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40 NE 95 St (5)STATE OF FLORIDA) SS COUNTY OF DADE ) A F F I D A V I T Rv� �zu S. M.K. r,►� > 4w of the Village of Miami Shores, County of Dade and State of Florida, being duly sworn, doth depose and say, that under the provisions of Ordinance No. 185, dated June 15, 1943, anendin paragraph (d) of Section B-368 of Ordinance No. 97 of the Building Code of Miari. Shores Village, he desires to build as ciA i o • . - on Lot ,131oek f of oti �-. Spa bdivis' on, that he is the owner of said property, and will be the owner of said �r e. _ _ -_ ., that he will do the work personally, and that he will, at such times as are regiiired by the Zoning and Building Director: - - 1. File plans and specifications and obtain approval of the Planning Board and the Building Inspector. 2. Apply for and secure a Permit. 3. Pay the required fees. 4. Execute the work in accordance with the provisions of this Code. 5. Apply for inspections. 6. File with the Building Inspector certificates that provision has been made to carry the necessary Workmen's Compensation, Public Liability and Property Darage Insurance. 7. File with the Building Inspector as the job progresses certificates showing the payment required by the Federal Social Security Act to the State of Florida or the United States of America. 3. Assume the responsibility of not employing other than properly licensed contractors by Miami Shores Village for any part or portion of the work. 9. Not set himself up as a "contractor ". 10. Sign an affidavit before commencing work to the effect that he has read this Article and will do the work personally and observe all of the requirerients of the Building, Electrical, Pluribing and Zoning Codes of Miami Shores Village. Such affidavit to be properly notarized upon blanks to be supplied by the Building Inspector. 11. In order to prevent abuses and subterfuge the right of such owner-- builder as herin provided, is lirlited to but one oa ner- buiider permit each 2 years, and where an owner - builder has once exorcized the privilege herein conferred no second applica- tion for owner- builder perjait shall be granted in less than 2 years, unless the applicant is qualified as a licensed General Contractor under the applicable Ordinances of said Village. And Further this Deponent says not: SUBSCRIBED AND SWORN TO BEFORE HE this . J)S • O y 0' tdl R y_ of A c) F • NOTARY PUBLIC S A N F O R D G R I- P - L A T E S SANFORD GRI- P- LATES, pressed into each side of NOTE: 33 -1/3% allowable unit stress TRUSS face, shall be 20 gage (.0359) galvanized steel, increase for short time loading. perforated with IA" deep triangular teeth to form the gripping surface and having position nail holes pierced approx. 