2x0.80)} - {[1+( 612.70/1360.00)]/(2x0.80))2- ( 61:?.70/1360.00)/0,80 = 0.40 Fc'= Fc x Cd x CF' x CFS = 850.00x 1.60x 1.00x 0.40= 541.17 psi Fb'= Fb x Cd x CF x Cr = 700.00x 1.60x 1.00x 1.15= 1288..psi OO Maximum moment at mid height: M=(ple2/8) (SPACING/12)=[ (17.01/1x144.0) /8] (16.0/12)=408..2 ft -lbs Axial load P at mid height + 0.0)/1= 626.67 lbs P =( ( 380.00 + 15. 00x(12. 00/2))x(16.00/121) <=Fce(612.70)OK! fc = p/A = 626.67/ 8.25 75.96 psi <= Fc'( 541.17) OK! fb = M' /S = 408. 23'x12/ 7.56 647.77 psi <= Ft•'(1288.00) OK! ( fc/Fc' )2 + fb/.[Fb,. X (1-f&/Fce) ] . _( 76.0/ 541.2.)2+ 647.8/[1288.0x(1- 76.0/ 612.7)]=0.594 c=1OK! Deflection = .0.36 inch L/ 396 <= L/180(Flexible Finishing) OK! F ems} MINE," ., .� '11. .-._....�..-�-.-c-,.-v-:.yr-'r" ....� 4 ,.. .: '„R. t � , �, `::� �.'•':•�,' ' .�. .., t '. , C � r' i . v��. � t.l e� `R .,a Z* �� SHEET: - PI,AQ L GOUVIS'.ENG.INEERING ,: 0B N0.: - b0 Z I Z CONSULTING GROUP CLIE:-e-,�-o CLIENT: - i -I. J �_ Esc- �l : S • a _ F- ti 0 V() 3 LJ �+ 0 0 O v � O a rr _ 5 4 0 I •G 1I m u. n31 V is { 4J J, ,-w Z. 9 El o �� Q-5 o � 0 O GOUVIS ENGINEERING CONSULTING GROUP LATERAL ANALYSIS POURING NON MONO SECTION 1 LONGITUDINAL SHEET L 2 JOB NO. 60212 CLIENT PETER JACOBS HOME PLAN NO.: PLAN 1 DATE : 6-18-2002 1ST FLR HT:12.00 BLDG HT:19.00 FT WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 18.51 WIND LD ROOF = 230.30 PLF TOTAL LOAD = 230.30 PLF Ry = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X5.5) _ .143W SEISMIC ROOF DL ROOF =19.00X112.00 = 2128.00 DL EXT WALL =15.00X 2X(12.00- 6.00) _ '180.00 DL INT WALL =10.00X 4X(12.00- 6.00) = 240.00 SHEAR = .143X(2128.00 +180.00 + 240.00)= 364.:00 ?LF TOTAL LOAD 1 364.00 PLF SEISMIC GOVERNS =_> ROOF: 364..00 PLF. ROOF DIAPHRAGM V=364.00 PLF MAX SHEAR=364.00X 40.00/(2 X112.00)= 65.00 PLF USE: 1/2"-CDX RATED UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=364.00X 40.00X 40.00/(8 X112.00)= 650.00' USE 8-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 8-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS. SECTION 2 LONGITUDINAL 1ST FLR HT:12.00. BLDG HT:17.00 FT WIND HEIGHT -(FT) 15 20 WIND. FORCE (PSF) 17.36 18.51 WIND LD ROOF= 193.28 PLF TOTAL LOAD = 193.28 PLF Ry = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X5.5) _ .143W SEISMIC ROOF DL ROOF 19.00X 39.00 = 741.00 DL EXT WALL=15.00X 2X(12.007 6.00) = 180.00 DL INT WALL=10.00X 0X(12.00- 6.00) _ .00 SHEAR =-.143X( 741.00 + 180.00 + .00)'= 131.57 PLF TOTAL LOAD = 131.57 PLF WIND GOVERNS =_> -ROOF: 193.28 PLF ROOF DIAPHRAGM : V=193.28 PLF MAX SHEAR=193.28X 17.00/(2 X 39.00)= 42'.13 PLF USE: 1/2" CDX RATED UNBLKD 24/0 W/8D COMMON NAILS AT 69,12" OC CHORD FORCE=193.28X 17.00X 17.00/(8 X 39.00)= 179.04 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH 16D SINKER NAILS @ 16" O.C. (STANDARD CONSTRUCTION) GOUVIS ENGINEERING CONSULTING_ GROUP SHEET : L 3 LATERAL ANALYSIS JOB NO. : 60212 CLIENT :*PETER JACOBS HOME POURING NON MONO PLAN NO.: PLAN 1 DATE 6-18-2002 SECTION 3 LONGITUDINAL . 1ST FLR HT:10.00 BLDG HT:14.50 FT WIND HEIGHT (FT) : 15 WIND FORCE (PSF) : 17.36 WIND LD ROOF = 164.95 PLF TOTAL LOAD = 164.95 PLF Ry = 5'.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5 (.44) (1.00) (1.00)W/ (1.4X5.5) _ .143W SEISMIC ROOF _ : r DL ROOF=19.00X 22.00 = 418.00. DL EXT WALL=15.00X 2X(10.00- 5.00) = 150.00 DL•INT WALL =10.00X 1X(10.00- 5.00) = 50.00 SHEAR _ .143X( 418.00 + 150.00 + 50.00)= 88.29 ?LF TOTAL LOAD = 88.29 PLF WIND GOVERNS =_> ROOF: 164.95 PLF. ROOF DIAPHRAGM : V=164.95 PLF MAX SHEAR=164.95X 30.00/(2 X 22.00)=112.46 PLF USE: 1/2" CDX RATED UNBLKD 24/0 W/8D COMMON NAILS -AT 611,12" OC CHORD FORCE=164.95X 30.00X 30.00/(8 X 22.00)= 843.48 USE 8-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 10-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS GOUVIS ENGINEERING. CONSULTING GROUP SHEET :: L 4 LATERAL ANALYSIS 'JOB NO. 60212 CLIENT PETER JACOBS HOME POURING NON MONO PLAN NO.: PLAN 1 DATE 6-18-2002 SECTION 1 TRANSVERSE 1ST-FLR HT:12.00 BLDG HT:19.00 FT WIND HEIGHT (FT) : 15 20 WIND FORCE (PSF) : 17.36 18.51, WIND LD ROOF = 230.30 PLF' TOTAL LOAD 230•.30 PLF Rx = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44) (1.00.) (1.00)W/(1.4X5.5) _ .143W SEISMIC ROOF : SEISMIC, DL ROOF .