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839 NE 97 St (11)„trlrll,t.� f a r r,,y� 7. or`, t ,_, 1 11.11),:C",.."1” t rt}' y l I I ctttr t ttfY. I�.I hr> r 2 t tt r1f� r f.,. ( %rf.,c. ?'f )lY "F� �� h,11.1•;;,;.; f � >�� ,/,,ii,;-,r rY: �,� '� r]� ziaz -. lr itir x a'' 1,)t ` r' .t�t L < r� r ., of c 4 ' •_; ..� t , ,-:./,...,. '. , 1l) ttr'',ti 6:3 1 t 1 t fq , �� :y !•fir' j � f, ..? c'' lt�.e,' lt r �t t` � •j( atl•a t. sib-4 nz. f rit •, t Y h'is t. • Co A /, , 1 ) , . • ? %- 7// I _ _,/ ,f/ ) . z) /_ /) _ • / t P • o r,f (40:111tviie;:44000X4 OW. p 'itk,r;t414:1 ' • de cdaMEIcifkk . 2- Z Tit.18SpS8t0fed114:0200taliShOUld be sup - poried OflbOCijfl9tO pre\,nt excessive lateral bending and Isen m�t s tur e gain. 4z ' 4- , HANDLING , I NSTAL4ING:&:tiRACKG METAL muss PLATE INSTITUTE PLATE' CONNECTODkINOOD TR U8S ESP, D'Onotrio Dr., Suit& 200 , Madison Wisconsin 53719 t (608) 833-59.00't It is the raipohSibilikr. oethe Installer' (bitilder,'Suirdinii Conractor, licensed personnelln th e woodttJs indu stry, but m u st, e to the nature of responsibilities , con rat driactor',Ott 'OdnitaCtdi,),id"ProPeily.) sfore, invOlved, be presented as a gUide for the use'of d qualified building designer handleOnstall and braetirtietalPlate riected wood triiSSel to life and installe r,Th us, th eTruSS plate institute, Inc. expressly disclaims any responsibility proper/'/ .14e instaljet,n*St;exerois4 tile am� high`degree§fSafety awareness as for damages arising frOm the uie.applIcatiori:cwieltanceonthe recommendations, with anyOthei Str4otiKal tntensi.thits*Kiedinnnendations to* and information Contained herein by building designers i installers, and othe(s . be interPreted Copyright bY.Truss Plate institute, Inc. All rights reserved. This document or for handling, nstallirig anrabrg wod trusses paitiC0iiri erfropeeThese any part thefebf must not be reproduced in any,fOrrn without written permission recommendations aretieiSikrt,10dilthe'CollettiSie eiiderle4e1:1Jetidi teOhnical of the publisher. Printed in the United States of America. 4, " ,` -; - " • - TRUSS STORAGE tktqffrOit'‘(.0 8hItht DANP4Rg''''AIPANG4Rictds!gii4t0 ' te to 16W. ItiiktrAnkot Act,varn7 tjou • Trusses stored vertically should be braced to prevent toppling or tipping. pp oximatety < rt Approximate tru9s s truss teigt Truss spans lest' than 30' Approximetely$ l 1 truss len fl an or equal to Tag Una Spreader Bar Spreader Bar Toe In pproximateIy to. truss tengih.. Legs thanor equa to 60 Toe In Tag Line Driven ground stakes "'. Blocking _ Typical horizontal tie member with multiple stakes (HT) End Wall Plan —y. GROUND BRACING:BUILDING INTERIOR tat fru group,! Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing Is installed. ram° 2 Tag Line eaderBar arn& Asr Approximately 1/21 V. truss length Greater than 60' 10' 10' 10' iTEL /17 %!