2" o.c. (2.225 teeth per square inch) NOTE: to Dade and Broward POSITION NAILS, driven through each of the position Counties, use only *1, 1500f, nail holes, shall be 11/2" long annular ring shank .120 or equal, stress graded lumber. diameter, 9/32" head, as manufactured by Independent Nail Co. or equal. LUMBER, as marked with minimum allowable unit stresses of: c - 1200 psi Compression parallel to grain 2 x 4 Construction Fir f - 1450 psi Extreme fiber in bending c - 660 psi Compression parallel to grain t - 1300 psi Tension f - 850 psi Extreme fiber in bending E - 1,760, 000 psi Modulus of Elasticity t - 850 psi Tension 2 x 4 #2 Southern Pine or 1200f Industrial Fir E - 1, 760, 000 psi Modulus of Elasticity c - 900 psi Compression parallel to grain f - 1200 psi Extreme fiber in bending t - 1000 psi Tension E - 1, 760, 000 psi Modulus of Elasticity NOTE: 0 2 Material will work at 23' - 8" and below in top chord of truss. H -77 Sanford Gri -P -late 1-1-77 Sanford Gri -P -late DESIGN FOR MONO- PITCH TRUSS OVE R 19' -8" to 26' 8" SPACED 2' -0 "o.c 7 a 4 1 n 580# 130" STRESS DIAGRAM ALTERNATE JOINT Total design load 55 psf. Sanford Gri -P -lute 58 0 580" d 1 365# 3 e m 1 26' - 0" Live and dead load on roof 45 psf. Dead load on ceiling 10 psf. 57706 12 copyright '1960 aButt Joint 110 Sanford Gri -P -late 25 2 S here Pine . C IS Over 19' - 8" to 23' - 8" use H -91 5. G. P. Over 23' - 8" to 26' - 8" use H -105 S.G.P. Q -9 Sanford Gri -P -late Q -18 Sanford Gri -P -late Butt Joint 1-1-77 Sanford Gri -P -tote H -77 Sanford Gri -P -late 5 -110 Sanford Gri -P -late H-63 Sanford Gri -P -late ALTERNATE JOINT A N F Q R D T R U CAMBER BOTTOM CHORD 1/4" for 19' - 8" to 23' - 8" CAMBER BOTTOM CHORD 3/8" for 23' - 8" to 26' - 8" 9 0 c") c +i 9 ce h n d ,1 0 c") Di 5 -1/4" H - GP 6- 1/2 -- H- 91S105 .S G.P. M \ II II c N K -120 N ss Q. carol santord O •o N N v 0 N 0 SANFORD G R I - P -LATE S SANFORD GRI -P- LATES, pressed into each side of TRUSS face, shall be 20 gage (.0359) galvanized steel, perforated with 1/4" deep triangular teeth to form the gripping surface and having position nail holes pierced approx. 2" o.c . (2.225 teeth per square inch) POSITION NAILS, driven through each of the position noil holes, shall be 1 -1/2" on annu- lar ring shank .120 diameter, 9/32" head, LUMBER as marked with allowable unit stresses of: c - 1200 p.s.i. Compression parallel to groin f - 1500 p.s.i. Extreme fiber in bending e - 1,600,000 p.s.i. Modulus of Elasticity 2 X 4 CONSTRUCTION FIR c - 660 p.s.i. Compression parallel to grain f - 850 p.s.i. Extreme fiber in bending e -1,600,000 p.s. i . Modulus of Elasticity T -I47 Sanford Gri -P -Late T -55 Sanford Gri-P -Late Q-42 Sanford Gri-P -Late (6' -0" to 6'-9" can't) S AN FOR.D DESIGN FOR TRUSS 26' -0" WITH VARYING CANTILEVERS 1' -7" TO 6'- 9 "SPACECj,2' -0", c _. C c !u ° u , o a oo. N - r N Z::' L ' o 1 G d � ., ' e�4 I l NOTE: 33 -1/3% Allowable unit a t t �� — stress increase for short