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BRES2015-0296 Truss Calcsq F 6 c ^ 7 4 T. CC, `"�' '' 7 S� �QF TO REMAIN" w< moa Q C6� ; 4 C?� '� t uA jam. y: V12 N� V16 Iv2o FRING O FRAMING BY OTHERS** A02(7) 0 ° I A02(7) t 0 • AO1GE 21-00-00 "MECHEM ADDITION" TRADITIONS GOLF CLUB 52-111 DUNLEVIE COURT LA QUINTA, CA. IUIs u a truss placement cuagram oiuy.-___--- hese trusses are designed as individual building components to be Builder / Developer : X 'ncorporated into the building design at the specification of the building "MECHEM ADDITION" esigner. See individual design sheets for each truss design identified on INDIO TRUSS I placement drawing. The building designer is responsible for temporary t GOLF CENTER PKWY Address he permanent bracing of the roof and floor system and for the overall 45-49 P g Y INDIO, CA. 922oi 2-111 DUNLEVIE CT tructure. The design of the truss support structure includin headers, 5 g PP g T. (76o) 347-3332 LA UINTA, CA. z2 cams, walls, and columns is the res onsibili of the buildin desi ner. @ Q 9 53 For general guidance regarding bracing, consult "Bracing of Wood Trusses" E (760) 347-ozoz available from the Truss Plate Institute: Building Materials and TRADITIONS G.C. 8 D'Onifrio DriveMadison, 4VI Designer: I. VARGAS Date : 9/i$/ig 5 3 53179 /+....,...»...,..-:..,. G�...»,.:»..... Re: Mechem_ Addition MECHEM ADD MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by BMC -Indio, CA. Pages or sheets covered by this seal: R45417725 thru R45417726 My license renewal date for the state of California is December 31, 2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. oQRpFESSlp�,9 SOON o�F2 Uj v�C 074486 rn *\ EXP. 12-31-15 /* -✓ September 16,2015 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. 1 Job Truss Truss Type �—] Qty Ply TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14.0 845417725 rjC MECHEM ADDITION A01GE Common Supported Gable 1 1 WB 0.04 Horz(TL) 0.00 15 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) D ReferenDce (optional) CMI., main, CA- n«uJ 7.630 s JUI 28 2016 MiTek mausmes, IOC. i ue Sep ib Ib:bb:3u 2UIb rage 1 ID:DTnCaZvRr6 42V6ZNkTy20ydOZR-RTEF?hVrJ1LWB6a?K1Y_pAhSQgywFy01P5nK27ydJFV i 10G-0 21-0-0 � 10-6-0 10.6-0 Scale = 1:35.6 4x4 = 8 9 3x4 = 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4 = 3x4 = 21-0-0 I� d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a n/a 999 4) All plates are 1.5x4 MT20 unless otherwise indicated. BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 15 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 96 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 21-0-0. (lb)- Max Horz 1=74(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 1, 15, 16, 17, 18, 19, 20, 21, 29, 28, 27, 26, 25, 24 Max Grav All reactions 250 Ib or less at joint(s) 1, 15, 22, 16, 17, 18, 19, 20, 21, 29, 28, 27, 26, 25, 24 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 1 Wind: ASCE 7-10; Vult=123mph (3 -second gust) Vasd=97mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft, Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.00 plate grip DOL=1.00 s) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 15, 16, 17, 18, 19, 20, 21, 29, 28, 27, 26, 25, 24. �OFESS/p N9 OQ Soo �m 0/ ti� v� C 074486 rn I"r-j E 12-31-15 * ° OFC September 16,2015 Y WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02116/1015 