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75 NE 92 St (7)Type of Roofing 2 x 4 Top Chord 2 x 6 Top Chord Heavy 2'- 6" 3'- 6" Light 3'- 0" 4'- 0" copyright 1967 01,P: a c'31 - A. w 0 CAROL SANFORD � S FT. LAUDERDALE >V GS FLORIDA \./ TFRED AR VI a O 0 SANFORD 600-C PLATES ore 20 gouge galvanized steel unless 18 gauge is specified, ord shall be applied to both faces of truss of eoch joint. Plates shall be located symmetrical about joints, un- less placements are indicated by circles (o) or as dime nsioued, CUTTING AND FARRKATION shall be accomplished using equipment which will produce snug - Fitting joints and plotes. OVER- ALL SPANS are based on nominal 4" bearing widths ord may be increased by as much as with nominal 8" bearing. DESIGN STANDARDS conform with the applicable provisions of the "Na- tional Design Specifications" and "Light Metal Connected Wood Trusses" (Truss Plate Institute). FIELD BRACING is not the responsibility of the desigre. , plote manufacturer nor truss fabricator. Persons erecting trusses ore cautioned to seek professional advice in regard to the erection brac- ing, which is always required to prevent toppling and "dorm ping" during erection, and permanent bracing which may be required in specific applications. Trusses shall be erected in a plumb and straight position. MINIMUM LUMBER GRADES are specified. Luau wr of the sane or greater stress values may be substituted. CAMBER specified is for normal conditions of serv and fabri- cation; it may be increased or reduced of the architect and /or fabricator's option, Trusses should be handled with care during fabrication, shipping and .notion, to prevent damage. 2.5 x 4 2x4or2x6t chord of truss 48" to 66" 1/8" x 1" Strap Anchor bent over top chord of truss. Nail with three 16d nails. (typical) 2x3 or 2x4 DETAIL OF SOFFIT OVERHANG, 2.5/12 PITCH AND OVER 2 x 4 or 2 x 6 top chord of truss 0 2x4 36" to 48" (2) 2 x 3 LUMBER: Max. Top Btm. Overall Spans Chord Chord 2 x 4 ledger (Required when length of overhang exceeds values on table) bolted to tie beam with 1/2" b bolts 4' -0" o.c., connect return to ledger with one Sanford Framing Anchor. (by builder) Concrete tie beam (typical) LUMBER: 1500 f Industrial Douglas Fir 1500 f Industrial Western Hemlock or No. 1 Southern Pine LUMBER ,• Max. °v era l ( Spans 24• to 36" 2x3 1 /4" clearance-. 12" to 24" Chorrd Chord o� Min. 2x ° Plate (typical) 0 (by builder) 2 x 4 or 2 x 6 top chord of truss Light Roofing Heavy Roofing Sheet Metal, Slate, Tile, Asphalt shinol es, etc . etc. GABLE END SHOWING DETAILS OF VENTS. All lumber to be 2 x 4 No. 1 Southern Pine or 1500 f Industrial Douglas Fir. Note: All plates to be 20 ga. 600-CL unless otherwise shown. All vertical members 2 x 3 or 2 x 4 spaced 2' -0" o.c. (typical) c `^1 m x 4 ' - 8 -3/8" max. 3x5 3 x 6 pace as ree x 5x4 3x5 Vent _opening as required. 