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650 NE 97 St (9)3.7c 3.76 1.25 .L` .25 5.6h 5.64 1.25 6.44 5.44 1.25 5.6:. 1.00 15 14- 6" 20-10 18 -7' 16- 21 - 9' 18' - 9 17 -5 21' - 9' c0 19_ 23 19` 1 - 1 - 7:4' 6' - . ? 3 - O' 17-0" S' 29'•6" 2 T -2" 26 -0" 2�_0' ' - 3 68" - 5 -4 16'- 8" 1_ 1b' - 2" 17 - 2' KEY . C =COLUMN H_ HOLLOW MA 10 %.0° HT *SEE 91 DETAIL D! rr.IC z 513:SNAP rEA' A- ALUM. I3EAM & COLUMN SCHEDULE 4SC 4513 055 .G SS 9 4SBA M 1.25 i I .I b 8 I 45E gsew 4SBWA I I 138 3' 9 21' S" 8' 0" 7 0" 2 6S 14U •" O' I q_4'1 i GSBA 6S @AA T 6S13W .,. 4.. • T5H� I 0�[ .151 •• J '. T ";; ?SBA I.Lt ` •�• iI3� _7SBAA 7S 9N 75 BWA •188 ' 0��� • 758V/S5 375 55' 2 " 44'•2 ` 39' -5 3 : O MEM • GIB • - tc� • • . B IE 11�' • 1111 II I iN a °° �7 �i; �• � M1 • • O!' 3S• AW-1 XIMMI .L l NEI "I rearrABOONE WP.111111 . , E.>(.H .4481111 iPt AN _ FASTENE: rAN M 16'- 0" -. 32'- 0 "".. _. 48'- 0 i3.- U. 26 - 1' 3y'- U" 2 3 COL & I3EAM JOINT ISOMETRIC - PFPSPFCTIVE .+OOD INSEP.T = STEEL STRAP IB I BEAMS (FEET AND - HES) ■AXIPMtJM CLEAR 5' - 6'- 0' SPAN 1 AT 6M. - 2It I O X 3/4 SMS 2 To CUR. COL I SILL FLJO C '• 1 TO FASCIA _ 1/47(2 Vt 1M./. SC.,.24' 2 STRUT TO. 1 2 X 314 NICOPRESS SLEEVES 18 -2 -6 LAG ,OR EYE BOLT LAG IN EXPANDED, Oh JORDAN ANCHOR TUI3ULAR ROOF BRACE PERIMETER HM. 1 2x2 +1x2] -332 3S CABLE l,s _I20t., 3 CAj3t.E DETAI L TUBE 13P,ACE WIND •I3RACING DETAILS SEE DETA1,, X THRU DETAIL Z S13 I -% x 3 WD. SCREW EA.SICE OF I-M. FASCIA DETAIL W! GUTTER (FOR S13) 5/16 CLUSED EYE THRU 1" 0 %RASHER EA SIDE 2SMS' IX2X1/81_ 2- DETAIL X 2 #l0 SMS 21m1OS1.'S SECTION D S 13'w NO CABLES GP 13RACES REQUIHEUI WHEN 2 SILL Al LA FULLY SUPPORTED] OPTIONAL GUTTER 7 EAX2 EA. SIDE ATTACH 1 -ASCIA w . SCT'E\%. MIN lum matim BEAM CONNECTION: USE 2X2X I /$/.., 2 LG. EA.SIDE W/ 2- V4 "THRU BOLTS TO I3EAM AND 4 -+►10 X 2'I/2 SMS TO FASCIA 2H 13 SBA i T. Var THUNDER BOLTS ONE EA SIDE 3' LG. OR ' CD! *10X - 2 V2" LAG' 114 EXPANDET OR JORDAN ANCHOR B SECTION 8 -13 N ( 1 T E 1 2X2X1/8 BEAM CAMEL BACK 2X2 H CORNS SECTION C PERIMETER I3EAM SI3WAA 3/8 PIN --- 4 1._2X3 COL, /2 SMS _ 1 2 -" 10 SMS 2*'10 SMS, FOR SPANS OVER .32 USE 3 SMS X V2- TYR 7/8 "o AL. TUBE .049'7K. .cr AWM TUBE .049" TK. ROOF I3RACE 1 /8X 1/2 STRAP EA. PURLIN W /f10 SMS. x2X 1 /8L W /2"10 SMS EA LEG D B 8.7 SI3WS5 SECTION A EAVE MEM COLUMN I 13 3.85 - '1 .125 .070 8 I 13 2 SMS EA LEG 2x21IOLLOw ® 2 SMS V`1xl ✓2X - 1/8L • II5 BAR' j 6.x 6 10/10 W.FI F THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE SOUTH FLORIDA BUILDING CODE AND TM METROPOLITAN DADE COUNTY BUILDING A ZONING DEPARTMENT DATED MAY t, 1971. DESIGN cRPIERIA ROOF UP & DOW[ 7 PEP WALL IN A OUT 1, PS► SAFETT FACTOR 1 -4 I7 SHALL BE D%TF]IMINSD THAT THE STRUM/1M STRUM7 CAN SAFELT turret'''. THE LOAD IMPOSED 011 I1. ALUMINUM ALLOTS 606) -T7 2H T COI.UWI73 606)�/e166 SNAP BEAMS 606)61'6 ANGLES 6063 -TS COIDIECTOR3 2021, -11 CONCRETE SHALL OEVCLOP% 2500 PSI CSIPII1tssIWL STRENGTH AT 21 DOTS. REINFORCING 110[1. SHALL IC 2>(TEfmaRm 'DEFORMED BARS AND SHALL CONPORX 1 FICATLNS WS GRADE AOA 40T!5 . • ,. AL.RMINI' STRAPS ALE 6O67-T6 ATrACNW TORO WITH 010 9117 • 21. 2 • EACH END Or STRAP. MU MINIM LRIrG?N OF 31RAP9 AND INNRRT9 TO RE 10% Or BEM SPAN AND PLACED IM CENTER or SPAT/. 2. STEEL STRAP RAS A PIBER STRESS Or 1..000 PSI. ATTACH ET /t! I 1 ;• SCREWS P 10- 2 EACH ENO OF STRAAP I �MINIMLowryLowry, OF Tog, Disarm' at AND srm' 70 Its 7 ( or WAR SPAN ARD PLA0OR IN CENTER OP SPAN. RIMER ELECTRICAL TAPE Q ASPHALT DIP TO NE DEED ON STEEL INTUITS I\ CONTACT WITH ALUMINUM. 1, ALLOTS: 6061 -71 TS - 16 cs2 tt 6067.16 TS A. SCREENCLOTH OPENINGS TO BE 6B%. OR OREA 5'. 'BOLT AND SCREW FASTENINGS TUTU AN O! 1 9RCTIOt OF EXTRUSION INTO FASCIA CR SLAG NUS. WAY% A HEAD DIAMETER OF 1 /4- OR USE A WA9HEB.OP 3/4• MINIMUM DIAMETE. 6. ALL COLUMNS SHALL RE FASTENED TO BEAMS OR STIR WITH FASTENERS OTHER THAN INTERIOR SpETWS. 7. WOOD INSERTS t500 PSI NO. 2ED SOUTHERN PIER OR EQUAL. 0. ALL SCREWS TO HE I10 CADMIUM PLATED SMS. ALUMINUM ALLOT OR GALVANIZED STEEL LOCATED AS SHONE ON DRAWING. T. THE I k 2HR ARE PERIME1ER'OR CHAIR RAIL MEMBERS uNIT. 10. FEINTS ARE VALID FOR BUILDING DEPARTMENT PURPOSES ONLY WHEN SIGNED BY ENGINEER OVER HIS SEAL. DADE COUNTY A PROVAL(JULY26,1571 NO. 71 -189.2 8 -7 CK DRAWN JAG. DESIGN SCREEN ENCLOSI_1RE NATIONAL SCREEN CORPORATI ON 338 NW 171 STPEET NORTH MIAMI , FLA DATE G- IS' -71 FILE. NO. 7141 SHEE T .-. 1 ..r 1•YrT -I1 1151 11 O ..- .- ••••.