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 parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Wit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiilify of the M ��� t,• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ti fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I7 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 twu, Indho, CA- 92203 6-3-2 4-2-14 4x4 = 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 15:56:31 2015 Page 1 ID:DTnCaZvRr6e42V6ZNkTy2OydOZR-vfodCl WT4KTNpG9Bul3DMODXKEAa_NLAelXIaZydJFU 4-2-14 6-3-2 Scale = 135.6 4x4 = 3x4 = 3x6 = 3x4 = 4x4 = R LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 Truss TruSS Type Qty Ply MECHEM_ADD �Ob - MECHEM ADDITION A02 Common 7 1 7R4-177- BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Std G Job Reference (optional) twu, Indho, CA- 92203 6-3-2 4-2-14 4x4 = 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 15 15:56:31 2015 Page 1 ID:DTnCaZvRr6e42V6ZNkTy2OydOZR-vfodCl WT4KTNpG9Bul3DMODXKEAa_NLAelXIaZydJFU 4-2-14 6-3-2 Scale = 135.6 4x4 = 3x4 = 3x6 = 3x4 = 4x4 = R LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code IBC2012/TP12007 CSI. TC 0.43 BC 0.52 WB 0.19 (Matrix) DEFL. in Vert(LL) -0.11 Vert(TL) -0.41 Horz(TL) 0.07 (loc) I/deft Ud 1-8 >999 240 1-8 >597 180 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 79 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=904/0-5-8, 5=904/0-5-8 Max Horz 1=74(LC 8) Max Upliftl=-141(LC 4), 5=-141(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1950/324, 2-3=1665/262, 3-4=1665/262, 4-5=-1950/325 BOT CHORD 1-8=290/1784,7-8=1 1111302, 6-7=-111/1302, 5-6=-236/1784 WEBS 3-6=84/471, 4-6=-380/197, 3-8=84/471, 2-8=-380/197 IOTES- Unbalanced roof live loads have been considered for this design. z) Wind: ASCE 7-10; Vult=123mph (3 -second gust) Vasd=97mph; TCDL=8.4psf; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ql=1b) 1=141, 5=141. Q¢pFESS/oN soo �ty onti�� LU C 074486 ©W:�©L� sT�lr\ �oFC September 16,2015 WARNING- Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 07116/2015 BEFORE USE. Design valid for use only v✓ith MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters 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 responsibillify of the Dot MiTek' h� !' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M i {7' e r� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 n Z c m r 'O ti w ti v r m y O > z Z D x "' m' m r y n I I O O 02 N m 2 a 4+ Oc =m Q Q D c o sem, D S °. s"S,' CD o' fl n V� G (D� co(�z y; Z �� O an (40b -ZZ �o CT fii � � s Z mQ°G�oO�o Ncoc a r 30�� �° omN 11 aE o a_ 0Doo3 D °Wo3 mm 3na� qam p m_am ay �� cQ Q D_-0 m Z Q o a O n�' F O•a0 ° n -C.- �. ° (' m �- = ID Q ' -•� m 4' a m �. 0 0 onao�m �m °' m -a cm3 0 " c�zvID 0 � o0 aa� ii � m c 0 -Di cQ 3 as ori �� ^ 0 p Q(°°(Do:E_ ° moo P -(D p �(Q a °�O c ° (D N°�•'�°� �m��Q �m� Z Qocm m 'q (D 3`(D Z C 0 0 0 V-.2 Qna 0 �a ��(OD a ��qo' _o Qam °Q mom - o Q o� �'� Q a 0 5(p -0 n_.�o� Quo 3m� -� om °� 6 m°-°. p v2500z n pm _ cD N_ �•_ m3_.a� Z Q°O n� C(QO (D mo Nm3 N °3 a° a -T C (D Q.3 00 �O(DQ G (Q no ��m O Nm m 0 °-X• 6 as <D (°OO.