time loading. NOTE: in Cade and Btow era Counties, Ilse ealy I, I5OCt a w(u�l, stress eroded !umber'' 12 1 Southern Pine or 1500f Fir L CAMBER BOTTOM CHORD 3/8" AT CENTER 1,2 H -91 Sanford ri- P-Late 1 Live and dead load on roof 45 psf Dead load on ceiling 10 psf 0 •a 19' -3" 23' -2" 3 STRESS DIAGRAM Total design load 55 sq. ft. Max Moment.38:-'k Over 1' -7" Q-42 Sanford Gri -P -Late S -90 Sanford Gri -P -Late I I I 2' -10" up to 6' -0" 6' -0" to 6' -9" "■- 6' -9" �1' -0{' • I _1 2' -10r 2 -0" f Sanford ri -P -Late Ta 27 C Max) H -91 Sanford Gri -P -Late l 1' -7" God under- up to 2' -10r- to inside of ' 1 2 X 4 plate Q -18 Sanford Gri-P-Late Q -54 Sanford Gri -P -Late .-t u over K -120 TRUSS copyright 1958 a. carol sanford SANFORD GRI -P -LATES SANFORD GRI -P- LATES, pressed into each side of TRUSS foce,shal( be 20 gage (.0359) galvanized steel . perforated with 1/4" deep triangular teeth Ito form the gripping surface and having position nail holes pierced approx. 2" o.c. (2.225 teeth per square inch.) i VALLEY MEMBER A 14 ft 2X Q-42 Sanford Gri- P-Lote 2X 4 ; 8 ft. VALLEY MEMBER B Q-42 Sanford Grt- P-Late 12 Ft. VALLEY MEMBER C Q-42 Sanford Gti- P-Late Q-2 Sanford Gri - P-Late Q-42 Sanford Gri- P-Late 1, VALLEY MEMBER E w ft. VALLEY MEMBER D IDENTIFICATION TYPE OF TRUSS HiP MEMBER — H STANDARD GABLE TRUSS -T GIRDER TRUSS---- ---- -G SPECIAL TRUSS- ---- -S VALLEY MEMBER ---- -V HIP JACK --- HJ END JACK .1 BLOCKING OVER BEARING -B POSITION NAILS, driven through each of the position nail holes, shalt be 1 -1/2' long annular ring shank .120 diameter, 9/32" head Length of Truss T ypo (- Overhang each end T 26' -0" T 0 /id Q-42 Sanford Gri- P-Late Q-42 Sanford Gri- P-Lat. 12 O 2 -1/2 i� "°- Stadddrd Truss Spacing 24" o.c. .0 Q-42 Sanford Gri- P-Late 16 ft. 2x4 Top chord of truss HJ v s- F 40 c o p y r i g h t . 1960 ft. ruses 24" o. 0 x n / VALLEY MEMBERS a . c a r o 1 24_ G_..t..0/(k PLAN 24 ft. T R US 0 s a n f o r d 0 •o 0 0; •o W HJ 24T- 16/16 24T -16/16 s-- 24T - 16/16 Gable End. Lumber shall be of a minimum grade with allowable unit stresses of: c- 560psi Compression parallel to groin f-750 psi Extreme fiber in bending E- 1,540,000psi Modulus of Elasticity Co h X ' "" 2 -1/2 to 12 1/2 of 2x6 „� Cut one 16d nail n at each 'cuss. NOTE: Sanford Gri -P -lobes applied to each side of volley member at joint, with 1 -1/2" Position Nails. • LJ 2x8 x 2x8 x 2 x 8. 2.5 & 3 One member for each 14•-0" of supported span IONE Sze 6 2 x 2x8 6 34-0" SPANS — GIRDER TRUSS Q-54 San 1 -1/2" 1 6 x 24 Sanford Gri- P-Late 18 Position Nails 3/4" 0-42 Sanford 21" Sanford Splice JOiNT 2 1 1/4" JOINT a ima T -147 Sanford Gri- P-Late 15 Position Nails 5-90 Sanford Gri - P-Late 7_3/4 JOINT 3 Nr Atir JOINT - 1/8" 0 0 N !Joint 3 Joint 4 into 14' -0" 18' -1" • Joint 3 -. 2x8 Joint 4 14' -1" to 18' -0" Joint 3 .i 2 x Joint 2 ��.