3x6 2x4 lateral brace req'c when lengt of vertical members exceeds 5x4 x 3 (typical) / 2 x 3 (typical) 2 x 3 (typical) Overall Truss Span SANFORD TRUSS CONNECTOR PLATES, /spatted to both face of hots a each laird, .hall b. *Aar TettW Gip-M.S. at Sonbrd 600-0 drip.htatr, 16 at 20 poops a. specified. Photos J be located gx..trtul abets hen mirth, unless plate pioc*nents are indicated by chcin at din.siona. MJtion naffs, (NOT REQUIRED A. plates ao pressed into both facet of hr while it remain clamed in .hall be 1.S' h amain ring stork 0.120" dtorteht 9/d2• head 0.000• dlr./meet, 1.S' lone fillet hood r -neRl• or nyavoind nail with woman hood. MINIMUM LUMIEU GRADES an *hotrod. L.. .. al @w onit at grates Mass valor coq be *Agitated. CALMER specified is for rand conditions of ,.niu and fabrications M coq b Inue..d r reduced at the torc�ect and/co foleicotar't option. Wheal Irocing of Top O. ihh huss has been desti red co- aide/iry the top chard baud al inforvah not atcaediry T -0" t 7 t No. 5213 III �_ 2 x 3 (typical) . <` Bottom Chord F LOeLO ° ' � L 2 x 6 min. Outlooker Gable End — 2�- (Heavy 2' -6" to 3' -6" max.foofin4 3' -0" to 4' -0" max. (light rooting) 2 x 4 min. Outloo 2x4 lateral brace as req'd. 2' -6" maximum Hear Roofi 3' -0" maximum Ii. roof; End Wall FRED SOLACING 1. not the r.yonbility of the d:sigrer, plot* monufactarr not hva fabricator. Peron erecting Koos a0 cautioned to tea prohniornl adult. In r.pud ro do . action kocin0, which is always •qutred to present toppling and'dwninoiry• daring erection, and prmon. nt bating which may be rewi,ee in *eclat application. Trusses fall be .r.<f.d in a plumb and straight position. HANDLING. Tr,n.n Jell L. handled with core during fobricatian, shipping and erection, to R••ent don'u'ts. - LURING AND fAIRICATION salt to occompliJed wiry equipment which will prod.,.:. unasrlitti,g 'pink and plain. OVER -ALL SPANS are based on nominal 4' beatify width odd may be irctea.ed byes much as 6' with roe - :nal 6' Gering. DESIGN STANDARDS conform with the applicobe provision of de Notional Design Spec - Rficofiorr' oat "bgTN Metal Kahl Concocted Wood Trcrw• ITror. Prot. 6wi ,:.), Gable ' 2x4 at 2' -0" o.c. End End Wall Z. r Sanford Framing Anchors=) (one req'd. for single outlooker; two req'd. for double outiookers) r r- Furring strips or lath P ( Sanford Framing Anchor Gable End 2' -0g noiler Sheathing - R 16d mills Trusses —Z, spaced at 2' -0" o.c. Furring strips or lath 1x3 continuous at 2' -0." o.c. Sheothing X Trusses ?�. spaced r of 2' -0" Double Truss TYPICAL SECTIONS SHOWING OVERHANG WITH OUTLOOKERS 2x4 lateral brace as req'd. 4' -Or' to 6' -0" 2x4 at 2' -0" o.c, or 16" o.c h ailer 4 symmetrical about except as shown. 2 x b °� or as required 4' -0" SANFORD 600-C PLATES aye 20 gauge galvanized steel unless 18 gauge is specified, o.d shall be applied to both feces of truss of eoch joint. Plates shall be locoted symn.errical about joints, un- less placements Of i ndicated by circles (o) roe at dimensioned. CUTTING AND FA/RICATION shell be accomplished using equipment which will produce snug - rutting joints cud plates. 