=19.00X 56.00 = 1064.00 DL EXT WALL=15.00X 2X(12.00- 6.00).= 180.00 DL INT WALL=10.00X 3X(12.00-'6.00) = 180.00 SHEAR = .143X(1064.00 + 180.00 + 180.00)= 203.43 ?LF TOTAL LOAD = 203.43 PLF WIND GOVERNS =_> ROOF: 230.30 PLF'. ROOF DIAPHRAGM : V=230.30 PLF MAX SHEAR=230.30X 50.00/(2 X 56.00)=102.81 PLF USE: 1/2" CDX RATED UNBLKD 24/0 W/8D COMMON NAILS AT 611,12" OC CHORD FORCE=230.30X 50.00X 50.00/(8 X 56.00)= 1285.17 USE 12-16D COMMON NAILS MINIMUM BTWN SPLICE PNTS ALT 14-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS SECTION 2 TRANSVERSE 1ST FLR HT:12'.00 BLDG HT:17.00 FT WIND HEIGHT (FT) 15 20 WIND FORCE (PSF) 17.36 18.51 WIND -LD ROOF = 193.28 PLF TOTAL LOAD = 193.28 PLF Rx = 5.5 SOIL:.Sd Na = 1.00 -Ca =.44(1.00) V-= 2.5(.44) (1.00) (1.00)W/(1.4X5.5) _ .143W SEISMIC ROOF DL ROOF 19.00X 17.00 323.00- DL EXT WALL=15.00X.2X(12.00- 6.00) = 180.00 DL INT WALL=10.00X 0X(12.00- 6.00) = .00 SHEAR = .143X( 323.00 + 180.00 + .00)= 71.86-PLF TOTAL LOAD = 71.86 PLF WIND GOVERNS =_> ROOF: 193.28 PLF ROOF DIAPHRAGM : V=193.28 PLF MAX SHEAR=193.28X 39.00/(2 X 1'7.00)=221.71 PLF USE: 1/2" CDX RATED BLKD 24/0 W/8D COMMON NAILS AT 611,6" OC CHORD FORCE=193.28X 39.00X 39.00/(8 X 17.00)=2161.65 SPLICE WITH SIMPSON ST6236 W/16D SINKER NAILS BTWN SPLICE PNTS GOUVIS ENGINEERING CONSULTING GROUP SHEET L 5 LATERAL ANALYSIS JOB NO. 60212 CLIENT :: PETER JACOBS HOME POURING NON MONO PLAN NO.:; PLAN 1 ' DATE 6-18-2002 SECTION 3 TRANSVERSE f 1ST FLR HT:10.00 BLDG HT:14.00 FT WIND HEIGHT (FT) 15 WIND FORCE (PSF) 17.36 WIND LD ROOF = 156.27 PLF' TOTAL LOAD 156.27 PLF Rx = 5.5 SOIL: Sd Na = 1.00 Ca =.44(1.00) V = 2.5(.44)(1.00)(1.00)W/(1.4X5.5) _ .143W SEISMIC ROOF DL ROOF=19.00X 30.00 = 570.00 DL EXT WALL 15.00X 2X(10.00- 5.00) = 150.00 DL INT WALL=10.00X 1X(10.00- 5.00) = 50.00 SHEAR = .143X( 570.00 + 150.00 + 50.00)= 110.00 PLF TOTAL LOAD = 110.00 PLF WIND GOVERNS =_> ROOF: 156.27 PLF. ROOF DIAPHRAGM : V=156.'27 PLF MAX SHEAR=156.27X 22.00/(2 X 30.00)= 57.30 PLF USE: 1/2" CDX RATED UNBLKD 24/0 W/8D COMMON NAILS AT 611,,12" OC CHORD FORCE=156.27X 22.00X 22.00/(8 X 30.00)= 315.13 SPLICE WITH 16D COMMON NAILS @ 16" O.C. (STANDARD CONSTRUCTION) ALT: SPLICE WITH.I6D SINKER NAILS @:16" O.C. (STANDARD CONSTRUCTION) 8 - GOUVIS ENGINEERING CONSULTING. GROUP Sheet : L- FLEXIBLE DIAPHRAGM Job No : 60212-200 Plan No: PENINSUL Client : PETER JACOBS HOM Wind: 4606" Seismic: 7280 Engineer: SCOTT BEYMA wind 230.3 Date :06/17/2002(Ver7.00) seismic 364.0 ' 1L ROOF 40.0 1 .S.W. @ LEFT ELEV. IST FLOOR 2 -POUR EXTERIOR WALL Wind -4606 Seismic 8254= 7280+ 974 9 6 B C 9 671 68 O XA VD 110 5.5 1.5 5.5 2.9 5.5 1 4.012.6 4.5 2.0 6.0 5.8 1 9.3 2.5 20.0 17.5 2. .5. 1.5 • STRAP(E) ❑ BREAK POINT ® DRAG POINT []BLOCKED OPENING USE, TYPE 10 ON BOT(/TOP) OF OPENING SEE DETAIL ON PLANS 148 "218 BA B A A B, A 17.8 37.6 75.' 98.0 0.0 17.520.0 32.5 53.0 5 .0 7E.5 9.5 966 117 1579 256 1126 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224("2116 LB) ALT (18).# 16d sinker per top plate splice SEE DETAIL ' INFORMATION t ON NEXT PAGE , _ GOUVIS ENGINEERING CONSULTING GROUP Sheet : L- FLEXIBLE DIAPHRAGM Job No : 60212-200 Flan No: PENINSUL Client : PETER JACOBS HOM Engineer: SCOTT BEYMA Date :06/17/2002(Ver7.00) 1 TOTAL WALL LENGTH = 98.00(FT) TOTAL PANEL LENGTH = 54.50(FT) SHEAR DIAPHRAGM 8254/ 98.00= 84 (PLF) REDUNDANCY FACTOR: P 0=1.00 SHEAR =( 8254/54.50)*1.25 189(PLF)(FLEXIBLE) MAXIMUK DRAG= 1579(LB) USE TYPE 10 2x4 5/8" x 10" A.B. @ 48" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 180.0= 15 * 12.0' T= 982(LB) C= 1643(LB) Use STHD10/4x4. on both ends PANEL® LEFT SIDE : Roof_P 76.0 = 19 * 8.0/2 FROM 0.0' TO 70.01' Roof P 237.5= 19 *25.0/2 FROM 70.0' TO 98.