> Approximately ,3 to 3/4 truss length At or above mid-height Tag Line Strongback/ Spr Strongback/ SpreaderBar Greater than 60' GROUND BRACING: BUILDING EXTERIOR Typical vertical attachment uefof bra oup of tru aal oa (EB) SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBs) [it trusses] SP/OF 20 SPF /HF 15 Up to 32' 4/12 8' Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONALBRACE' SPACING (DBS) [# trusses] SP /DF SPFiHF Up to 28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer Top chords that are laterally braced can buckle together and cause collapse if there le no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. OF - Douglas Fir -Larch HF - Hem -Fir Continuous Top Chord Lateral Brace -- Required 10' or Greater Attachment Required SP , Southern Pine SPF - Spruce- Pine -Fir All lateral braces lapped at least 2 trusses. Frame 3 DF = Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at (east 2 trusses. 5 i SP - Southern Pine SPF - Spruce- Pine -Fir Continuous Top Chord Lateral Brace — Required 10' or Greater Attachment Required Top chords that are laterally braced can buckle logetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. SCISSORS TRUSS SPAN MINIMUM PITCH "' BOTTOM CHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BRAE SPACING (DBS) t# t usses] SPIDF 20 SPFiHF 15 Up to 32' 4/12 15' Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer r AnNit G -, Old ti t2fb blowti e w zye perso at,tnjury or damage Er Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. 3 • 1 45° L WEB MEMBER PLANE 12 "I 4 or greater Permanent continuous lateral bracing as specified by the truss engineering. Frame 4 DF - Douglas Fir -Larch HE - Hem-fir SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE Cross bracing repeated at each end of the building and at 20' Intervals. SPAN MINIMUM DEPTH CHORD LATERAL BRACE SPACING(LB TOP CHORD DIAGONAL BRACE SPACING (DB (# trusses), SP /DF SPF /HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP • Southern Pine HF Hem -Fir SPF • Spruce- Pine -Fir The end diagonal brace for cantilevered trusses must be ptaced ort vertical `:`webs in line with :the support.' �7t [T"i t- `0:11ririp,tA)1( f"it1iii (t -i; `: Continuous Top Chord Lateral Brace Required 4x2 PARALLEL CHORD TRUSS:TOP CHORD , Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the lop chord when purline are attached to the topside of the top chord. End dfagoriafs are gSSerLltf stability andmust be du) iCate both'end of the truss system: Ny End diagonals' are es stability and must be duplfc both ends of the truss system Frame 5 2x4/2x6 PARALLEL CHORD TRUSS. Top chords that are laterally braced can buckle together and causecollapae if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Continuous Top Chord Lateral Brace r-- - �i Required 10" or Greater l • Attachment Required —� i 30" or 1 greater 3 Trusses musttave.lum ber orientedin the hori- zontal direction to` use this brace