- ME M.1 DESCRIPTION FASTENER 20Z 'STRUT TO 102 C BEAMS 2 :ISMS 2C2 STRUT TO EAVE SECTION 2 202 CHAIR RAIL TO COL. Z • 10: VASM5 'I x2 1. PERIMETER M.E.S. jCINED DO ,1-:2 • TO COL DO Ix2 I • • TO 1 '/.x 2 THUNDER. lx2 1 • TO MASON] BOLT Z4 o/c I x2 I • • TO WOOD I "10:2'/. WOOD SCR. I FASTENING SCHEDULE / 1x2 - ; 1 DET A DET. B- (2x2 SNAP L 223 SNAP i SCREEN l (--2x2 I � 503 603 603 603 653 B 3.0 A 3.0 B 3.0 C 1 3. A 30 653 653 703 703 703 3.0 30 30 3.0 3.0 6.E .100 .055 6.G 1 .1001 .0551 7 -0 .125 .0701 7.0 .125 .0701 7.0 .125 .0701 35- 7133 =5 3140130 -5 134' -7132= C 130 -929- 32- 9130G11 z9' -d 2e' -1 131-0 36 -6 134' -7 133 -2 135-413C-I 134 -313 n' -0 804 A 4.1 8.0 icS .0781 3B'- 3135' - 11134-I I32 -8 804 C 4.0 8.0 3251 .078'4 3 ".48'- 44:'C143 -341 -4 804 6 4.0 8.1 -125 07e 44.61 4 1- 1 01 39 - 101 3 8 -2 8.7 A 3.85 8.7 J00 070 1 40- 639- 3136' - 3134' -7 8.7 C 3.85 8.7 100 .0701 I47- 9144- 11142'- 6140 -7 8.7 8 3.85 87 .1001 07CI 1 46'- 543 8141 -5 (39 -9 904 A 4.0 9.0 125 .096 46'45(43'- 71 - 139'' - 10041 A 14• •• -I i • -•4T 144' -•I4 - 10.0 140 0961 45 10.0 140 .096 59-1 152 125 096i 5241149 -91 4145' -4 .05 • .0501 14'- 10114LO 113 • .050 '/x41517 16= 8115Li• !19-0 17- 9116 -11) 11T-5 116 =2 1 32' -0130 -2128 - 27 -4 .2=• 060 43L5140 36 1 1 136 -1 39' 2136 =9 34G0133' -4 GENERAL NOTES '-WIND BRACING REQUIRED IF ANY WALL EXCEEDS SOLO IN LENGTH ON LAYOUT SHEET 3.17 SHALL BE DETERMINE THAT THE EXISTING STRUCTURE CAN SAFELY SUPPORT THE LOADED SCREEN ENCLOSURE. 4 A M PLATES ARE 6063 -T6 ATTACHED•TO BEAM W /.10SM S. IZ MIN LENGTH OF PLATE TO BE 33% OF BEAM SPAN 6 PLACED 0/C TOLERANCE OF •/- .0061S ALLOWED 6. PLASTIC SPLINE MAY BE 225!3 1 '42 ALUW. •ISPONGC CAROLINA ;NO PLASTIC OR EQUAL. 7 THIS SCREEN ENCLOSURE CONFORMS TO THE STAN0ARO A 30 C 3 -0 904 B 4.0 9 0 125 0961 6.0 1 .0941 A60 1 6.0 .094 .060 I 60 .094 .060 6.6 .1 00 .055 1 ( 27'_3125- 6'124- 3123' -3 32 :31 31' - 31 29- 0127' -6' 3S-013e- 1 26=2125-0 1 52 1 -4149t , 3146404440 1 35' - 6134 4 9 33' -2 3d -9 320 .3201 43 139 -6 39 1 -0 "• • 7 .46 -7 43 -613 -9 2. ROOF 6 SIDES SHALL BE COVERED W /SCREEN MAT. BEING 60% OR GREATER, OPEN. THE ADDITION OF SOLID ROOF 00 SIDING MAT. 6HALL NOT BE PERMITTED UNLESS DESIGNED BY THE ENGINEER EDITION ASRELASED BY THE MNwUM COONTKVIDE AMENDMENT AS RECOMMENDED BY THE BUILDING CODE ADVISORY BOARD OF PALM BE+O EXTRUSION SCHEDULE MEMBER SIZE IAL"1-OY 2x2 2x2...040 6063- 2 %3x. 160634 PICKETS 9 Nx'Ax 040 1 PICKETS %Ix 1 x .040 1 6063 - HOR. BAR I x 2 a .040 1 6063 -E5 NARK 503 503 COLUMN a BEAM SCHEDULE SIZE THICKNESS IMAX- eEAs•- avANC -C 1YPE 8 0 1 7 1 T 2 T 3 15- 0 0 - 0"18' -O 5 O 1 094 050 1 1n:6122 4120- 3 5.0 . 0941 0501 12840127 0 "I 25' 8124' - 7 0941 . 