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELO LEFT : T= 294(LB) C= 2361(LB) NO SIGN. UPLIFT() _SIDE RIGHT_SIDE: T= 294(LB) C= 2361(LB) NO SIGN. UPLIFT() PANEL® LEFT_SIDE : T= 455(LB) C= 1756(LB) NO SIGN. UPLIFT O RIGHT_SIDE:,T= 0(LB). C= 0(LB) NO SIGN. UPLIFTO BLOCKED! FORCE @ EDGE OF OPENING IS 100(LB) PANEL© LEFT_SIDE : T= 0(LB) C= 0(LB) NO SIGN. UPLIFT O RIGHT_SIDE: T= 455(LB) C= 1756(LB) NO SIGN. UPLIFT O PANEL(2) LEFT : T= 982(LB) C= 1643(LB) _SIDE RIGHT_S.IDE: T= 982(LB) C= 1643(LB) Use STHD10/4x4. on both ends PANEL® LEFT SIDE : T=-1511(LB) C= 2079(LB) RIGHT SIDE: T=-1511(LB) C=.2079(LB) 2(48:46) STHD10/4x4 STHD10/4x4 NO SIGN. UPLIFT( ) NO SIGN. UPLIFT O GOUVIS ENGINEERING CONSULTING GROUP Sneet : L_ FLEXIBLE DIAPHRAGM Job No 60212-200 Plan No: PENINSUL Client :PETER JACOBS HOM- wind: 5527 Seismic: 8736 Engineer: SCOTT BEYMA wind 230.3 Date : 06/17/2002(Ver7.00) seismic 364.0 1L—ROOF 48.0 2 S.W. @ INTERIOR 1ST FLOOR 2 -POUR MIXED WALL Wind 5527 Seismic 9455= 8736+ 719 689 1882O 2036 �o 0 31.5 11.0 16.0 17.5 1 5.5 1 15.0 11b 9.5 0 STRAP(l) • STRAP(E) 0 DRAG POINT 2758 1330 2731 940 e A B C B C A A 0.0 13.1 24.2 51.5 108.0 31.5 42.5 58.5 76.0 81.5 96.5 1007 Drag Force Analysis A: SIMPSON ST22 (1150,LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate -splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE 3(48:46) 4(48:46) GOUVIS ENGINEERING CONSULTING GROUP Sheet : L - FLEXIBLE DIAPHRAGM Job No : 60212-200 Plan No: PENINSUL Client : PETER JACOBS HOM Engineer: SCOTT BEYMA Date :06/17/2002(Ver7.00) 2 TOTAL WALL LENGTH = 108.00(FT) TOTAL PANEL LENGTH = '43.50(FT) SHEAR DIAPHRAGM = 9455/10 8.. 00 = 8 8 ( PLF) REDUNDANCY FACTOR: P (L)=1.00 SHEAR =( 9455/43.50) *1.25 = 272 (PLF) (FLEXIBLE) ' MAXIMUM: DRAG= 2758 (LB) USE TYPE 11 2x4 5/8" x 12" A.B. @ 40" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 120.0= 10 * 12.0' Roof—P 408.5= 19 *43.0/2 FROM 58.5' TO 108.01• OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELO LEFT SIDE T= 2755 (LB) C= 3349 (LB) HPA28/4:x4 RIGHT_SIDE: T= 2755(LB) 'C= 3349(LB) HPA28/4_x4, Use HPA28/4x4 on both ends PANEL LEFT_SIDE : T=-1319(LB) C= 3588(LB) NO SIGN. UPLIFT() RIGHT SIDE: T=-1319 (LB). , C= 358,8 (LB) NO SIGN. UPLIFTO PANEL LEFT : T=-647(LB) C= 3597(LB). NO SIGN. UPLIFT() _SIDE RIGHT_SIDE: T=-647(LB) C= 3597(LB) NO SIGN. UPLIFTO' 4(48:46) GOUVIS ENGINEERING CONSULTING GROUP S_ieet : L- ID FLEXIBLE DIAPHRAGM Job No : 60212-200 Pian No: PENINSUL Client : PETER JACOBS HOM Wind: 633 seismic: 1001 Engineer: SCOTT BEYMA wind 230.3 Date 06/17/2002(Ver7.00) seismic 364.0 1L—ROOF 5.5 3 S.W. @ FOYER 1ST FLOOR 2 -POUR EXTERIOR WALL Wind 633 Seismic 1193=1001+ 192 ' 958 690 399 24.3 • STRAP(E) ® DRAG POINT A t 43.8 1015 Drag Force Analysis 'A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per-op.plate splice TOTAL WALL LENGTH = 43-75(FT) TOTAL PANEL LENGTH = S.50(FT) SHEAR DIAPHRAGM = 1193/ 43..75 = 27 (PLF) REDUNDANCY FACTOR: P L)=1.00 SHEAR =•1193/ 6.50= .183(PLF)(FLEXIBLE) MAXIMUM DRAG = 1015(LB4 USE TYPE 10 2x4 5/8" x 10" A.B. @48" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 150.0= 15 * 10:0' Roof—P 95.0 = 19 *10.0/2 FROM .0.0' TO 43.8' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) ' PANELO LEFT _SIDE T= 1204(LB) C= 1984 (LB) STHD10�A4x4 RIGHT_SIDE: T= 1204 (LIB) C= 1984(LB) STHD10;4x4 T= 168 (LB) C= 1984 (LB) ** NO SIGN. UPLIFT( ) r Use STHD10/4x4 on both ends or Use STHD10/4x4 @ L. 5(48:46)** `,i,/ Dead loads of adjacent element, use detail for connection of S. W. to trimmer. 