spacing; SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (08s) (# trusses) SP(DF SPF /HF to 24' 3/12 8' 17 12 ,p Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer OF - Douglas Fir -Larch HP Hem -Fir Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. MONO TRUSS 1 Diagonal brace also required on end verticals. SP - Southern Pine SPF Spruce-Pine-Fir it lateral braces tipped ; at least 2 russes Continuous Top Chord Lateral Brace —� Required 10' or Greater _L PLUMB Truss Depth D(in) Lesser of D /50or2 INSTALLATION TOLERANCES D(in) D /50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4' 3' 48" 1" 4' 60" 1.1/4" 5' 72" 1.1/2" 6' 84" 1-314" 7' 96" 2" 8' 108" 2" 9' L(in) 1/200 L(ft) 200" 1 " 16, 7' 250" 1.1 /4" 20.8' 'l ►�z' .I' t,.tt 3¢ •1!l`f!'t�C��'�• f ir• �,c��'� u��'r. ��I�j•��l'•rr� L(in) 1/200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' 300" 1.1 /2" 25.0' Maximum Misplacement 0 TRUSSES IANDARD ROOF \ /ALL B ADE OF LUMBER o, 2ND 19. SP :o, 2ND 19 SP !O, 3 19 SP 1 itillik AIM ,:. manimik PARTIAL ROOF LAYOUT 12 ` l pitch Supporting truss \ 't to •7 VALLEY AREA 2x3 (typ) Strop 0 48" o,c. see note (c) below 3x. Valley trusses at 2' -•0" o,c 6" wedge nailed to truss w /2 -8d toe not s or bevel cut bottorn chord of valley truss-, TPI -92 Crit, 'SFEC :95 Revised: 7/7/94 STR, INCR.: 33% DRAWN BY: P,G, CHECKED BY: REP. STRESS:YES MiTek Industrie Inn, Support; at 2' - -0' o,c. NOTES: (a) Provide continuous bracing on verticals over 6 -3 ", Connect bracing to verticals ' ? /2 -8d nails and bracing must be t,cd to a fixed point at each end, (b) �Yax spacing for vertical studs- 8' On trusses with spans over 24' -0" t' vertical should be spaced at 5' -0" o,c max, (o) Conn, for wind uplift w/ min, 1 1/ 1 uu, twist strop at 4' -0" intervals w /'1, 10d nails each side of strap, Mo:< 120 :npli i,yind speed, 20' - -0" ., ail Iicic!it. ; ASCE-7 /88 Y DETAIL Noce: Plywood sheathing be extended below valley trusses, Provide opening for straps to connect to trusses below• r3 OT uUUI MICE. x 'r Approved for MiTek Industries Inc, TOP CHORD CONNECTION: 50" JACKS - 4,8 -0 NAILS 3'0' 8 1'0' JACKS - 2,8 -D NAILS 3X4 MIN. P v 25 MAX. P - 10I BOTTOM CHORD CONNECTION: 2,8 -D NAILS 1 3X4 E4 N 12 REACTION - SIZE 1 - -503 3.5 1- -420 1.5 3 --406 1.5 16.97 MINIMUM GRADE OF LUMBER T.C. 2X4 No.2 19 SP B,C. 2X4 No.2 19 SP Webs 2X4 No.3 19 SP LOADING (PS L F) D TOP 30 15 BOTTOM 0 10 SPACING ; 24' O.C. COMMON JACKS P 1 5 -5 -6 7'0" COR \ER SET TPI 95 .Cr It, 5FBC-95.. STR. INCR.: 33 DRAWN BY : TAN CHECKED BY JAI REP, STRESS: NO 2 3 2 3X4 2X3 5 9 -10 -12 CORNER JACK 1 COMMON JACK (TYP) OPTIONAL VERT. 4 -5-6 =3 = 0 M1Tek Industries Inc, CORNER JACK PARTIAL *ROOF LAYOUT 2X3 3 3X4 NOTE, T IS DESIGN HAS BEEN CHECKED WITH 120 MPH WIND LOAD, WALL HEIGHT 10 FT MAX PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS , 750 LBS AT COMMON JACKS & 2S0 LBS AT CORNER JACK. E»1 