050 Y4X2IM 29- 5127'- 6126'- 2125' - UNFORM. B TYPE A NOTE: NO CABLES OR STRAPS REQUIRED WHEN TWO SIDES ARE FULLY SUFPORTED BY EXISTING HOUSE w T2 TYPICAL WIND BRACING FRONT ELEV • Z _Y 0 ( TYPE C O TYPE D CCVen :-LATE 4c - TEX SCREW EA. LEG 2.144 FASCIA BACKING HURRICANE CLIP SOFFIT FRAMING BY G.C. 2 X2 /eAN62 H22- 10 TEK SCREW EA. LEG ,•2 5LE to BEAM CONK. U56 2 "X 2•X 1/0 AM6.2 LG. 42_ 10 TEK SCREW TO BEAM 011 /4 X 3 LAG TO FACIA. 2.3 SNAP - .1 /11 I/2 STRAP 1 EA. PURLIN W2 -10 TEK SCREW TYPE E 2.4 FASCIA BACKING HURRICANE CLIP ' SOFFIT FRAMING 'BY G.C. _ / s.v eo " EAVE a CORNER 2 -10 SKS TO /PURLIN EA. SIDE i X2 -1/2 XI /B S'2 -10TEK SCREW EA. LEG 2 X2 /B LG. 2 -10 TEK' SCREW EA. LEG / BEAM CONN. USE 2 /B "ANC 2 L6 X 42- 10 TEK SCREW TO BEAM 6 1/4X3 - LAG TO FACIA. 2x4 FASCIA BACKING HURRICANE CUP SOFFIT FRAMING BY G.C. _PICKETS'/ 10 2 12" 8" X 12" WITH TWO #4 BARS VERNATE 2 X2 "XI /B ANG. 2 -L6. 42_1 /4 " TNRUBOLTS TO COL. T 6 2 - 1/4 THUNDERBOLTS TO ALTERNATE 2 ;3:1/8 ANG %2 -10 7E6 SCREW EA. LES 2 "X /13 PLATE W4 - 1 • THRUBOLTS 4 C ENLARGEMENT OF 4 8 SCREEN ON INSIDE FACE 2 a 3 SNAP 1�1. 2 PLAN ALTERNATE BEAM CONN. USE 2•XTXI/111•ARO. 2 4 2 -W4• THRI. 8 )•_- To BEAM B 4 -1 /4•X3 LAGS TO FACIA. TYPICAL OF ALL Box BEAMS 202 6" h ELE VATICN BLOCK NALL� • P 12" 244 FASCIA BACKING HURRICANE CUP SOFFIT FRAMING BY GC. 102- DET. A (TYP TOP aBOTTOM)" 2x2 SNAP -, PICKET." j_ 1 - 10 SM .S.� HOR. BAR 6• . BEAM SPLICE I/8 ALUM PLATE MAT. WIDTH OF BEAT{ W /10 1/4x1/4 DRIVE PINS INSIDE OR GUT O 2...X 2 WANG. 2" LG. W2 -10 TEK SCREW TO COL Bt /4 "THUNDERBOLTS TO CONCRETE O 3 we PLATE %2 -10 TEK SCREW EA. MEMBER DET B 'M6•2'.M THUNDERBOLT 24" •/ START 6" FROM COLUMN (TYP.1 1 /2 I /B" STRAP •V•-10 TEK SCREW ALTERNATE SOFFIT CONN. 2 "X3 1 /Y" A166. LAGGED WI /4X3 TRUSS OR RAFTER WBEAM CONN. BY T.i$U60LTS 240.c. TO ANS. Z1.4 FASCIA BACKING HURRICANE CLIP_ SOFFIT FRAMING BY G.C. C 2 -10 SM.S. EACH SIDE 2 2x3 SNAP 3113 SNAP 262 2 O THE USE OF SCREWS IN CONNECTIONS, CONFORMS TO THE SPECIFICATIONS FOR ALUMINUM STRUCTURES, ALUMINUM CONSTRUCTION MANUAL, SECTION 1, AS REFERENCED BY CHAPTER 28 OF THE STANDARD BUILDING C00E. 1982 EDITION. 1 •ROLL TAB OVER AS X4 SHOWN 1-4 -10 S.M.S. NOR. BART � - SKS. ALT. DET. a ALTERNATE 1/8 ALUM. PLATE MAT. WIDTH OF BEAM WAO 1 /4x1/40RIVE PINS INSIDE OR OUT BUILDING CODE ADVISORY BOARD ci PALM BEACH COUNTY FLORIDA RECOMmENDED FOR APPROVAL 4 -2x3 SNAP ALTERNATE 1 /B PLATE MAT. RIOTS OF BEAM 410 -1/4 TNRUBOLTS 18510E OR OUT. 1/41 ALUM. PLATE y MAT. WIDTH OF BEAM l0 -1/4 • TEK BC*L INSIDE OR OUT. ALTERNATE FACIA CONN. PHEW MEMBER TO OLD •/a 1/4 INTO EA. TRUSS OR RAFTER. 