• 2x6 �� 2x• a Joint 6 22• -1" to Joint 3 Joint 5 to 22• -0" 1 Joint 3 • Joint 3 Joint 6 30' -1" to 34'-0" ; Joint 6 26' -1" to 30'-0" 12 Joint 1 Joint 7 Joint 2 2.583 Joint 12 Joint 1 Joint 7 A N F One member for each 20 -0" of supported span. 2.58 3 One member for each 17' -0" of supported span. Joint 1 r ) 12 Om member for each 12' of supported span. 12 Joint 1 One member for each Joint 2 10'-0" of supported spas Joint 7 NOTE: CAMBER BOTTOM CHORD OF GIRDER TO MATCH ADJACENT TRUSSES to 22' - 0 Two member irder 1 Supported Trusses 18' 1" 1 to 22' - 0" One member Girder r �r.� -r-,r' -I -� I -Su I rted 11i I1 Tnnses 12 2 -583 4 2.583 Joint 1 (Alt.) Joint 1 (Alt.) 2.5/12 an 3/ 12 SLOPE —UP TO 1925# a • e d ross Diagram Stress Diagram 21 a Q Tons Diagram Stress Diagram 1350# a 1 3%1# 9 42120 # 41540 # 22' -0" Truss Diagram v- 2 Stress Diagram 1 s 7 2140# T1653 26' -0" Truss Diagram „' - 2 14 Stress Diagram 1 1240# b 1240# a .� f 3 • 9 `2060M e • d ♦1650# '♦2060 • 30' -0" Truss Diagram -2 Stress Diagram R 1240# f ' 1 2100# 1 1730 1e 4 2100 1 ' -- 34' -0" - - # - 1400111-1 500 C 9100 06 - -� f RI g 14 3 1 14000 #T g 1 Truss Diagram Stress Diagram T R 1 2 14•_0" ♦ 3850# 2_ !� ° _ E Si 9600 # C 94 a b I T_ 1 1 1 2 o ♦ 4200# d 18' -0" 2 1 b 3 4 5050 #c 14,100 / b U d l a r b 5Q� 10,_000 e _ 1- 22120# d ©1 5 6 2140# 9A # C 1925# i c 21 1350# 1320# 14,250'T 9 f 1240# S-90 Sanford Gri- P-Late .1• • ' • • Yom — JOINT I H -77 Sanford / Gri -P -Late 2" JOINT 4 6 x 18 Sanford G i -P -late 9" lapped over 11-49 SOP. Total 30 Position Nails Bottom chord of Girder r Two 1/2" diameter 24" carriage boll J Length to suit Number of Mamba SANFORD G R I - P -LATE S SANFORD GRI- P- LATES, pressed Into each side of TRUSS face, shall be 20 gage (.0359) galvanized steel, perforated with 1/4" deep triangular teeth to form the gripping surface and having position nail holes pierced approximately 2" o.c. POSITION NAILS, driven through each of the posi- tion nail (roles, shall be 1 -1/2" long annular ring shank .120 diameter, 9/32" head. c o p y r i g h t b 6 x 24 Sanford Gri- P-Late 18 Position Nails JOINT I (411) Q-42 Sanford Gri- P-Late Hangers 24" o.c. 24" Live and dead load on roof 45# sq, ft. Dead load on ceiling 10# sq. ft. Total design load 55 sq. ft. JOINT SANFORD TRUSS I'-IANGER DESIGN FOR GIRDER TRUSS UP TO 34' -0" 1 9 6 1 a. c a r o l s am f o r d 24" LUMBER shall be of a structural grade with a minimum modulus of elasticity of 1,540,000 p.s.i., extreme fiber stress in bending of 1500 p.s.i. and compression parallel to grain of 1200 p.s.i. NOTE: 33 -1/3% allowable unit stress increase for short time loading. UJ d ICI • _2. .. 4-a TAR: FLO,� L 0 S' 7 . ELULK 4- M!AM! . cu;' , AM.Q 10 -7 ., ti 1. ei . •P ' TL Lc / t V ( ' ' ? + . _ _ '� : • -`9 � c e 4 � . (. a , .� ' 1 \ ".. ` *' � ` 1 1 r. • +� 1 - \ ,r . -- -- �: iii. � ' a , . SE F V. \j T 5 3 i`; 3 - . ;; �, r SCACS.,ON t, .L. xv ,o t o , tk e i.t S ' � G - s - .