0'('F- ALL SPANS are based on mminal 4" beoring widths and may Le incr eas•d by as much as tTs nominal 8" beoring. DESIGN STANDARDS conform with the applicable provision at/. " Na- tional Design Specifications" and "Ugh* Metal Connected Wood Trusses" (Truss Plot• Institut•). FIELD BRACING is not the .espasibllity of rho designer, plate monurocturet nee truss rubricator. Persons erecting trusses a outloned ro seek professional odvic• regard to the erection brac- ing, which is olways oquhed to pesent Ming and "dvninoing" dating erection. and ileum ant bracing which may be required in specific opplicotions. Trusses shalt be a ec'ed in a plumb ond straight position. MINIMUM LUMBER GRADES or• specCed. Lumber of the some or g■ Valet sn Cif values may be eu6stitured. A�ht8E� specifed is For na mat conditions of service and fabri- cation; it may be increased or reduced at the architect ardior fabricator's option. Trusses should be handled with can during fob cation, shipping and erection, 10 pro.ent domoge. 2.5 x 4 3.5 x 4 'a 2.5x4 6 2 x 3 - 12' 0" -T� 2.5x4 J Optional Splice 20' -0" 3.5 x 4 2x3 16' -0" 5x4 N O CV 2x3 cZS lit VALLEY DETAIL 2' -0tt 2x3 3x5 2 x 3j Typical Truss Spacing Note: For longer valley frames, space vertical members 6' -0" o.c. maximum. 3x5 Ridge Line LUMBER: 1500 f Industrial Douglas Fir 1500 f Industrial Western Hemlock or No. 1 Southern Pine 2' -0" Gable r End i Truss Use one 12d nail at each truss. Standard Trusses 2' -0" O.C. 2x4 7 1/2 of 2 x 6 see Detail 1 i x r N 8 Std. Trusses Top chord of Truss SECTION F - F ' — "'— // \ 'i' VAL _EY SE f F F.J PLAN DETAIL 1 Special lumber for bottom chord of valleys g N U Ridge Line 2 x 6 cut to match pitch of truss. 2 ' -0 t* Gable End Truss N N N Gable End Truss D -8 O D D r v rrl D copyright 1967 Trusses Spaced 2' - 0" O.C. Note: Web members to be 2 x 4 or 2 x 3 1500 f industrial Douglas Fir, 1500 f Industrial Western Hemlock or No. 1 Southern Pine. L Truss Symmetrical about C except as noted 30' 4" 28' -8" 26' -8" SANFORD 600-C PLATES are 20 gauge galvanized steel unless IB gcoge is specified and applied to both faces of truss of each joint. Notes shall be located symmetrical abo n less placements or is a.• indicated by circles (o) or a dimensioned. CUTTING AND fAb shall be accomplished using equipment which will produce snug- fitting joints and p ALL SPANS ore based on nominal 4" bearing widths and moy be Incased by tb much wS tTi nominal a teorirg. DESIGN STANDARDS conform with the applicable provisions u Kant Design Specifications" ord "Light Metal Connected Wood Trusses" (Truss Pid IELD BRACING is not the responsibility of the designer, te manurack, co nor truss fabricator. Persons a ■ecHng trusses o.e cautioned to seek professional advice in tegord to the er 1 o, ..hkh is always ,egoied to pw,ent toppling a.d "daminoing" during median, bracing which mo applications. y he required in specific Trusses shall be elected in strai position. MINIMUM LUMBER GRADES are specified. Luxr of the rase stress values moy be substituted. CAMBER specified is for no mot conditions o f servic . and rabri- cation; it may be Ina eased or educed at ilo architect ord;'or fabricator's option. trusses should be hadled with core during fabrication, shipping a,d election, to p�e.ent domage. 