4.5" 4.0 4.5 958 690 399 24.3 • STRAP(E) ® DRAG POINT A t 43.8 1015 Drag Force Analysis 'A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per-op.plate splice TOTAL WALL LENGTH = 43-75(FT) TOTAL PANEL LENGTH = S.50(FT) SHEAR DIAPHRAGM = 1193/ 43..75 = 27 (PLF) REDUNDANCY FACTOR: P L)=1.00 SHEAR =•1193/ 6.50= .183(PLF)(FLEXIBLE) MAXIMUM DRAG = 1015(LB4 USE TYPE 10 2x4 5/8" x 10" A.B. @48" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 150.0= 15 * 10:0' Roof—P 95.0 = 19 *10.0/2 FROM .0.0' TO 43.8' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) ' PANELO LEFT _SIDE T= 1204(LB) C= 1984 (LB) STHD10�A4x4 RIGHT_SIDE: T= 1204 (LIB) C= 1984(LB) STHD10;4x4 T= 168 (LB) C= 1984 (LB) ** NO SIGN. UPLIFT( ) r Use STHD10/4x4 on both ends or Use STHD10/4x4 @ L. 5(48:46)** `,i,/ Dead loads of adjacent element, use detail for connection of S. W. to trimmer. GOUVIS ENGINEERING CONSULTING GROUP Sheet : L- !I FLEXIBLE DIAPHRAGM Jbb No : 60212-200 Flan No: PENINSUL Client : PETER JACOBS HOM Wind: 1842 seismic: 2912 Engineer: SCOTT BEYMA wind 230.3 Date : 06/17/2002(Ver7.00) seismic 364.0 ' 1L—ROOF 16.0 Wind: 2609 Seismic: 1776 wind 193.3 seismic 131.6 2L—ROOF 27.0 4 S.W. @ LEFT PATIO 1ST FLOOR 2 -POUR EXTERIOR WALL Wind 4452 Seismic 4927= 4688+ 239 110 • STRAP(E) 9 DRAG POINT [:] BLOCKED OPENING USE TYPE 14 ON BOT(/T'OP) OF OPENING SEE DETAF ON PLANS 879 7.3 A 14 D /1A 2228 1011 T 33.0 B A 3.5 1 4.5 3.5 5.5 3.0 110 • STRAP(E) 9 DRAG POINT [:] BLOCKED OPENING USE TYPE 14 ON BOT(/T'OP) OF OPENING SEE DETAF ON PLANS 879 SEE DETAIL INFORMATION ON NEXT PAGE 6(48:46) D C.` B A 0.0 10.8 25.0 24.3 34.4 46.2 60.2 2944 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) #-16d sinker per top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice D: SIMPSON MST37 (3204 -LB) ALT (30) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE 6(48:46) GOWIS ENGINEERING CONSULTING GROUP Sheet : L- f2 FLEXIBLE DIAPHRAGM bb' No : 60212-200 Flan No: PENINSUL Client : PETER JACOBS HOM Engineer: SCOTT BEYMA Date :06/17/2002(Ver7.00) 4 TOTAL WALL LENGTH = 60.25(FT) TOTAL PANEL LENGTH 10.00(FT) SHEAR DIAPHRAGM = 4927/ 60.25 = 82 (PLF) REDUNDANCE' FACTOR:P (L)=1.00 SHEAR=493* 7.0/. 5.0=690(PLF)(ON OPENING A & B) MAXIMUM DRAG=2944(L ) USE TYPE 14 3x4 5/8" x 12" A.B. @ 16" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 180.0= 15 * 12.0' Roof—P 351.5= 19 *37.0/2 FROM 10.8' TO 24.3' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL(A) LEFT SIDE : T= 1784(LB) C= 4710(LB) STHD10/4x4 RIGHT SIDE: T= 0(LB) C= 0(LB) NO SIGN. UPLIFTO Use STHD10/4x4 @ L. BLOCKED! FORCE @ EDGE OF OPENING IS 703(LE) PANEL® LEFT_SIDE : T= 0(LB) C= O(LB) NO SIGN. UPLIFT O RIGHT SIDE: T= 1766(LB) C= 4710(LB) STHD10/4x4 Use STHD10/4x4 @ R. 7(48:46)` GOUVIS ENGINEERING CONSULTING GROUP Sheet : L- 13 FLEXIBLE DIAPHRAGM lob No :60212-200 Plan No: PENINSUL Client PETER JACOBS HOM Wind: 1643 Seismic: 1118 Engineer: SCOTT BEYMA Date :06/17/2002(Ver7.00) wind 193.3 seismic 131.6 ' 2L—ROOF 17.0 5 S.W 1ST FLOOR 2 -POUR EXTERIOR WALL Wind 1643 Seismic 1193= 1118+ 75 1036 472 A TOO, S 2.7 0.8 32.0 3.5 ® DRAG POINT B A 11.7 ?9.0 1531 i Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116. LB) ALT (18) # 16d sinker per top plate splice TOTAL WALL LENGTH 39`.00(FT) TOTAL PANEL LENGTH = 2.66(FT) SHEAR DIAPHRAGM 1643/ 39.00 = 4 2 (PLF) REDUNDANCY FACTOR:P (L)=1.00 SHEAR = 1643/ 2.66= 618(PLF)(FLEXIBLE)" MAXIMUM DRAG = 1531(LB) USE SIMPSON STRONG-WALL(SW32x10) DEAD LOADS: Wall 150.0= 15 * 10.0' Roof—P 76.0 = 19 * 8.0/2 FROM, 0.0' TO 39.0' 8(48:46) * Program only checks allowable shear on hardy-frame/strong-wall! GOUVIS ENGINEERING CONSULTING GROUP Sheet :L - FLEXIBLE DIAPHRAGM Jib No : 60212-200 Flan No: PENINSUL Client : PETER JACOBS HOM Wind: 2474 Seismic: 1324 Engineer: SCOTT BEYMA wind i64.9 Date :06/17/2002(Ver7.00) seismic 88.3 3L—ROOF 30'.0 6 S.W. @ L. EL. GUEST 1ST FLOOR 2 -POUR EXTERIOR' WALL Wind 2474 Seismic 1549= 1324+ 225 10.0 • • STRAP(E) ]0 3.0 2.0 2.0 2.0 2.0 2A 11.0 1340 o.V 13.0 24.0 Drag Force Analysis A:.SIMPSON ST2,2 (1150 LB) ALT (12) # 16d sinker per --op plate splice .B: SIMPSON ST6224(2116. LB) ALT (18) # 16d sinker per _op plate splice TOTAL WALL LENGTH = 24.00(FT) TOTAL PANEL LENGTH = 11.00(FT) SHEAR DIAPHRAGM = 2474/ 24. 