< m ° z N �.nQ N z m m ��' Cm 0 07q �° �nC O Om X 0 nQ 7 �C 5' 0 O --' Q 25 z N o Z A �m n A c= s A p` TOP CHORD wA n O 30 mOZ m ct-a J fit 0 W m mc-� ;;0 n H <^ D D m rnm a ~ mZ m^' O, O mHm m 'o (D ci H y t)D O C m - D (I m k W2-7 m O OA CL mOO taA O m Zc a v.Room w N �C D z O� n "' m m ' N rn m •-� m O° =i W < m N m 8= O D o (D 70Z = Q W3-6 ON o� O H 9Q d 3 tv m m V C4 -S A m a TOP CHORD z� ��(D ��c ao 0 0o ao a3c 5-O om3 �� �� so o`o"� C Qac �z �3� aD Q ]1 oa<. o.<m -q _ m' oa mo3 m o m o D o5o �o om �OQ2 oa C cfl -om moo ° 0 a �0 3 ,=o. nm 303 �° _�° m ° ° o .< °< °�. coa -, _o ° o° mo m m< ° m sm oo <. N:a m mmm 3m 23 (D °o _ pc m'�a °(D� o °o oo °° °� D o� oaQ m� (D (D °� °��3 3 m (D -0 °�°x omN(' o° (D O 0. gm =�o m°o ° °° o m.° flc m� 3•`D o°o m� m �`(D moo mnR Qa as03 x� O N s� < mm 5' �� �Q o ° 3 °� °m (oa o 00 0�°mac °_= n? mo (D 0 Z ° o °.� o(D a 3'm o �� o� �o �� oc � m °� N �.a (OD (5) °a � ` (D O ° �2 m C:,: N N o a g 3 o o c o p° a o o ° �o a« Q a o a a m co fl m _ am 3 �c _ >< m N 3 <a c 0� c ,� ° ° m' � fl o� a o m h o m 3 ° f. Qo ° (=07 a D ao -°_� N �. n m� mm � m m � sm Q ° 3o a- m c m -cam °o p M < Oa 3 s an z3 (D 5•fl 40o (D Q- m �� DSO 'Z °a °_p mm Q� C 5 0 3 m m C o mm °a o o� ° �� �a fl off' m° P_ :1 �1) °Q,QZr (D .n° ?(W (D a0 zo �f `�^ �' a°� CF (a �'N� (DC Q a�.. N ° O O Q N 7 0 (D p' 0 N O p0 N �� J N (D m �G �' O O 0 6 D ° �� - D_ (D - -O O Q �� �� °° O �o ° O nQ O m O -j -QN cD C O Np O F. - O O N �_ d p -a O cD O 3 s S c° M (0 a 3 (D oO 00 m Oc zF O �_6 ° N� nQ OO c �- N O a (N °' �(D N(Q 3 n o o a m ov o a �m m M ma c� o ° ° ° (D m a < 30 C O Er 6 lD 44 Job Truss Truss Type Oty Ply DISPLAY ROOF1 COMMON 1 1 Job Reference (optional) DETAIL FOR COMMON AND END JACKS MII/SAC - 8-16PSF; 3130[2004 PAGE 1 DETAIL. FOR COMMON AND EN© JACKS MII/SAC - 8 -20PSF 8/31/2005 PAGE 1 SUPPORT OF B.C. OF STANDARD OPEN END MI(/SAC - 7 3/30/2-004 PAGE 1 JACK USING PRESSURE BLOCKS INTERIOR BEARING OFFSET DETAIL MIIISAC - 6 3/30/2004 PAGE i BEARING BLOCK DETAIL 31/2" BEARING MIIISAC - 3A 3/25/2004 PAGE 1 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD. SIZE LUMBER ALLOWABLE REACTION HEARING BLOCK BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS' AND NAILING PATTERN GRADE 9 (Ib) NOTE 4,5 :.ALLOWABLE LOADS NOTE 4 ALLOWABLE LOAD (Ib) NOTE 4 TOTAL EQUIVALENT HEARING LENGTH BY F 2966 929 3895 0-4-9 DF 3281 855 4136 04-6 2x4 BOTTOM CHORD @ 3":O.C. 2 ROWS (8 TOTAL MAILS) Hp 2126 736 2862 0-4-11 SPF 2231 726 2957 0-4-10 gyp 2966 1393 4359 0-5-2 DF 3281 1282 4563 0-4-13 2x6 BOTTOM CHORD 3 ROWS @ 3- O.C. HF 2126 1104 3230 0-5-5 (12 TOTAL NAILS) SPF 2231 1089 3320 0-5-3 gyp 2966 1858 4824 0-5-11 DF 3281 1710 4991 0-5-5 2x8 BOTTOM CHORD a Rows 0 3" O.C. HF 21261472 3598 0-5-14 (16 TOTAL NAILS) SPF 2231 1452 3683 0-5-12 BEARING BLOCK DETAIL 5112" BEARING MIl/SAC - 4A 3/25/2004 PAGE 1 0-5-'8 ACTUAL BEARING'SIZEWITH BEARING BLOCK APPLIED ON ONE 'SIDE ;OF TR SS BOTTOM CHORD SIZE LUMBER ALLOWABLE REACTION BEARING, BLOCK BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS AND GRADE (lb) ALLOWABLE LOADS ALLOWABLE LOAD (lb) NAILING PATTERN (NOTE 1) NOTE 4,6) (NOTE 4) NOTE 4 TOTAL EQUIVALENT SEARING LENGTH gyp 4661 929 5590 0-6-9 DF 5156 855 6011 0-6-6 2x4 BOTTOM CHORD 2 'ROWS 0 3" O.C. HF 3341 736 4077 0-6-11 (8 TOTAL NAILS) SPF 3506 726 4232 0-6-10 gyp 4661 1393 6054 0-7-2 DF 51566 1282 6438 0-6-13 CHORD 2x6 BOTTOM 3 ROWS ® 3":O.C. 