5x5 Equal - 1 ' - 00 TYPE B (one allowed) 12 Pit)e Fir 18 -3. x 5 18 -3.5 x 4 3.5 x 4 Design Loading Roof 45 psf Ceiling 10 psf Total 55 psf 33 -1/3% unit stress increase. mlock 18 - 3.5 x 5 3 „ — 18 -3.5 x 5 3.5' x 5 Comber 1/2” 3.5 x 5 2.5 x 5 s- 1�b ���...• -- RICAf ION L e Max. Overaru l l l Spans � � T1 Dense So. Pine f the "No- I • tr • . Imntatel• pla . tr. W . em . edict a«- 11 Southern Pine m oPl �`e m oa rr � 150QfInd,Dauq.Fir °' ° " °'° '1500f Ind. W. N eml . 1/8" -1 1 SPLICE TYPE A TOP CHORD SPLICES (Only one allowed in eoch chord) 2x3 2x Top .2x. atm. Chord Chord 291, " 26'- O tr 27'- 8" 26'- n" 24'- 8" Dim. Span Pine/Fir Hemlock 3" 30' " 18 -5 x 6 - x 7 2 -T /2" 26' -0 -8 " 5 x 5 5 x 6 T UMM Ov era ord 29' -4" Clear Span FORCE DIAGRAM Span Pine/Fir Hemlock 30' -0" 2.5 x 11 3 x 11 28' -8" 2.5 x 11 2.5 x 12 26' -8" 2.5 x 10 2.5 x 11 24' -8" 2.5 x 9 2.5 x 10 Note: Do not combine Type A & Type B Splices in some truss . If necessary, two Type A Splices may be used. 1610 D -32 z N O L>t L!s 0 Q 18'- 0" 18'- 0" 18'- 0" 18'- 0" copyright 1967 F �� A. \`t O CAROL 1 9 SANFORD FT. L'UOLPDALE .V VI, FLORIDA , ‹:`, �� F RED PRGr SANFORD 600 -C PLATES are 20 gauge golvonited steel u nless 18 gauge is specified, and shall Le applied to both faces of truss at each joint. Plates shall be located symm.etricol about joints, un- less plocemenh are indicoted by circles (o) or m dimensioned. CUTTING AND FABRICATION shall be accomplished using equipment which will produce snug - fitting joints and plates. OVER- ALL SPANS ore based on nominal d" bearing widths and may be increased by m much as 8 ith a B bearing. DESIGN STANDARDS conform with the applicable provisions of the' No- tional Design Specificotiorns" and "Light Metal Connected Wood Trusses" (Truss Plate Institute). FIELD BRACING k not the esponsbility of the des; finer, plate manufacturer nor truss fabricator. Persons e,ectir.g trusses ore cautioned to seek professionol advice in regard to the erection brac- ing, which is always requi ed to pre.ent toppling and "dominoing" during erection, and permanent bracing which may be required in specific opplic otions. Trusses shall be erected in a plumb and straight position. MINIMUM LUMBER GRADES ore specified. Lumber of the tone or greater stress values may be su6stitoted. CAMBER speci Fied is for normol conditions of service and fabri- cation; it may be inaemed or r educed at the architect ardjor fobricotor's option. Trusses should be handled with care during fabrication, s hipping and erection, to pre rent damage. Note: Web members to be 2 x 4 or 2 x 3 1500 f Industrial Douglas Fir, 1500 f Industrial Western Hemlock or No. 1 Southern Pine. symmetrical about Q Camber 1/4" ALTERNATE Q JOINT (Spl ice) el . Str. Dou• . Fir el. Str. W. Hem 1 Southern Pine Design Loading Roof 45 psf Ceiling 10 psf Total 55 psf 33 -1/3% unit stress increase. 