0 0 = 103 (PLF) REDUNDANCY FACTOR:P L)=1.00 SHEAR = 2474/11.00= 225(PLF).(FLEXIBLE) MAXIMUM DRAG = 1340(LB4 USE TYPE 10 2x4 5/8" x 10" A.B. @ 48" o/c MAX. w/PL. WASHER DEAD. -LOADS: Wall 150.0= 15 * 10.0' Roof—P 76.0 = 19 * 8.0/2 FROM -0.0' TO 21.0' OVERTURN ANALYSIS UPLIFT(T)- DOWN.(C)' PANEL A LEFT SIDE : T= 1503(LB) C= 2361(LB) STHD10/4x4 RIGHT_SIDE: T= 1613(LB) C= 2311(LB) STHD101'4x4 Use STHD10/4x4 on both ends 9(48:46) GOUVIS ENGINEERING CONSULTING GROUP Sieet : L- /5" FLEXIBLE DIAPHRAGM Job No : 60212-200 - kan No: PENINSUL Client : PETER JACOBS HOM Wind: 2474 Seismic: 1324 Engineer: SCOTT BEYMA' wind 164.9 Late :06/17/2002(Ver7.00) seismic 88.3 3L ROOF 30.0 7 S.W. @ RT. EL. GUEST 1ST FLOOR 2 -POUR EXTERIOR WALL Wind 2474 Seismic 1544= 1324+ 220 O 10 16.0 2.0 1. 2.0 0.8 A Drag Force Analysis 22.5 A: SIMPSON ST22 (-1150 LB). ALT (12) # 16d sinker per.top plate splice TOTAL WALL LENGTH = 22-50(FT) TOTAL PANEL LENGTH = 1S.00(FT) SHEAR DIAPHRAGM = 2474/ 22.50 = 110 (PLF) REDUNDANCY FACTOR:P L)=1.00 SHEAR = 2474/16.00= 155'(PLF)(FLEXIBLE) MAXIMUM DRAG = 715(LB� USE TYPE 10.2x4 5/8" x 10" A.B. @ 48" o/c MAX. w/PL. WASHER DEAD. LOADS : Wall 150.0= 15 * 10.0'. Roof P 76.0 = 19 * 8.0/2 FROM 01.0' TO 22.5' OVERTURN ANALYSIS UPLIFT(T) ' DOWN(C) PANELO LEFT_SIDE : T= 370 (LB) C= 1626 (LB) NO SIGN. UPLIFT O RIGHT_SIDE: T= 370(LB) C= 1626(LB) NO SIGN. UPLIFT(} 10(48:46) GOUVIS ENGINEERING CONSULTING GROUP Sheet : L- 16 FLEXIBLE DIAPHRAGM Job No : 60212-200 Plan No: PENINSUL Client : PETER JACOBS HOM Wind: 1612 Seismic: 1424 Engineer: SCOTT BEYMA wind. 230. 3 Date : 06/17/2002(Ver7.00) seismic 203.4 1T ROOF i 14.0 8 S.W. @REAR EL. PATIO IST FLOOR 2 -POUR EXTERIOR WALL Wind 1612 Seismic 1499= 1424+ 75 806 1 ff278 30.0 ® DRAG POINT B . A TO -0 3.5 10.6 37.0 0. 2.7 1496 _ Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per zop plate splice B: SIMPSON ST6224(2116, LB) ALT (18) # 16d sinker per =op plate splice TOTAL WALL LENGTH•= 37`:00(FT)' TOTAL PANEL LENGTH = 2.66(FT) SHEAR DIAPHRAGM =' 1612/ 37. 0 0 = 44 (PLF) REDUNDANCY FACTOR: P T)=1.00 SHEAR = 1612/ 2.66= 606(PLF)(FLEXIBLE) MAXIMUM DRAG = 1496(LBS USE SFAPSON STRONG-WALL(SW32x10) DEAD LOADS: Wall 150.0= 15 * 10.0' Roof P 76.0 = 19 * 8.0/2 FROM 0.0' TO 37.0' 4 11(48:46) 1 * Program only checks allowable shear on hardy-frame/strong-wall! r GOUVIS ENGINEERING CONSULTING GROUP 'beet : L- 11 FLEXIBLE DIAPHRAGM Job No : 60212-200 Plan No : PENINSUL Client .: PETER JACOBS HOM Wind: 6679 Seismic: 5899 - Engineer: SCOTT BEYMA wind 2 3 0. 3 Date : 06/17/2002(Ver7.00) seismic 203.4 1 ' 1T—ROOF 58.0 9 S.W. @ REAR ELEV. 1ST FLOOR -2-POUR EXTERIOR WALL } Wind ' 6679 Seismic 6261= 5899+ 362 LN 9<' 8 A B 14 - 14 3.0 5.5 5.0 1 8.0 4.0 11.0 6.0 11.5 3.0 • STRAP(E) ® DRAG POINT - - - BLOCKED WITH THE HEADER(SEE PLAN 996 1241 B B A B B' A 16.1 35.7 47.2 57.0 0.0 8.5 13.5 36.5 42.5 Drag Force Analysis A: SIMPSON ST22. (1150 LB) ALT (12) # 16d 'sinker per top plate splice B: SIMPSON ST6224(2116 LB). ALT (18) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE 12(48:46) GOUVIS ENGINEERING CONSULTING GROUP Sheet L - FLEXIBLE DIAPHRAGM lob No : 60212-200 Plan No: PENINSUL Client : PETER JACOBS HOM Engineer: SCOTT BEYMA Date :06/17/2002(Ver7.00) 9 TOTAL WALL LENGTH = 57.00(FT) TOTAL PANEL LENGTH = 1=.00(FT) SHEAR DIAPHRAGM = 6 6 7 9 / 5 7.0 0 = 117 (PLF) REDUNDANC`' FACTOR: P T)=1.00 SHEAR = 6679/11.00= 607(PLF)(FLEXIBLE) MAXIMUM DRAG = 1699(LB� USE TYPE 14 3x4 5/8" x 12" A.B. @ 16" o/c MAX. w/PL. WASHER. DEAD LOADS Wall 180.0= 15 * 12.'0' Roof P 361.0= 19*38.0/2 @ 36,.5' TO 0.0=19.0* 0.0/2 @ 51.