�_., . E VA: tom: - 2 .6y k N f - 7 SLAr� 4ti F i.LL. -.1 ! 3 ._.,. -... \ \ '— ""- _ ;,..,, ,l!: \ ,, ` G '3 ., i _ __.. v , } , w- C3 , i i O Cl«R . ... j, ` ..........1 1, 1 244 c:�t ,,(77,7-7-4"--, X10 w v ♦ S COGK 2 t`r• ,�_-.., •N � . ,y �, yC i d — ---' - ____ - --, 2 • A NN_N: t N. 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S -1 - , . ,.. - 4(... l'o ts .. `.01'' A t , - - , ,, : t „ , . , t •1:1,1-1.t'''''',.', A‘,cord,rfg to Plat „„„,„ „ .. ,;. ,,. 4,4 .,, . , r A the Pui)114.1 R�'s 04 Oiti. CC4.1t^ • •'•••• •-• • ONA1I W. mciNIDstfA*SOCIAtE,S- , , 1160 N.& 125th sr. ouL'f (4RrH . , . •• • . ' • _.• L _ _ "" . ,14.1 . 7 .4 77 7 "* ; 4481 1,0s;$ ASA! ••. •A 4.0 . 4 . 1 2' A :je.'•■': , ! A - Vrt. 100 ;to 7 A":4 1 ri0 ...:? .% .,'•••- AS 1 '1".1/ ;:1• " 11' " 7," AtZ10 " 44 4, l't.4A14/ • ArP .0 11 . „ • .101=4.101 M --• 40 . A S . 11 ,4 31 or • t ItSr r . "er. • • • ; '414 111 ... AA: - lititt:1 1 :'k , A .1'1. • ;.+.• - 1;1.; I.. • ...ASV! "44 0,1,04 a • 0 0 4 ::010A2,11,8 . tA- ... : • 7. • ••• .4 00 ! 41.04 • 74 • • ,.••• • 4. I j 41 tftrovA. - • '" • 41* 'IR .:1114 4.11.4 • 4 0 0 0 4: 10 .t . ;;'1•1.. • Ar• • :;.• Or • • * t ri•rbe."1,•A **.• • • . ..et* 4* *-4: 441. • * 4' Ai• •rt "4„, :„. •••i 11;1 . • ' 01* 102. * •.:*11. ^** • A* 44 ro..^ 0. -* - 4044 * • 4 0.!, *A:** 0. .NrS • • A • :0. •:.•• • - 4. ;I; " *0 .: . ...At e . .0. ' - 24;,112.• ; AN; '0•••• 4•• - 0 : 0 ' INI " rrr 1 ,-- • 11 , 11:4;! *1 • 4. • 7. 1 .0 11 A • 11. 41° • t AS A 41 • • , • -r ;.:;..:- .�...�p�.. fir: ma� i.anr xi LIL. '1', .t- °—'►#'Y'�-' �"' 2 .-�� fi .!'. .. - qt 11i L L y ._ Ei If i 'oxiiiL 1 u1 00.1q ,0 la k% 9Nk1 kI 4 r GIRfjE;TRUSSJ VARET P; E J 3 c.iTitEvEa .T1fis SPECIAL E110:1 i;iU TRUSS .. rT 34;a toe fora r m Hip 41 - Two Member (Required - Spike together with 16d nails at 12" o.e. Jot4t 5 Joint 8 Joint 17 2 x 4 E Joint 4 2 x 4 E - 24'-9" to 28'-8" 2 x 4 F - 19' -9" to 24' -8" 12 3 Joint 2 Joint 13 Joint 3 Design for H1p 41 Set 5'-0" from and wall 7 Wedge bloc from heel S A N F O R D Joint 2 5' -0" Joint 10 NOTE: Delete wedge block and 0-42 wedge black plate on spans below 26'-8" 2' -3" 2' -2" Joint 18 or Joint 14 Design for Truss Joint 18 (alt.) spaced 2' -0" a.c. NOTE: For more complete truss details see file no. K- 120- 28 -3 -55 CAMBER BOTTOM CHORD OF TRUSS AND HIP MEMBERS 3/8" AT CENTER Joint 1 2 p 12 Tnrss Diagram -.3 -I3 12 a 2 8850 PC 91154C 4 114625 5 1 3,100 , T 8850 Stress Diagram 580# 770# 580# 385 190# 38 ` d e � f / 190# 12 a t b i r g h Q 3 915 867 866 • 867# 915 a48,1° b ;, c+ d 4 e} f , 0 4ggf ih Inns Diagram 1590c 4,5 624047 2751 b c 605 1 Tens Diagram Truss Diagram 410# b 12 3 .a 1 iy Truss Diagram 4620 1,2 1,2 28' -0" t 28' -0" Truss Diagram 5060#7 I 330/ � Stress Diagram c 1 d I e 1 12 3 a 28' -0" 3/ 56dc. Stress Diagram 550# 495# 495# a f 1 275 605 K -I20 T R U S 2 SLOPE — d a 9 I h 4845 1,2 20 386 71?c ;OIg40/ •e 7154 3854 12 a 5 1 f J. Q 3 C. n\ o g 28 - 0" " b 47 5 5 , c 3200 . c h Stress Diagram 720# d 770# 410 mar 9 28'_0• ore c a d Stress Diagram 9 " "to28'8" SPANS -- HIP SET OINTI � p u 11-91 Sanford Gr1 24' -9" to 28' -8" -� 11-77 Sanford Gr1 -P-Late 19' -9" to 24'-8" Q-54 Sanford GIl- I.