1500 f Ind Doue Fir 1500 f Ind W. Hem. 18'- 0" 16'- 4" 16'- 8" d 17' -4" Clear can 1920 FORCE DIAGRAM Equal Areas D -64 - -- - - - - - -- date: Februa 1, 19.... „,.........r............., 65 Rev: 1 -23 -68 —_ file no: GGM - SIMP. K - 34 - 3,.:55.121 MAXIMUM TRUSS SPANS, BOARD FEET of LUMBER in GIRDER and REQUIRED BEARING for GIRDER Single Member Girder Double Member Girder Triple Member Girder Bd. Ft. GirdLen�tlf Span in. Truss Span Bearing* Truss Span Bearing* Truss Span Bearing* Regd. A 2 x 4 Regd.' B 2 x 4 Regd.! B 2 x 4 31 34 36 14 15 16 22 22 26 29- 5 24- 6 20- 8 A 29- 5 24- 6 20- 8 17= TTT- 15- 1 0 14- 0 12 -11 12- 0 r 10- 4 9- 8 40- 40- 0 0 B ' 40- 0 40- 0 29- 7 27- 5 25- 6 40- 0 2 x 4 2 x 4 B 40- 40- 37- 32-11 0 I 0 3 4 40- 0 40- 0 39- 1 36- 3 34- 5 32- 6 30- f7" 29- 2 27- 9 39 41 44 Eby 49 51 17 18 19 26 29 29 I 1 1 r ,<- 1 76=TO 21 -10 27- 9 8 36 -10 31 -10 27- 9 24- 3 21- 5 19- 0 23 -10 22- 5 21- 1 19 -11 18 -10 17 -11 40- 37- 32 -11 29- 0 3 4 E 20 21 22 32 32 35 35 38 38 c OD 1 t 1 A - 4 -10 8- 8 I 1 I D* (0 C 24 .3 21- 5 19- 0 T=1 15-2 1 3 - 7 54 57 5? 23 24 25 V 2 x 4 16 -11 15- 2 13- 7 16 -11 15- 2 13- 7 26- 3 2 23- 6 21- 3 19- 3 17- 6 15 -11 3 23- 6 21- 3 19- 3 17- 6 15 -11 19- 3 17- 6 15 -11 1 co O 1 1 1 1 1 1 0 ("'") -0 rs. Lrl IN NN 61 64 66 69 72 7 4 76 7? 81 26 27 28 29 30 31 32 33 34 •1 41 44 44 47 47 50 50 53 NIK lkik 12 ., 11 1 10 1 12- 3 11- 1 10- 1 12- 3 11- 1 10- 1 i 1 .7` CJ 01111111141111 2 x ; 9- 2 t- 4 9- 2 6- 4 14- 7 13- 4 12- 3 14- 7 13- 4 12- 3 14- 7 13- 4 12- 3 1T- 3 10- 5 9 -72x4 11- 3 10- 5 9_7 11- 3 10- 5 9 -7 *Column. 'Regd." gives required bearing for maximum truss span allowed for that girder span. Column "A" or "B" gives ma�xxim n truss span that condition "A" or "B" can be used for that girder span. Column "2 x gives maximum truss span that a 2 x 4 plate can be used without scabs for that girder span. 8rgriWi oNDITIONS: ee reverse side of t is sheet for details for adding sca•s to gi •ers. A 2 x 4 plate with (1) s or 2 x 8 plate. � 2 x 4 plate with (2) scabs or 2 x 8 plate. . 2x 8 plate with (2) :cobs. - la 4 (1) 1W 2.5 - (Front Only) /4 - 6" 1110.111 v______ 3.5 x 7 (1)1W-2.5 Only) 5 11,720k 00�` T 1 'ter` 7x 12 3.5x7 \ 3.5x7 11,4001T R - 5700M + AXIAL FORCES AT MAXIMUM LOAD �! TENSION WEB DETAIL 2 18 -5x 12W2.5x 10 ;- 2" II } t LI.J 'tt� 2 x 8 ��! 2 x 4 Min. - 2 -1/2" 18- 7 x 8W 5 x 6 18 -6x7 L distance a 2" 1/2 "Heel Height 3x 11 Note: 2 x 8 Minimum Bearing Sanford 600-C plates are 20 gouge galvanized steel unless 18 gauge Is specified, and shall be applied to both Faces of truss at each joint. Plates shall be located rymmetricolly about jo' :nn, unless pl ocen,ents ar e e sed by us h us 8" «,th n relnal 8" Leafing eidths, _ equi ed bear,ng oboe fable. Indic l by urck, (0) or dimensioned. Ov rall Spans ate based on n ominal 4" bearing widths and may to i m Lateral Bracing of Top Chord: This truss has teen designed consi taring test chord laterally braced at leteemals eat exceed ;ng 3' -0 ". Feld 6rocieg The designer bears non ponib;P,fy for the e,ec bon o f sr,sses manufactured in accordance with this design. Persona wing sash trusses are copeoned to seek professional .advice in regard to a ect:an bracing, «hick '.s &ways ,equ', to p. - .tent toppling and "u oing" dur n and permanent bracing which may be required in spec;f•e applications. Lamber 5ubataw: on: Oder 1„4er of tf,e same species with equal or greater stress .al - e , may be subatltuted for that shame ass erection, design. Fabeica Con: San Ford Gr■p - Master trusses shalt be fubrlca ted in adequate jigs, so that opon completion all joints rho II be reasonably snug. Girder Connection: See reverse side of this sheet For wens.Fan requ iremenq. This truss has been devgned to meet opalicoble provision of the 'Notional Design Specitrootlon foe Stress Grade Lamber and its Fastenings Sty Nation TLumber Manufacturers Assoc :ot'on; and " Design Specifications For Light Metal Plot. Connected Wood Trusses" by Truss Plate Irat ;tote, Lumber: Shall be Cons trvctiun Fir or f: Souther' Pine, All webs 2. 6. Design Loading: Live and Dead Load on roof 45 psi Note: 33 -1J3% atlowoble unit stress ., Dead Load on ceiling 10 psi ) ease For short time Ixding. Total Design Load 55 psi Sanford Truss Hanger. See Sheet ° 699. o. Axial Forces shown ore based on supporting roof trusses on one side of the gi•der plus one f t . of load on the ['them s de qt the gird span and ,, ss soon ttiot m . l l g l . e the max m„l load. DADE SANFORD TRUSS Rev 2-28-68 Rev: 3 -13 -68 Rev:4 - '1' copyri9Ft 1968 ion ford Inns G - 41 :f t C.. r ( -3- 6 r L . _5P/1 31 . _E.5 F .. I p;oP I ocKpurs 1 v.4 a ri 3Y ND Tf t OTM - „IS I 1 M E t GJ R_ !: 4 ire' T j I L I -1 ,) C 1 14 iZM tXI'rt� , ? LCOi1(;UTS f F,',/1 I i 6 1 - 7 F co C F'- I I 100 _No Tr. I`' 9 XJ 3'r 0 11t�,t�i v J M I rit _ t N N 0) \g NOTE: TRUSSES MUST NOT FEAR ON ANY INTERIOR WALL OR PARTITION UNLESS DESIGNED FOR SAME. ,A !,E1yc,rft isOLrE f rI +! • ''4; R C,Sfr4 CLIP 3 a r / » Q' - - . SECTION - �� ----- t ' TYPICAL OVERHANG --- Erx iN ACNOAS OVER. `1 CNOAOs It F!)R €NG W tIS S G.kTa10 Jartct-tows Ovea. Top CIio.l.os NOTE: NO CLAIMS OR ©ACKCHARGES WILL BE HONORED IF NOT MADE WITHIN '14 DAYS FOLLOWII'(G DELIVERY. NOTE: ALL DIMENSIONS MUST BE CHECKED AND VERIFIED F3Y L1LD'R. BEFORE CONST. MIAMI PREFABRICATORS, INC 15450 N. W. 27TH AVENUE 8ROWARD 524 -1241 . DADE 685 -2431 OijNA..M 'r0 - ,) , , r , -' ARCHITECT, OT': A/ A.'? I ;3 L K DATE II CAW. BY u CK. BY PLAN No. ' i a. 7 •na� cyc ' �7 J?/ ,u ti t / • - i S ¢ • l cy /4y� 4 C� . vN�� l•3 C2 2 c- t E.d i e1 0) 1' a P t � V /3A,,t ,V o 0 /109_9 v _ I . WEST . ELEVATION ?t,S 1 � f u .few. Q -, r>4 , / AICI1 f4-44 j o y � -•--r' ;--•••; . • .�s .,:. •:p. to ••• 0 / G! F ,ilii1 17 {tiiTrtippt FRONT - ....,., eel K.I J fv eC i ' f± nick L /ciC. y - -''`- w �� r - • t t4 . -1 444 EN LEVATIQN • • l v c c v • f .. CABINET • 444 1 : • ' ' 4 . } f -. r?"?.41 1( , +, 5 3 o , � I/ 1 , 51. ELEVATION G ELEVATION Pl� s7rr) [DETAIL S 7 (J c c ✓` ~ _ �- :� Ael t' ,. /94 a // v /1 c.•/_ � .1 J:d V � / '/7 t 1r � j �•� r.:4416-,4 // :1 l/p p.1,)x _ 1 . t /7p• .4 f 4,„/.; L: L,,! %� 1 c� •rC•�7 F / r �� i 4 `` - /c.';1 2./. otvi 0 " /J iJ S• /CO 'S+ V� kI/f')t CGS ->Y r7( EAST E LEV•ATFON 13 r--1 I /-/ :3110+ <i (4-0'7 t t c [ r):S. 1 REAR ELEVATION '1 0 <j • k - ) 9 :3<4. b / c c 4 ) • -P (;; Cyhlc ! ! -+r) 't 4(, .• /1�tf. 17<) D E T A L L BATH N O. 1 I/2"= II -0" :L :: '.; ..:.._ �:-.- ._.,... .,. k D : * BATH p? 4 3 J fe' j ,1 l o,.