DEPT, MIM9. DOUBLE BEVEL CUT AT THE END OF TOP AND BOTTOM CHORDS. CONN, AMR. 45o .VCAAM. REACT -= X10= 550 U1'UFT 4 lZGACTI Q N (e PDIDR,) (Gt�IQ 12EQ'D) oe < ,,,sk 1 � F IO Ak e r F � 5 • STATE O F 'p�`' • t I o ;sc • OVERH,AN3 GRADE CF GRACE OF LUMBER 2X4 No 2ND 19 SP 2X4 N0 2ND 19 SP 2X4 No2 19 SP MAXIMUM OV OVERHANG vv:T'HOUT RETURN TPI -92 Cr1 SSBC -91 NG L. (PSF) STR, INCR 33 30 1 DRAWN BY U,A, )M 0 l0 CHECKED BY 01 NC 24 Inch O,C, REP, STRESS YE$ LUMBER No 2ND 19 SP No.2 19 SP N'o,20 19 SP No,!ND 19 SP No.1 19 SP No.10 19 SP NOSS 19 SP SS 19 SP DSS 19 SP 2X4 2-8-3 2 -9 -1 3-0 -2 3 -0 -2, 3-7 -3 3-8- 3 -8 -13 2X5 3 -10-11 4 -e -11 4-1-7 4 -5 -6 5 -6 -12 5 -9 -3 5-10 -7 2X4 2-10 -13 3 -0 -12 3 -3 -2 3 -3 -2 3 -4 -13 3 -6 -7 4 -0 - 4 -2 -7 1-3-5 2X6 1-2-9 4 -4-.11 4 -8 -12 9 -9 -11 4 -7 -15 4 -9-10 5 -2 -5 6 -0 -4 6 -3 -4 6 -5-7 0 PSF SOFFIT HANOS r OPT IONAL RETURN MITek Industries Ina LEDGER BOLTED TO THE TIE BEAM (BY BLOR) OVERHANG WITH RETURN 2 PSF SOFFIT Approved for uslrles Inc, = = =« «ACES -32 Ver. 1.1»» [ 012066 ] « «MARTINEZ.TRUSS» » Customer : SOUTHERN- INSP - -LAGO Wed Nov # 25 : : 1998 Project #: 98111351 Truss ID : Ti Span : 18 -6 Quantity : 3 Top Pitc : 3.5/12 = = Bld(10/16/1997),v1.1 1- 2 = -2093 2 - 3= - 1647 3 =-1647 4 5 = -2093 PROVIDE FOR 807 LBS UPLIFT AT JOINT 1 (0.62) PROVIDE FOR 807 LBS UPLIFT AT JOINT 5 (0.62) PROVIDE FOR 10 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X= LEFT,Y= TOP):f36 =4,23, 1 2 -8 L. HL TO PK:9 -7 -10 LEFT HEIGHT:0 -5 -13 SPAN:18 -6 LOADING (PSF) L D TOP 30 15 BOTT 0 10 FORCES - GRAVITY LOADS 5 -6= 1986 2-6 = -456 6-1= 1986 3-6= 602 4- 6 = -456 5 -8 -5 5 -8 -5 9 -3 9 -3 MAX STRESSES TOP 4 -5 =0.564 BOTT 6 -1 =0.744 LL.DEFL.C6 =0.10 1 9 -3 1 12 -9 -11 3 -6 -11 3 -6 -11 REACTIONS - SIZE 1 = -1295 3.50 5 = -1295 3.50 { 6 5X8 18 -6 9 -3 RISE:3 - 2 - 3 18 -6 1 2 -8 5 -8 -5 R. HL TO PK :9 -7 -10 RIGHT HEIGHT:0 -5 -13 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2ND 19 SP BOT CHORD:2X4 No.2ND 19 SP < L/360 WEBS :2X4 No.3 19 SP STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7 -93). DEFLECTION(IN.) L.L= 0.10,D.L= 0.08,T.L =0.19 PLATES ARE M1TEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONfULT BLDG ARCHITECT OR ENGINEER. NOV 1998 = = =« «ACES -32 Ver. 1.1 »» I 012067 ] Customer : SOUTHERN - INSP - -LAGO Project #: 98111351 Truss ID : T1A Span : 18 -6 Quantity : 9 _ = 91d(10/16/1997),v1.1 1 -2= -2093 2- 3 = -1647 3 -4= -1647 4 -5= -2093 PROVIDE FOR 462 LBS UPLIFT AT JOINT 1 (0.46) PROVIDE FOR 807 LBS UPLIFT AT JOINT 5 (0.62) PROVIDE FOR 10 LBS HORIZ. REACTION AT JOINT 1 PLATE OFFSETS (X= LEFTY= TOP):(j6 =4,2], 1 LOADING (PSF) L D TOP 30 15 BOTT 0 10 FORCES - GRAVITY LOADS 5-6= 1986 2-6 =-456 6 -1= 1986 3 -6= 602 4 -6 =-456 5 -8 -5 5 -8 -5 9 -3 9 -3 L. HL TO PK:9 -7 -10 LEFT HEIGHT:0 -5 -13 SPAN:18 -6 MAX STRESSES TOP 4 -5 =0.564 BOTT 6 -1 =0.744 LL.DEFL. @6 =0.10 STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED 4X4 6 5X8 1 REACTIONS - SIZE 1 = -1001 3.50 5 =-1295 3.50 9 -3 1 12 -9 -11 3 -6 -11 3 -6 -11 18 -6 9 -3 « «MARTINEZ.TRUSS » » Wed Nov 25 12:28:56 1998 Family # : 103 Top Pitch : 3.5/12 18 -6 1 2 -8 1 5 -8 -5 R. HL TO PK :9 -7 -10 RISE:3 -2 -3 RIGHT HEIGHT:0 -5 -13 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2ND 19 SP BOT CHORD:2X4 No.2ND 19 SP < L/360 WEBS :2X4 No.3 19 SP SPACING : 24.0 in. 0. c. NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.10,D.L= 0.08,T.L =0.19 PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. NOV 1998 = = =« «ACES -32 Ver. 1.1 »» [ 012068 Customer : SOUTHERN - INSP - -LAGO Project #: 98111351 Truss ID Span : 18 -6 Quantity : 2 _ = BId(10/16/1997),v1.1 FORCES - GRAVITY LOADS 1-2 =-2093 5 -6= 1986 2-6 =-456 2 -3 =-1647 6 -1= 1986 3-6= 602 3-4 =-1647 4-6 =-456 4 -5 =-2093 PROVIDE FOR 807 LBS UPLIFT AT JOINT 1 (0.62) PROVIDE FOR 807 LBS UPLIFT AT JOINT 5 (0.62) PROVIDE FOR 10 LBS HORIZ. REACTION AT JOINT 1 1 2 -8 L. HL TO PK:9 -7 -10 LEFT HEIGHT:0 -5 -13 LOADING (PSF) L D TOP 30 15 BOTT 0 10 1 5 -8 -5 5 -8 -5 9 -3 12 -9 -11 3 -6 -11 3 -6 -11 1X4 9 -3 9 -3 SPAN:18 -6 REACTIONS - SIZE 1= -1295 3.50 5= -1295 3.50 4X4 3 6 3X8 MAX STRESSES TOP 4 -5 =0.564 BOTT 6 -1 =0.744 LL.DEFL.@6=0.10 < L/360 : H91 1X4 « «MARTINEZ.TRUSS » » Wed Nov 25 12:28:57 1998 Family # : 103 Top Pitch : 3.5/12 18 -6 9 -3 18 -6 1 2 -8 5 -8 -5 R. HL TO PK :9 -7 -10 RISE:3 -2 -3 RIGHT HEIGHT:0 -5 -13 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2ND 19 SP BOT CHORD:2X4 No.2ND 19 SP WEBS :2X4 No.3 19 SP SPACING : 24.0 in. o. c. STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.10,D.L= 0.08,T.L =0.19 PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. N 0J 4X4 5 ■ =a 1998 = == ««ACES -32 Ver. 1.1 »» [ 012069 Customer : SOUTHERN - INSP - -LAGO Project #: 98111351 Truss ID : HG71 == Sd(ao 8 -6 Quantity : 2 /16/1997>,vt 1 FORCES - LOAD CASE #1 REACTIONS - SIZE 1 -2= -5936 7 -8= 5645 2 -9 =-180 1 =-2391 3.50 2- 3 = -5720 8 -9= 5726 3 -9= 1272 7 = -2391 3.50 3- 4 = -5488 4 -5= -5488 5-6 = -5720 6 -7= -5936 PROVIDE FOR PROVIDE FOR PROVIDE FOR PLATE OFFSETS LOADING (PSF) L D TOP 30 15 BOTT 0 10 9 -1= 5645 4- 9 = -330 4-8 =-330 5-8= 1272 6 -8= -180 1408 LBS UPLIFT AT JOINT 1 (0.59) 1418 LBS UPLIFT AT JOINT 7 (0.59) 7 LBS HORIZ. REACTION AT JOINT 1 (X= LEFT,Y= TOP):(j8= 4,2],(j9 =4,2], 1 2- f 4 -5 -10 1 7 -0 4 -5 -10 2 -6 -6 1 L. HL TO PK:7 -3 -8 LEFT HEIGHT:0 -5 -13 REPETITIVE STRESSES NOT USED LOADING STRESS INCREASE LUMBER PLATE 1 1.33 1.33 SPAN:18 -6 ` 9 -3 ( 11 -6 2 -3 2 -3 9 5X8 7 -0 + 11 -6 7 -0 4 -6 + 14 -0 -6 2 -6 -6 8 5X8 5X6 SPL. « «MARTINEZ.TRUSS » » Wed Nov 25 12:28:59 1998 Family # : 314 Top Pitch : 3.5/12 ` 18 -6 7 -0 18 -6 + 2 -8 + 4 -5 -10 R. HL TO PK :7 -3 -8 RISE:2 -6 -5 RIGHT HEIGHT:0 -5 -13 MAX STRESSES MINIMUM GRADE OF LUMBER TOP 6 -7 =0.767 TOP CHORD:2X4 No.2ND 19 SP BOTT 8 -9 =0.913 BOT CHORD:2X6 No.2 19 SP LL.DEFL. @8 =0.24 < L/360 WEBS :2X4 No.3 19 SP SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 LOADING PANEL(PLF) / JOINTS(LBS) TYPE UNIFORM 1- 3= 90 3- 5= 203 5- 7= 90 7- 8= 20 8- 9= 45 9- 1= 20 CONCENTRATED 8= 787 9= 787 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. 