211aoata COLUMN SOH. 10 -0 9 ' - 0 • B. R 46" B C 6' - 6'I 5-0• 5 -2 . 1 6 o Xf Lr Nos • BUILDINGOOCE ADVISORY BOMRD4( PALMMBFACK COUNTY RDRIOA RCCOMMDIOED ipR . - APPROVAL 0 . y L 4 L, Y co Ls - 72_ ," -:BASS PL M s. CO " �.L_ ea tit pts w t 1 Y G ;tnt' %rr vi t LAyc,Q. 94 _ StlA:Tt: £AY +g .30* .,ZL7"' •pry ALL \ v o o t ) c4:514 ;. - - \v/ / ,c tzV To ' • 1 tANZ0 VAU. 1 tmor 11 ;ENO ..' k422 e) . r c : W . =v L o z , o f `•o t • • ` '� r c[ I T y .� AILS .: _. 1 a...,».. .: . { 'r M ---1 • ' G • et* LES -s �.K..n:�.-�z.Q. Win.: , ��:•� �.--� ti- •C"" ........ 2ca _ -_ Z :, c...4�.tLC " ' "'e's. ..i..t.,i . _,, ,,.. ] , , &t ,.r. C..,... _ �\r I . h...„ t', ` ' .: i .... v't.. 0-1.0. .. . : 3 I.-% G, A, E`••■ C.. ' S 1 ,c a -vt..v : 4 .r. : - `. Nzt, '.-k ti!",, c- ubi.i;,' .. ' u:/k., `L f. 4 J.1't - '1�' ' .' ' ;Z VI_ ......N.e 4 ' ::.'r te; , '4.‘ -.. v.S .: NA, 14 •„1 "C,,,,, .`tt,„.:c.r 1 '. NA \"1_,.. 's. ~r-V_ Nar`'v: c , .`Z ,!.... \0 1 .`\1:�. c.ia C.. 1�..‘ r.tic. c.tvi..4"/ , 1 "'S ,. i \'7 °' : - \t... \%,\. .„N, ' %..a .4 `'1.:t..�.4,:. c..A pct.: y 1`'C *. '% S■ 4 2.;. \ ..t.,.. ' N.1.:`,' — ii,:::. c- i,\•C . ,... t L - 1_, k \-_td,"-` \. h.. -• " <•:.'' , ".rt t,..•1.4..Vt y . •S. %P'^►.n.tl \v C. - ° ri. c. K tM t - `G.:41-.4...V -`'` t t "P "y. ' 1"7....:' \*. % t '1..�' .. ./. ti. 'C}.,. \ 1 '& eA •. S mac,,.: � ..` _ 4 S. i-<. � " . a 1voa. "r t,. 0. ci t 13 '1:0 "hst^ • ,P 44 „ ;*: `-`A-r.. : g?gr:4.;„4■1,,' . ” . • . , , , 1 � '''""4":""`"""*"'"'"*".....400.1.9NahalliuleatslraigetritiiNti.11',/intiemswor-viefietti:,:44■.;rim' ■ kiatztr=es,...00. _ -' ",: ;• . 0 , - ' ' : , , :TC'''S -.--, - - ,.. .... -,r- . 4.=' 4 - --. -. "'" , - ..„. --, . - , 'rr --- .. _ = ', . • $, - -,:‘-' , , ,,,,,,::- ,,, - ''-h , • , „ rt, , ,,..., , -''' ... , = , ';' .--, -.1 '''• :, ' . - .'— '' . - ''+‘ ' ' l' .r-',. ' :'':',7.. , ''" ".".--`: . • . - '- ■ . , :fr" . " w-, ,,..... ' ',, • ?...11'.. = ) ` • S '- ' 1, „:„;‘,1 1101 • r ; 41 : S ' • 1 , J g, gt1 ;1-, g g , , .v, . +L, L vf,1 s v." V J ti fry `Qy * . P r ' ' s . N .� tr �" " ti ! .+ 0 . 'A \( *;- s, _ •`. c ' - .. *1 , , ,A. ' '' , ., •T'g. A, k a - 5‘..{.4 . 4 - ew edv s sa k olo ' I -- -... ...rt ' I -1.; 1 / 4 a - I , • • 4 1 4.