•c Y w3'� 41 3 y /-r /d 1t(.1>1 • GENEML EON- RACtOR SHALL VERIFY ALL D'MENSCNS AND CONDLT(ONS AT SITE AND SHALL. NOTIFY ThE ARCHITECT Of ANY DISCREPANCIES FOR CLARIFICATION QEF()IITC FROCEEDiNG WITH THE WORK. v t'.et r14 tit, cr?C f t s fE'rA • 1 4 4./0 "let 1V T l ct/ + :� ,4str) 64 ,- //�<a.�‘.._ 11‘ i AC 6,0 !ut)!/ f S�l�•cZ /v / ,7fLL:I.i ! ' +.)t //'•Jtfittt 73 P/ !� d ra . .4 • - '5 '1.. • A1 •9S?L � to YU ,)rt IT 671:14 ( 0 i '/ )( " IC . �k1C C t 1 / 1- -- k )0 7!/ • l t4 S '7 L- _ ,..,....._____.__.,........_„ • 'WI ( i-'? l't /j1,4 ( (9 .t! D WE SS ARE A, -- o Jcto °Ant 7 a SI ter .2.i.F•w .::%SL : - xrs��'�s3�s.-$.ihs .."" s':r.c.._u r I F ? J AaeH! r4 �s `t MIAMI ? ► I, ft .<LYIF+I±*..;r±r. Ts...:-...'- aw..w- ac....s. -_ i--- d....y..a.. .4.4 A..•m -.w,z dst', ,. • „.• • '" 1 1"/ r- T- r • ic...1"‹,:yg • ite. S. 21P.6' 4P 3. r fp,c.tsC) /AV 4 ./ , k ()111ci t, . 11 crof..)h . _ .1.4o. to 71 •It7.77 117 % aa7 • / FOOTING SfZES . Ar/D REINFORCING ARE I3A.SED ON AN ALLOWAeLE SOIL efAlkiNq CAPAcnTY Of 2.(l P.S.T. • ALL FOOTINGS SHALL REST ON LINOIS- iiinED SAND AND Rock. ••••••107. 7.7 "'" • - - 5 ,5 c . S r, I j At, (0/*/ ;kit-2c fte::st.i C.. 10 p ( /1 Lt. L 1.1 r? k-A- S* I i s 1 - - - 41,..1 - • , ' L. c \o, • • /4 c.)'' „ • , ` • , FOUNDATION PLAN . 47 .*/ Q I C.7 C k.- '1 • 4 2 ; ffTT- • C Of'? 14(.1 WALL ( ‘.‘ G t r-1,6 4/ pl 6E5 c. J3(e.2c;IS AA..., 4,4417.24%, r e fib•t, 41 „,-7 k...4(.../.•-1 1 1 1_4( Ct.>(.1b I d 11. 'wiry c.x.11 G p I /?--- s3 • Auce-->?t-c„) 7c> 7 '07 j<i --2,4/2 Ty.; %:.i ti 4 4 J . C r...>0 SECTION AA 1 1 2 11 =1- 0 0 ki 30 /is_ 7/ 1/4..t ,--.:: -..y • 0 ; 4(..?t„.y," 4.-..-f"...) • r 'a 61-/&t..// .04-r.) If /.4- / -') - I -/-4 rk,1 : iIL 1 ) • *SS 1W ' .4 3 /1 - • phi ci `374 //t/.4 4 b(j) 3 Q C- " .) Ot 1.4 i,J v ••=.1 " ca c • - $1. /•1 s - • - 3 t yecy›.t • FSAJc...,x) Y-4/..c; • w) /4 5 71' t,/ 1.s. iy-,, £444 .t%#? 76-46( "CS / 4:- "7 7/ 7 0 ( .." c) )t-t 'SC:14 1 4, dr? Ca 15 SECTION y1/2 11 4ez 10 4 v (. s .‘ p)t- ,s-‘t,11' 'fit-ib ‘,.,/ 4 oh- 6 ve-e, jrc . 1101712(14( //(?' , . • 11 • ,2 4 it-v.)04 p 4 CI 4 ',. ( IP 1(.2 „kci t• /-14.4- A t4t .44 L. c C . T5 4 t 1 e • 9 /0 4 so S' zr /•.) • - , .14 44* al... 44 4444 4 4. 4,4.4.... 4. -OA 44. 4.44 .4 a 4440 44,4 -.4.44.44- .44 1444 .04,4 .• • • -<, 1 'FOOTING SIDES ANO REINFORCINe Al4A BASED ON AN ALLOWABLE SOIL 111„WHG. CAPAC1IY )r.p) Alt. F()QTG HI I S S T liNOIS. TUR2ED SAND Aro . ; r - r • /. • 11,. 3 • c›7 ?L' 0:1;446. Ay 1"47 1 'Z 24W11 1'7-10i-4/ , -/C1A70.- /6 Po1_ SITE .AND 4 1 7 MUSS' s'i• 1 /,14/ 6y e - 1 Z, -„s.e.tv /"" Q .,t.ts .‘c• /5' ROOF . GEN(tLAk., (•410NTACTOR SHALL YER'y ALL NO CONDITIONS At VIE ANOSHALJNOliFY ThE MCits TEC t OF ANY 01.1k.f..fA FOR CLAR:ffCAtION eLF ()RL POdQ( yu4 tHE vs,ORK, / /74 /0 Is" 4• le • VI • *7 ••• ■••••1•7•77.4-••• 1 JOHN A. MAYO CONT F. o. BOX 906 N. MIAMI, FA. 33161- , JOHN A. MAYO CONTRACTORS P. 0. BOX 906 N. MIAMI, FLA. 33161 • ■ PLAN 70 I) ost /8" • • - Pia digitk. 1:4 itl4 up. A #.• ".1V.114.1441 V $104,11!,0.1.1.." igltAd, CU • 1 • : kJ (23 [F. : c.) II U A cHil t. l , • . 3. f. 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