-Lat. 1/4" Q-30 Sanford Gr1 -P-Late T -55 Sa nford GrI- P-Late 0-18 Sanford Grl- P-Late 7/8" JOINT 4 1 -1/2" J_OINT 7 1/2•" 0-42 Sanford GrI- P-Late JOINT 10 JOINT 16 JOINT 18 (art) 1 -1 Butt Joint • T -119 Sanford GrI- P-Late SANFORD G R I- P -LATE S SANFORD GRI- PLATES, prosier! Into each side of TRUSS face, shall be 20 gage (.0359) hot dip galvanized steel, perforated with 1/4" deep Irlangular teeth to form the gripping sur- face and having position nail holes pierced approx. 2" o.c. POSITION NAILS, driven through each of the position noll holes, shall be 1 -1/2" long annu- lar ring shank .120 diameter, 9/32" head. copyright 1 960 JOINT 2 3-1/4" �� T-55 Samford Gri- P-Late JOINT 5 0-2 Sanford Gel -M1late JOINT 8 JOINT II JOINT 14 JOINT 17 T -55 Sanford Gr1- P-Late JOINT 18(01 K -33 Sanford Grl- P•Late a . carol Sanford 1.1/2" JOINT 3 2 Q-42 Sanford Gr1- P-Late Q-30 Sanford Gr1 -1%.Late JOINT 6 Butt Jell 5-170 Sanford GI-P -Late JOINT 9 11-77 Sanford Grl -P-Late Butt Jatnt 7-147 Sanford GrT -P- ate JOINT 12 2x4 Block Butt Joint 5-130 Sanford GrT -'-Late Butt Joint S -110 Sanford G1- P-Late JOIN 18(alt.) 1 -i ", H -77 Sanford Grl-P -Late LUMBER shall be of a structural grade with a minimum modulus of elastlelty of 1,540,000 p.s.i. for A, and 1,760,000 p.s.1. for D, E, and F. Allowable extreme fiber stress In bending shall be 1200 p.s.i. for A, 850 p.s.l. for D, 1500 p.s.t. for E, and 1200 p.s.1. for F. DESIGN FOR TRUSS & HIP TRUSSES 19' -9" to 28' -8" Live and dead loads on roof 45 sq. ft. Dead load on calling 10 sq. ft. Total design load 55 sq. ft. NOTE: 33 -1/3% allowable unit stress Increase for short time loading. SANFORD GRI- P -LATES SANFORD GRI- P- LATES, pressed into each side of TRUSS face, shall be 2D gage (.0359) galvanized steel, perforated with 1/4" deep triangular teeth to form the gripping- surface and having position nail holes pierced approx . 2" o.c . (2.225 teeth par square inch) POSITION NAILS, driven through each of the position nail shall be 1 -1/2" long annu- lar ring shmk .120 diameter, 9/32" head, as manufactured by Independent Noil Co. or equal. Regular Truss i . 