'HF 3341 1104 44455 0-7-5 (12 :'TOTAL NAILS) SPF 3506 1089 4595 0-7-3 gyp 4661 1858 6519 0-7-11 2x8 BOTTOM CHORD DF 5156 1710 6866 0-7-5 HF 3341 1472 4813 0-7-14 4 ROWS @ 3":O.C. (16 TOTAL NAILS) SPF 3506 1452 4958 0-7-12 UPLIFT TOE -NAIL DETAIL MII/SAC - 24 11/18/2004 PAGE 1 TOE -NAIL WITHDRAWAL:: VALUES PER NDS 2001(Ib/nall) DIAM. SYP DF HF SPF SPF -S .131 58.5 46.1 31.6 29.8 20.3 .135 60.3: 47.5 32.6 30.7 20.9 .182 72.3 57.0 39.1 36.8 25.1 .128 53.1 41.8t28.7 27.0 18.4.131 54.3 27.7 18.8148 61.4 E428 48.3 91.3 21.3 120 45.9 38.2 24.8 23.4 15.9 128 49.0 38.6 26.5 25.0 17.0 .131 50.1 39.5 27.1 25.6 17.4 .148 56.6 44.6 30.6 28.9 19.6 LATERALTOE-NAIL DETAIL MIIISAC - 25 11/18/2004 PAGE 1 !TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail); DIAM SYP DF HF SPF SPF -S 0 .131 88.1 80.6 1 69.9 68.4 59.7 p .135 93.5 85.6 74.2 ? 72.6 63.4 J 6 .162 118.3 108.3 93.9 91.9 80.2 Z .128 84.1 76.9 66.7 65.3 57.0 i 0131 88.1 80.6 69.9 ! 68.4 59.7 C-4.148 1 108.6 97.6 84.7 82.8 72.3 L ri 0 ' 120 73.9_1 67.6 1 58.7 57.4 50.1 O .128 84.1 76.9 66.7_ 65.3 A 57.0 o .131' 88.1T 80.6 69.9 68.4 59.7: 148'I 108:6 97.6 84.7 I 82.8 72.3 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE CE 24"O.C. 48"O.C. 72" O.C. eav BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 101-9" 1610 1886 1886 2829` 3143 3143 4715 12'-0" 1342 1572 1572 2358 4715 7074 z r t 14'-0" 1150 1347 1347 2021 n14t5j 2358 2358 :3536 16'-0" 1006 4179 1179 1768 a - 18'-0" 894 1048 1048 1572 3143 4715 ' 20'-0" 805 943 943 1414 1886 1886 2829 v Nailing Pattern L -Brace size Nail Sita Nail Spacing 1X4 or 8 1 Od (0.14BX3' 8" o.c. 2x4, 6, or 8 6d(0.182X31/21 8" o.c. Nota: Nall along entire length of L -Brace orT-Brace (On Two -Piles Nall to Both Plies) L -Brace or T -Brace Size for One -.Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 24 1x4 2x4 2x8 1x8 2X8 2x8 2x8 *** "' DIRECT SUBSTITUTION NOT APUCABLE. VALLEY TRUSS DETAIL MII/SAC -19 4/26/2004 ' PAGE 1 OF 2 BASE TRUSSES VALLEY TRUSS TYPH AL ,� TYPICAL (24" O.0 ) O.C. l �LLI VALLEY TRUSS TYPICAL. GABLE END, COMMON TRUSS' 111 12N, 0-c- 1 ' OR GIRDER TRUSS VALLEY TRUSS DETAIL lltlll/SAC - 19 4/26/2004 PAGE 2 OF 2 PURLIN GABLE DETAIL. MII/SAC - 12 7/15/2005 1 PAG� PURLIN GABLE DETAIL MII/SAC -12 7/15/2005 PAGE z of 4 PURLIN GABLE DETAIL MII/SAC -12 7/15/20DS [PAGE 3 OF 4 PURLIN GABLE DETAIL MIIISAC -12 7/15/2005PAGE 4OF 4 STANDARD GABLE END DETAIL Mit/SAC - 20 4/27/2004 IPAGE 1 OF 2 LATERAL BRACING NAILING SCHEDULE' VERT. HEIGHT # OF NAILS AT END UP TO 7'-'01 1 OVER 8'-6" 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL. BRACE WITH L - BRACE 12 INCH O.C. 6-7-0 13-2-0 1 T__o-0 6 INCH O. 24 ITCH O.C.7-9-0 STANDARD GABLE END DETAIL. MIUSAG • 20 4/27/2004 PAGE 2 of 2 REPAIR A BROKEN STUD ON A GABLE TRUSS MIIISAC - 28 11/1812004 PAGE 1 REPAIR TO REMOVE CENTER MII/SAG - 29 11/18/2004 PAGE 1 STUD ON A GABLE TRUSS REPAIR TO NOTCH 2X6 TOP CHORD ON A GABLE TRUSS MII/SAC - 30 11/1812004 PAGE 1 REPAIR TO NOTCH 2X4 TOP MII/SAC • 31 11/18/2104 1 PAGE 1 CHORD ON A GABLE TRUSS TOTAL NUMBER Of NAILS EACH SIDE OF BREAK* X INCHES MAXIMUM FORCE (ibs)15% LOAD DURATION SP DF SPF HF 2x4 2x6 2x4 1 2x6 2x4 2x6 2x4 2x6 2x4 2x6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 r 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 FALSE BOTTOM 'CHORD FILLER DETAIL MIUSAC -1 3/10/2004 PAGE 1 OVERHANG REMOVAL DETAIL MIi/SAC - 5C 12/6/2005PAGE 1 SCAB APPLIED OVERHANGS MII/SAC - 5 3/25/2004PAGE 1 PIGGYBACK TRUSS CONNECTION MII/SAC - 2C 11(o1r2oo4 PAGE 1