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELO LEFT SIDE : T= 8027 (LB) C= 8327 (LB) (2) STH1~14/4x8 RIGHT_SIDE: T= 8027(LB) C= 8327(LB) (2)STHr-14/4x8 BLOCKED WITH THE HEADER Use (2)STHD14/4x8 on both ends For (15"x18") Grade Beam, Add (2 #5) ( 8.5') Past Panel EW PANEL® LEFT _SIDE : T= 7151 (LB) C= 8374 (LB) (2) STHE•14/4x8 RIGHT_SIDE.: T= 7250(LB) C= 8374(LB) (2)STHE-14/4x8 Use (2)STHD14/4x8 on both ends For (12"x12"/15"x18") Grade Beam, Add (3 #6/2 #5).(11.5'/ 8.0') PaEt Panel E/W 13(48:46) GOUVIS ENGINEERING CONSULTING GROUP Sheet : L - FLEXIBLE DIAPHRAGM .lob No : 60212-200 Plan No: PENINSUL Client : PETER JACOBS HOM Wind: 7830 Seismic: 6917 Engineer: SCOTT BEYMA wind 230.3 Date :06/17/2002(Ver7.00) seismic 203.4 ' 1T—ROOF 68.0 Wind: 0 Seismic: 1401 wind 0.0 seismic 71.9 2T—ROOF 39.0 10 S.W2. @ MIDS-HOUSE 1ST FLOOR 2 -POUR MIXED WALL Wind 7830 Seismic 8975= 8318+ 657 o STRAP(I) • STRAP(E) ® DRAG POINT 4351 1143 "I 732 I— 110 A B C D E .- F A B A 0.0 10.5: 19.3 26.3' 29.3 34.2 1 71.5 82.0 39.8 54.3 58.0 68.5 1478 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice D: SIMPSON MST37 (3204 LB) ALT (30) # 16d sinker per top plate splice E: SIMPSON MST48 (3746 LB) ALT (36) # 16d sinker per top plate splice F: SIMPSON MST60 (4872 LB) ALT (42) # 16d sinker per,top plate splice SEE DETAIL INFORMATION ON NEXT PAGE 14(48:46) GOUVIS ENGINEERING CONSULTING GROUP Sheet : L- ZO FLEXIBLE DIAPHRAGM ob No :60212-200 . Plan No: PENINSUL Client : PETER JACOBS HOM Engineer: SCOTT BEYMA Date :06/17/2002(Ver7.00) ' 10 TOTAL WALL LENGTH = 82.00(FT) -TOTAL PANEL LENGTH = 25.00(FT) SHEAR DIAPHRAGM = ' 8975/ 82.00 = 10 9 (PLF) REDUNDANC`_' FACTOR:P (T)=1.00 SHEAR = 8975/25.00= 359(PLF)(FLEXIBLE) MAXIMUM DRAG = 4351(LB) USE TYPE 12 2x4 5/8" x 12" A.B. @ 12" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 120.0= 10 * 12.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) • PANELOA LEFT SIDE T= 4844(LB) C= 5627(LB) (2)HPA35/4x8 RIGHT SIDE: T= 4844(LB) C= 5627(LB) (2)HPA35/4x8 Use (2)HPA35/4x8 on both ends PANEL® LEFT_SIDE : T= 4143(LB) C= 4616(LB) HPA35/4x4 RIGHT_SIDE_: T= 4143(LB) C= 4616(LB) HPA35/4x4.. Use HPA35/4x4 on both ends 15(48:46) 7 GOUVIS ENGINEERING CONSULTING GROUP Sheet : L- z I FLEXIBLE DIAPHRAGM Job No : 60212-200 Plan No: PENINSUL Client : PETER JACOBS HOM Wind: 5642 Seismic: 4984 Engineer: SCOTT BEYMA wind 230.3 Date :06/17/2002(Ver7.00) seismic 203.4 1T—ROOF 49.0 11 S.W. @ REAR OF GARAGE 1ST FLOOR 2 -POUR INTERIOR WALL Wind 5642 Seismic 5284= 4984+ 300 K3.0 681769 797 1 011 0.£ 2.5 14.8 10.5 10.0 O STRAP(n ❑ BREAK POINT ® DRAG POINT 1150 Drag Force Analysis 51.5 A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker,per top plate splice B: SIMPSON ST6224(2116 LB) ALT (18) # 16d sinker per top plate splice C: SIMPSON ST6236(2880 LB) ALT (24) # 16d sinker per top plate splice D: SIMPSON MST37. (3204 LB) ALT (30) # 16d sinker per top plate splice TOTAL WALL LENGTH = 51.50(FT) TOTAL PANEL LENGTH = 13.00(FT) SHEAR DIAPHRAGM = 5642/ s1.50 = 110 (PLF) REDUNDANCY FACTOR:P T)=1.00 SHEAR = 5642/13.00= 434(PLF)(FLEXIBLE) MAXIMUM DRAG = 3068(LB) USE TYPE 12 2x4 5/8" x 12" A.B. @ 12" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 120.0= 10-* 12.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANELO LEFT _SIDE : T= 4007(LB) C= 4440(LB) HPA35/4x4 RIGHT_SIDE: T= 4007(LB) C= 4440(LB) HPA35/4x4 Use HPA35/4x4 on both ends 16(48:47) GOUVIS ENGINEERING CONSULTING GROUP Sheet L- ZZ FLEXIBLE DIAPHRAGM : ob No :60212-200 Plan No PENINSUL adient : PETER JACOBS HOM Wind: 2764 Seismic: 2441 engineer: SCOTT BEYMA wind 230.3 Date :06/17/2002(Ver7.00) seismic 203.4 1T—ROOF 24.0 12 S.W @ FRONT OF GARAGE- 1ST FLOOR 2 -POUR EXTERIOR WALL Wind 2764 Seismic 2628= 2441+ 186 O BREAK POINT ® DRAG P01W T85 85 C .0.0 9.0 2.0 9.0 1. 