2 0-2 Sanford Gri -P -late (2) 16d nails 12" 1 CORNER JACK Q-30 Sanford Gri -P -late or 2 Q -9 Sanford Gri -P -fates 36u 3' -0' CORNER JACK Q -18 Sanford Gri -P -late Beveled Q -30 Cuts -18 `Sanford Gri -P -Iota 4' HIP JACK S PEAK DETAIL Even foot span ANF *NOTE: 2 x 4 Rafter is sufficient for all End Jocks; However larger sizes ore generally used when the Top Chord of the Trusses is larger. x 4 at Last Hip Member 1/8" x 1" Strap Anchor Bent over Top Chord or Jack and iled with 3 - 16d nails. (by Builder) Sanford Gri -P -late or 2) 0-9 Sanford Gri -P -later Partial Cat PEAK DETAIL Off foot spon ORD PLAN OF HIP ROOF CORNER WITH SETBACK 5' -0" 2 x 4 Ledger Beveled on top. Tie ledger to Hip #1 with (4) 16d nails or Sanford Forming Anchor at each Truss- Member in contact with Ledger Strip. (by Builder Hf3 Tie End Jack to Hip 1 1 with Sanford Framing Anchor on the top and 2 - 16d nails on the bottom. (by Builder) Tie Hip Jack to Hip 1 1 with Sanford Framing Anchor or 3 - 16d nails - Top and Bottom. . Builder) 24" ROOF CORNER PLAN ALL JACKS. FROM OUTSIDE WALL 1/8" x 1" Strap Anchor bent over top chord of Jack and nailed with 3 - 16d nails. (by Builder) 60" Min-2 x 4 plate 5' -0" END JACKS I (by Builder) x 4 Ledger (by Builder) 24" 12 Slope of roof. Q -30 Sanford Gri -P -late and 2) 0-2 Sanford Gri -P- lates 24" verhang to wit. (See Detail) K -120 TRUSS copyright 1960 o. carol sanford a • S A N F O R D G R I - P- LATE S SANFORD GRI -P- LATES, pressed into each side of TRUSS face, shall be 20 gage (.0359) galvanized steel, perforated with 1/4" deep triangular teeth to form the gripping surface and having position nail holes pierced approx. 2" o.c . (2.225 teeth per square inch) POSITION is c, driven through each of the position ncil holes, shall be 1 -1/2" long annu- lar ring shank .120 diameter, 9/32" head. Q-30 Sanford Gri -P -Icao--- 2x4 Sub -faci (by Builder) I 8 Nails 1/4" clearance 36" to 48" k � 8 d Nails = 1/4" clearance I 12" to 24" 1 ..__ Q-2 Sanford Gri -P -la 2x4 or 2x6 Top Chord of Truss TYPICAL Q-9 Sanford Gri - ` e. Min. 2 x 4 Plate (by Builder) TYPICAL 2 x 4 treated Ledger, bolted to wall 24" o.c. Shim Soffit Joist to solid bearing and attach to Ledger with Sanford Framing Anchor at each Joist. (by Builder) 2 x 4 treated Ledger, bolted to wall 48" o.c. Shim Soffit Joist to solid bearing and attach to Ledger with Sanford Framing Anchor at each Joist. (by Builder) SANFORD DETAIL OF LEVEL SOFFIT OVERHANG, 2 -1/2 /12 PITCH AND OVER Q -9 Sanford Gri -P -late x4 or 2x6 Top Lbord of Truss, TYPICAL - ALL OVERHANGS p t 1/4" clearance TYPICAL for concrete tie beams. See P. 217A for truss anchorage detail using stud bearing walls in areas of 20 psf wind Toad and Tess. 48" to 72" )• � (2) Q-2 Sanford Gri -P -lutes Wedge Block Q-18 Sanford Gri -P -late 8 d Nails Shim to Solid Bearing -cam 2x4 Plate (by Builder TYPICAL Q -42 Sanford Gri -P -late Concrete Tie Beam TYPICAL 2 x 4 Sub -facia .� (by Builder) 8d Nails 1/4" clearance 24" to 36" Nail with three 16 d Nails, 1/8" x 1" Strap Anchor bent over Top Chord of Truss. TYPICAL Q -2 Sanford Gri -P -late 8 d Nails L�Wedge Block 1/4" clearance ' Up to 12" K -120 TRUSS copyright 1960 a. carol soeford 0 v ur 0 0