1,EXP. CAT. C,10(5 +5) PSF DL,5.00 MI FROA OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.24,D.L= 0.20,T.L =0.44 PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. 1 NOV NA = = =« «ACES -32 Ver. 1.1 »» [ 012070 ] Customer : SOUTHERN- INSP - -LAGO Project #: 98111351 Truss ID : CJ7 Span : 9 -10 -13 Quantity : 4 _ = Bld(10/16/1997),v1.1 FORCES - LOAD CASE #1 REACTIONS - SIZE 1 - 2 =-1357 4 -5= 1316 2 -5= 120 1= -914 3.50 2 -3= 0 5 -1= 1316 2 = -1356 4 = -418 2.50 3-4= 0 3 = -402 1.50 PROVIDE FOR 984 LBS UPLIFT PROVIDE FOR 289 LBS UPLIFT PROVIDE FOR 410 LBS UPLIFT PROVIDE FOR 181 LBS HORIZ. 1 3 -9 -4 L. HL TO PK:10 -1 -5 LEFT HEIGHT:0 -5 -13 LOADING (PSF) L D TOP 30 15 BOTT 0 10 LOADING STRESS INCREASE LUMBER PLATE 1 1.33 1.33 AT JOINT 1 (1.08) AT JOINT 4 (0.69) AT JOINT 3 (1.02) REACTION AT JOINT 1 REPETITIVE STRESSES NOT USED 4 -11 -6 4 -11 -6 4 -11 -6 4 -11 -6 { 5 1X4 SPAN:9 -10 -13 RISE:2 -6 -5 MAX STRESSES TOP 2 -3 =0.806 BOTT 4 -5 =0.457 LL.DEFL. @5 =0.05 LOADING PANEL(PLF) / JOINTS(LBS) TYPE UNIFORM 1- 2= 57 2- 3= 166 4- 5= 37 5- 1= 13 « « MARTINEZ.TRUSS » » Wed iNov # 25 . 1 202 9 : 01 1998 Family Pitch : 2.475/12 9 -10 -13 4 -11 -6 3X4 SPL. 9 -10 -13 4 -11 -7 { 1X4 4 3X4 RIGHT HEIGHT:2 -6 -5 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2ND 19 SP BOT CHORD:2X4 No.2ND 19 SP < L/360 WEBS :2X4 No.3 19 SP SPACING : 24.0 in. o. c. NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.05,D.L= 0.04,T.L =0.09 NOTE: LEFT OVERHANG REQUIRES SUPPORT OR LEVEL RETURN PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. • z_& Nuv 698 = = =« «ACES -32 Ver. 1.1 »» [ 012071 ] Customer : SOUTHERN - INSP - -LAGO Project #: 98111351 Truss ID : J7 Span : 7 -0 Quantity : 8 _ = Bld(10/16/1997),v1.1 FORCES - GRAVITY LOADS 1 -2= 0 3 -1= 0 2 -3= 0 PROVIDE FOR 555 LBS UPLIFT AT JOINT 1 (0.84) PROVIDE FOR 274 LBS UPLIFT AT JOINT 2 (0.90) PROVIDE FOR 180 LBS HOR!Z. REACTION AT JOINT 1 L. HL TO PK:7 -3 -8 LEFT HEIGHT:0 -5 -13 LOADING (PSF) TOP 15 L D BOTT 30 10 SPAN:7 -0 MAX STRESSES TOP 1 -2 =0.949 BOTT 3-1=0.11 LL.DEFL. < L/360 REACTIONS - SIZE 1= -665 3.50 3 =-68 2.50 2 =-304 1.50 7 -0 7 -0 « «MARTINEZ.TRUSS » » Wed Nov 25 12:29:03 1998 Family # : 205 Top Pitch : 3.5/12 7 -0 7 -0 RISE:2 -6 -5 RIGHT HEIGHT:2 -6 -5 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2ND 19 SP BOT CHORD:2X4 No.2ND 19 SP WEBS :2X4 No.3 19 SP STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. 