0.9 726 Drag Force Analysis 0 A A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per _op plate splice TOTAL WALL LENGTH = 39.00(FT) TOTAL PANEL LENGTH = 5.49(FT) SHEAR DIAPHRAGM = 2764/ 39.00 = 71(PLF)REDUNDANCY FACTOR:P T)=1.00 SHEAR = 2764/ 5.49= 503(PLF)(FLEXIBLE) MAXIMUM DRAG = 916(LB� USE SIMPSON GARAGE PORTAL(SW22x 8-4/6) DEAD LOADS: Wall 150.0= 15 *' 10.01• 17(48:47) j * Program only checks allowable shear on hardy-frame/strong-wall! GOUVIS ENGINEERING CONSULTING GROUP Sheet : L- 23 FLEXIBLE DIAPHRAGM Job No : 60212-200 ?Ian No : PENINSUL -Tient PETER JACOBS HOM Wind: 1758 Seismic: 1238 Engineer: SCOTT BEYMA Date :06/17/2002(Ver7.00) wind 156.3 seismic 110.0 3T ROOF 22.5 13 S.W. GUEST HOUSE REAR 1ST FLOOR. 2 -POUR EXTERIOR WALL Wind 1758 Seismic 1485= 1237+ 248 A ]0 B 10 T 6.3 5 03 4.8 3.0 3.8 3.8 6.0 I 3.8 l o.o • STRAP(E) ® DRAG POINT BLOCKED OPENING USE TWE 10 ON BOT(lrOP) OF OPENING SEE DETAM ON PLANS A 31.3 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per =op plate splice SEE DETAIL INFORMATION ON NEXT PAGE ,18(48:47)', , User prefered GOUVIS ENGINEERING CONSULTING GROUP Sheet : L- 2A FLEXIBLE DIAPHRAGM Job No 60212-200 Plan No: PENINSUL Client : PETER JACOBS HOM Engineer: SCOTT BEYMA Date :06/17/2002(Ver7.00) 13 TOTAL WALL LENGTH = 31.30(FT) TOTAL PANEL LENGTH= T.50(FT) SHEAR DIAPHRAGM = 175b/ 31.30 = 5 6 (PLF) REDUNDANCY FACTOR:P T)=1.00 SHEAR = 1758/ 7.50= 234(PLF)(FLEXIBLE) MAXIMUM DRAG 1000(LB� USE TYPE 10 2x4 5/8 x 10" A.B. @ 48" o/c MAX. w/PL. WASHER .DEAD LOADS: Wali 150.0= 15 * 1.0.0' Roof_P 213.8= 19 *22.5/2 FROM 8.0' TO 22.0' Roof—P 114.0= 19 *12.0/2 FROM 2.2.0' TO 31.3' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL O LEFT _SIDE T= 646(LB) C= 1331(LB) STHD10/4x4 FIGHT_SIDE: T= 0(LB) C= 0(LB)' NO SIGN.' UPLIFT() Use STHD10/4x4 @ L. BLOCKED! FORCE @ EDGE OF OPENING IS .391(LB) PANEL® LEFT _SIDE : T= '0(LB) C=' 0(LB) NO SIGN. UPLIFTO RIGHT_SIDE: T= 182(LB) C= 1474(LB) STHD10/4x6 *** Use STHD10/4x6 @ R. 19(48:47),,* User prefered GOUVIS ENGINEERING CONSULTING GROUP Sheet : L- ?f FLEXIBLE DIAPHRAGM Job No : 60212-200 Plan No: PENINSUL Client : PETER JACOBS HOM Wind: 1758 Seismic: 1238 Engineer: SCOTT BEYMA Date :06/17/2002(Ver7.00) wind. 156,3 seismic 110.0 3T ROOF 22.5 14 S.W. @ GUEST, FRONT IST FLOOR 2 -POUR EXTERIOR WALL Wind 1758 Seismic 1523= 1237+ 286 O 1 00 10 4.8 1 2.0 12.8 5.0 5.5 396 Drag Force Analysis 30.0 A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice TOTAL -WALL LENGTH = 30.00(FT) TOTAL PANEL LENGTH = 12:75(FT) SHEAR DIAPHRAGM = 1758/ 30.00 = 5 9 (PLF) REDUNDANCY FACTOR:P T)=1.00 SHEAR = 1758/12.75= 138(PLF)(FLEXIBLE) MAXIMUM DRAG-= 615(LB). USE TYPE 10 2x4 5/8" x 10" A.B. @ 48" o/c MAX. w/PL. WASHER DEAD LOADS:" Wall 150.0= 15 * 10.0' Roof_P 209.0= 19 *22.0/2 FROM 8.0' TO 22.0' OVERTURN ANALYSIS UPLIFT(T) DOWN(C) PANEL/A"' LEFT —SIDE :"T= 51 (LB) C= 1411 (LB) NO SIGN. UPLIFT() RIGHT_SIDE: T= 106(LB) C= 1550(LB) NO SIGN. UPLIFT( 20(48:47) GOUVIS ENGINEERING CONSULTING GROUP Sheet : L- 26 FLEXIBLE DIAPHRAGM Job No : 60212-200 Plan No: PENINSUL Client : PETER JACOBS HOM Engineer: SCOTT BEYNIA REDUNDANCY FACTOR(FLEXIBLE) Date :06/17/2002(Ver7.00) P =2-20/ r x max 1.0 <= p <= 1.5 rax—,: maximum element/story shear ratio ' AB : area of ground floor(base area) in sq ft = 5444 PLongitudinal direction: (L)= 2 - 20/(0.13 x f5444 _ -0.09 ==>.1.00 PTransverse direction: (T) = 2 - 20/(0.16 x 154-44) = 0.33 ==> 1.00 Longitudinal direction Transverse direction Wall Id r Story Wall - Id r Story 1 0.07=( 3786x 10/20.00)-28115 1 8 0.05=( 1499x 10/ 2.66*) -27655 1 2 0.10=( 4755x 10/17.50)-28115 1 9 0.12=( 3415x 10/ 6.00*) -27655. 