-4 ° - ° 3 1'Thir 2 •11t.'"It or-v. 4 „ ,*ro ° ilsr ELC,, , , e/977. , 417,./ .9; , . 1.4 • , ' 47 4 7. * • 3 c V fel 4:4 , r **. SCRiEN ENCLOSORZ F 9, R / 1 ..74)347,e7 . Y tVIGV_%,-AiRE CO. 1020 EAST 3 4 EAH, • G E 0 E. W A TS • S RUCT;LIRAL FAG! ER ;.:36i3 N. W. al ST: IVIA FLA. Ocr. 9- / /M i /L) c: i 5 ,- f f r 1 /�- VI ...OS ? } . P 3 .X 5 > - 5 I 1 1 - r � -ASK` X./ST/ti! S n • s< YY. Lri'V. V t LS".' •\ L.U; _ ,t .,� 1 '� Ji <.4E C�, �.. ALLi ,1-6 464 4a i if 14 {C" i1 4 } s� I � . it 1. it 0 .>< . 1 ft ' N t , $ 1 Ii. t , . . I t if } 1 # ' t }h H t t 1 i i{ !4 } s. ,1 t• i r _ 4 j y 4 . i ;- !1 1s ,, 1 « . 4, t� t. t• .t t f ; 44 t 11 t7 , it tl tS Y. w : t xt . t4 tl ; t . ;, i } rt I+,- --..._ — , — �� 11 1 .r Y t t 1 ' 1 t is "4 1 . ►; o6 1 l i t: ! tl .. It • t. tt 4 ' - S 1 44 If a: 41 ' x �. 1; w 1< ft N t , r r 1 � 4 ti Y r ti +xee few Yr a . � ( , 11 11 +'� ,fr C y .✓ ' Ifrr 4 Z..f a --.— , , ♦• i s�wirraarszsa-ss_rra �r r,Z.A.,NAI IN4 by H:. ... .1.4.1' . a / " • tto 0 s 0 SANFORD GRI-P-LATES NOTE: Instnll Sanford Gri -P -Later on each side of TRUSS face. SANFORD GRI-P-LATES shall be 20 gage .0359 Electro GaIv. Steel, perforated with 1/4" depth triangular teeth to form the gripping surface. POSITION NAILS 1 -1/2" STRONGHOLD NAILS 4" o.c. 120 - 3/8 HD - .028 HD Electro Ga Iv. INDEPENDENT NAIL CO. Bridgewater, Mass. LUMBER as marked with allowable stresses of: c - 1200 p.s.i. Compression parallel to grain 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 NOTE: 33 -1/3 allowable • short time loading 9" Sanford Tee 9 Stronghold Nails Butt Joint 2P' Sanford Splice 13 Stronghold Nails l DADE AND 8ROWARD COUNTIES, SUBSTITUTE No, 1 SOUIHERN PINE OR 1500f INDUSTRIAL FIR WHERE 2 x 4 CONSTRUCTIQN FIR IS SPECIFIED. Camber bottom chord 5/8" at center A N F O R D DESIGN FOR TRUSS 30' - 9" to 36' - 8" SPAN - SPACED 2' - 0" o.c. unit stress increase for F; 1,2 940° 3-1/4 X 9 Sanford Gri -P -Late 6 Stronghold Nails 12 � 7 2.5 36' - 0" Live and dead load on roof 45° sq. ft. Dead load on ceiling 10# sq. ft. 1 -5/8 X 3-1/4 Sanford Gri -P -Lutes 2 Stronghold Nails Total design load 55° sq. ft. STRESS DIAGRAM Minsup 520 12" Sanford Trapezoid 13 Stronghold Nails CC 03 o x �0 • c a ▪ - N • •n ao G O o a Lei • o c z Q > - a • o c: 2 c • _ . 3 $ N c - .. o c o S ° y- r_ c c E • u. 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