1 3 0.04=( 1193x 10/ 6.50*) -28115 1 10 0.16=( 6507x 10/14.50)-27655 1 4 0.13=( 4927x 10/13.50)-28115 1 11 0.15=( 5284x 10/13.00)-27655 1 5 0.04=( 1193x.10/ 2.66*) -28115 1 12 0.05=( 1314x 10/ 1.83*) -27655 1 6 0.05=( 1549x 10/11.00)-28115 1 13 0.04=( 1485x 10/13.50)-27655 1 7 0.03=( 1544x 10/16.00)-28115 1 14 0.04=( 1523x 10/12.75)-27655 1 21(48:47) i * 10/1w = 1.0 - i SHEET: Fl GOUVIS'. NEERING, JO'3 NO.: 60212 PLAN NO: 1 7Iq1�'� CALIFORNIA CLIENT: (SB) SOIL BEARING = PSF TO BE CONFIRMED PRICR TO CONSTRAUCTION CONFIRMED BY SOILS REPORT CONTINUOS FOOTING @ TYP. @ 1 STORY LOADS TO FOOTING: ROOF = ( 35 ) X ( 10/2 ) =175 WALL = '( 15 ) X ( 13 ) =195 WT. OF FTG. _ ( 150 ) X O =225 144 TOTAL ( 595 ) #/ FT (W) WIDTH REQUIRED =.0.4 ^- 12" USE 12 WIDE X 12- " DEEP CONTINUOUS FTG. @ 1 STORY PORTION USE WIDE X DEEP CONTINUOUS FTG. Co 2 STORY PORTION: ALLOWABLE POINT LOAD ON CONTINUOUS FOOTING P MAX. = SB X S X W -- -' .144 .�. `POST P ,MAX. @ (1 -STORY) �' # P MAX. @ (2 -STORY) _ # o ..: P ALLOW P MAX. - TOTAL ( S/ 12 ) ] k •-«'c;�.,...:��."T'.ti" r DESIGN OF FADS • e ' Sheet: �- 3 - GEC Job #: WZ 1.7, Cheat: F, S , Plan No. gni 1 CAUFOMM Date: L..1ZE;Ac.T RcAeA 16 Tom; L +Z04 tt R , zcg<lr Bet, nr► 1t 447"7 %z P 10 - 4S-00 0- # USE 2 - SQUARE X I DEEP W/ 2 4- BARS EACH WAY R IMAL7 ZAA Ib s3S? 16 P_ L , P—FAUT 1W Z = S 3 6Z 16 # USE 2 6 SQUARE X �?``` `DEEP W/ 3 ��' BARS EACH WAY w R , zcAt,T- &T 4 1, -71-7 {* P = . R . REALT C;'i ... l = I Z ► 6 (� �!- # + R.. ?MAc r Gr 1Z, 4%4 a �► USE 3 ' - (� SQUARE X s'1. DEEP W/ 4_ BARS EACH WAY L kc-Ac r �i- d I E -f- R 2Gc r- BM m o II S79 +1�- P= _ # USE SQUARE X� DEEP W/ BARS EACH WAY M . RF four &r tt ► P= _ # USE - SQUARE X DEEP W/ o BARS EACH WAY Gouvis Engineering Title : Job # 4400 Campus Drive Dsgnr , ;., Date: 4:30PM, 17 MAY 04 Description :---- Newport Beach, CA 92660 _�, Z ,L Phone (949) 752-1612 Scope : lJ Fax (949) 752-5321 Rev: 560100 Page 1 User: KW -06093, Ver 5.6.1, 25.Oct-2002 Beam on Elastic Foundation cAec55\60212.ecw:Calculations (c)1983.2002 ENERCALC Engineering Software Description Footing check at Simpson Wall. General Information Beam Span 14.000 ft Elastic Modulus 57,000.0 ksi Load Factoring... Depth 18.00 in Subgrade Modulus 200.00 pci Dead Loads 1.000 Width 12.00 in I Gross 5,832.00 in4 Live Loads 1.000 Left End Fixity Pinned Beta 1.095 Short Tern Loads 1.333 Overall Factor 1.000 Right End Fixity Pinned Load Combination DL+LL+ST Deflections Calc'd using Unfactored Loads Rotations Cale'd using Unfactored Loads Soil Pressure 7,alc'd using Factored Loads Moments Dead Load Live Load ShortTerm Load Location #1 k -ft k -ft 5.03 k -ft ft #2 k -ft k -ft 5.03 k -ft 1.833 ft #3 k -ft k -ft 5.03 k -ft 12.166 ft #4 k -ft k -ft 5.03 k -ft 14.000 ft Summary Max Shear 1.93 k at 0.000 ft Defl:a 0.000 in Rm 1.93 k Min Shear 0.00 k at 0.000 ft Defl:b 0.000 in. R:b -1.93 k Max Moment 9.85 k -ft at 12.152 ft Max Defl. 0.00 in at 3.192 ft M3 0.00 k -ft Min Moment -9.85 k -ft at 1.848 ft Min Defl -0.00 in at 10.808 ft Mb 0.00 k -ft Max Rotation 0.00000 rad at 0.000 ft Max SP 5.34 psf at 10.808 ft Theta:a , 0.00000 rad Min Rotation 0.00000 rad at 7.000 ft Min SP 0.00 psf at 0.000 ft Theta:b .0.00000 rad Rotations Calc'd using Unfactored Loads Deflections Caled using Unfactored Loads Soil Pressure Calc'd using Factored Loads G l 2VX IBy pr `r 3 C7t�l o -c -"l �� 1 Z �A ris �� S p,mv..m,..-..+v---.e.�.-,..vt�..+-�.�xn....�-...,-�:,-a-m�-.m.. ,-CC:1._.t.;•z..-.-.t.:V--:Vi �.tTS. ..-. ...t . .... v ... ...... .. ... ..i. ... � .. ... _v.... n •...... ......Y u... .... f. .. .... ... , ...... � ... ... . . ...... .. ..., ..K.,. .., .. v,... •CT' ,:'t:�.^ T T r...'C.e,-- .'�.; T+rniR`C.i; T �.�-MC:.C'.._+.. � v