1,EXP. CAT. C,10(5 +5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.00,D.L= 0.00,T.L =0.00 PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. • Nov 1998 = = =« «ACES -32 Ver. 1.1 »» [ 012072 ] Customer : SOUTHERN - INSP - -LAGO Project #: 98111351 Truss ID = = Sp a ,v1 5 - 0 Quantity FORCES - GRAVITY LOADS 1 -2= 0 3 -1= 0 2 -3= 0 PROVIDE FOR 500 LBS UPLIFT AT JOINT 1 (0.90) PROVIDE FOR 195 LBS UPLIFT AT JOINT 2 (0.91) PROVIDE FOR 132 LBS HORIZ. REACTION AT JOINT 1 1 2 -8 L. HL TO PK:5 -2 -8 LEFT HEIGHT:0 -5 -13 LOADING (PSF) TOP 30 15 BOTT 0 10 SPAN:5 -0 MAX STRESSES TOP 1 -2 =0.465 BOTT 3 -1 =0. 03 LL.DEFL. < L/360 : J5 : 8 REACTIONS - SIZE 1= -555 3.50 3 =-48 2.50 2 = -214 1.50 5 -0 5 -0 « «MARTINEZ.TRUSS » » Wed Nov 2512 :29 :04 1998 Top Pi # . Pitch : 3.5/12 5 -0 5 -0 3 RISE:1 -11 -5 RIGHT HEIGHT:1 -11 -5 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2ND 19 SP BOT CHORD:2X4 No.2ND 19 SP WEBS :2X4 No.3 19 SP STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING • 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.00,D.L= 0.00,T.L =0.00 PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TP1-95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER. i NOV 1998 = == ««ACES -32 Ver. 1.1 »» [ 012073 ] Customer : SOUTHERN - INSP - -LAGO Project #: 98111351 Truss ID : J3 Span : 3 -0 Quantity : 8 = = Bld(10/16/1997),v1.1 FORCES - GRAVITY LOADS 1-2= 0 3 -1= 0 2 -3= 0 PROVIDE FOR 444 LBS UPLIFT AT JOINT 1 (1.00) PROVIDE FOR 115 LBS UPLIFT AT JOINT 2 (0.93) PROVIDE FOR 83 LBS HORIZ. REACTION AT JOINT 1 3X4 1 2 -0 L. HL TO PK:3 -1 -8 LEFT HEIGHT:0 -5 -13 LOADING (PSF) L D TOP 30 15 BOTT 0 10 SPAN:3 -0 MAX STRESSES TOP 1 -2 =0.152 BOTT 3 -1 =0.034 LL.DEFL. < L/360 REACTIONS - SIZE 1 = -445 3.50 3 = -28 2.50 2= -124 1.50 « «MARTINEZ.TRUSS» » Wedi Nov #25 12:29 :06 1998 Top Pitch : 3.5/12 3 -0 3 -0 3 -0 3 -0 RISE:1 - 4 - 5 3 RIGHT HEIGHT:1 -4 -5 MINIMUM GRADE OF LUMBER TOP CHORD:2X4 No.2ND 19 SP BOT CHORD:2X4 No.2ND 19 SP WEBS :2X4 No.3 19 SP STR.INC.: LUMB = 1.33 PLATE = 1.33 SPACING : 24.0 in. o. c. REPETITIVE STRESSES USED NO. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. l,EXP. CAT. C,10(5 +5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(1N.) L.L= 0.00,D.L= 0.00,T.L =0.00 PLATES ARE MITEK M20-249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)COHSULT BLDG ARCHITECT OR ENGINEER. Nov 1408 = = =« «ACES -32 Ver. 1.1 »» [ 012074 ] Customer : SOUTHERN- INSP - -LAGO Project #: 98111351 Truss ID Span : 1 -0 Quantity _ = 81d(10/16/1997),v1.1 FORCES - GRAVITY LOADS 1 -2= 0 3 -1= 0 2 -3= 0 PROVIDE FOR 386 LBS UPLIFT AT JOINT 1 (1.15) PROVIDE FOR 38 LBS UPLIFT AT JOINT 2 (1.11) PROVIDE FOR 35 LBS HORIZ. REACTION AT JOINT 1 3X4 1 2 -8 L. HL TO PK:1 -0 -8 LEFT HEIGHT:0 -5 -13 SPAN:1 -0 LOADING (PSF) L D TOP 30 15 BOTT 0 10 MAX STRESSES TOP 1 -2 =0.009 BOTT 3 -1 =0.002 LL.DEFL. < L/360 : J1 8 REACTIONS - SIZE 1= -335 3.50 3 = -8 2.50 2 = -34 1.50 « « MARTINEZ.TRUSS» » Wed Nov 25 12:29:08 199E Family # : 205 Top Pitch : 3.5/12 1 -0 1 -0 3 RISE:0 -9 -5 RIGHT HEIGHT:0 -9 -5 MINIMUM GRADE OF LUMBER TOP CH0RD:2X4 No.2ND 19 SP BOT CH0RD:2X4 No.2ND 19 SP WEBS :2X4 No.3 19 SP STR.INC.: LUMB = 1.33 PLATE = 1.33 REPETITIVE STRESSES USED N0. OF MEMBERS = 1 TRUSS CHECKED FOR 110 MPH WIND, ENCL.BLDG.,WALL HGT. 9 FT,BLDG. CAT. I,EXP. CAT. C,10(5 +5) PSF DL,5.00 MI FROM OCEANLINE(ASCE7-93). DEFLECTION(IN.) L.L= 0.00,D.L= 0.00,T.L =0.00 PLATES ARE MITEK M20- 249,200 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EA. FACE OF JOINT,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS W /NDS DESIGN SPECS, SSBC,ANSI /TPI -95 THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REOD)CONSULT BLDG ARCHITECT OR ENGINEER. SPACING : 24.0 in. o. c. Nov 1998 i , , :'. , •.: VAT 11;. . 1V1.:71F A Pp iI0V ED . -- r ' ---'-' .AIIEN110M iL 0 ETC. 'f0. 14: (IRKED Eki.cligGliRING it S YCUR R1i.>:Pc.):11'AffY 'f0 CI1F.CX CUR fRli,%' PLAN 03ar cur CR AUER 1RM,S! iRr.. ,1111, NOT 11CtiCR (1..P...6.0R1M.)(CRANCPSUN.MI.A1)1110Rri,E0 aY OUR CilekE LN 1R1111NO! 3 5 0 c ALL 1140 ,PAc1..NG '.1" 0. C UNIO 0111)E SPEtililED v3,6-0 .'- () 'l CK: L.113E1. INS; 10.1*3 ES is ;1i,V C NOT ,‘ REV I f IT IS i,111'. Ii1:8P0■4S11.31 I, I r Y. or . fitF, ',DEN f0 1:1 olIkN EttEcr I NG ilit:SsES. IN cAS OF Dl I Es r 0KtiiEN I tiLl 'I: 3 t,‘121( m A 3 N E i N ; G . L Y I is:,;.Gs I fiE, ENG It 1 I ■ EVA I LS 14. 21 1 t „, --; - - - - • iii\ '. 1 ( 1' IA ROOF' •R USS LAYOUT SCALE: 3 /16” . —0" . Q) t*') S FOF orr:iw IN(.13 1-11: : rtilS tibliii IS THESil _ki4.1 FT.A For,;*Itilifij.i4 1,)S..ES ii4O , ,A - JEDS 111 PAulOtiS l'iPCIAllEcruA oR iir)R IRuSS LriTOUTS ELIE'4 HO f OF TliiS LittOui iii.ST Et 'AC.EttkO i3f.i:GE i).V TAJS.,F_S , ..1L1 E 36.ft.T 15LRT,F 1 11. I. CONtilTIGNS TC 7 26:1E i•C:NST El NAT , ..iu s).FIAT :N EX1';'n Cri TO IOU — :•b•te - :r , tt,t X i f IP Jr p A \R4 ' tNA - - ••• iNuss C12)11)1111)NS - ROf)F ftUSES roe, Cil,R0 1.1(€. ?JO : 1 STRESS ItsitlEPSE 1 33 IS fRESS 111/4.1...1€11Se: PAS PAIS'S SYSIEH gS EVAD 4 lfl4 (1 1F.0 if 1104 50 4-SF GE00 r:40 30sF U4JftJ4 clot) cf.P0 1-0 S ;ILES 0(1.1 C11 I 1 Fici C 3E •(0= iIU ■10 f-k? fff 31,.! [tR 9)..fiRE IIjF ri.k9r? - n. Ail 6 STD tAt 11.0 •161 21'4 ;IN 12 35 r 111:11S 401101Ra L'etti . e2;? , , 4 '`:A ft 33161,11 • FLOUR TRUSSES Ic COO TO1 DETIO: 130 T ((1 CFCRE) ft)11-t LO PSF) r , .•- 2-4 IIIP mr SPACINq BEF;RIN(3 11 7HS (fiat a ') CO. 3 1) V[FW - , • 4°' 4411 11110 Ilt KtO ( I f:0111 f.011 t 3310 (CA I. i1Li Ri (305:9S:(T45 SOUT111110 INSPITTION • II- 13 : (j3 ijJ 61 • 103 ;(9E. !AGO ADD. jOS 1.100 SW 9 ST LAUDEROALE, FL. 3:3:31 41-543 ML /iv 15' SCALEt 1' • 20' SITE PLAN 21' -1' 125' 125' LEGAL DESCR !PT ION, LOTS 11, 18 AND 1/2 OF 19, BLOCK 13, SECTION 3, MIAMI SHORES, FL_ 24' PROPOSED ADDITION 18' -6' 1 r ;t NOTE: NEW 900 GAL SEPTIC TANK WITH 15' X 20' DRAIN MELD (300 9F) AND 15' X 20' (300 SF) OYE LOW. SEPTIC TANK MINIMUM OF 5' FROM PQOPERTM LINE AND STRUCTURE. d 0 cc Q U 2 0 fZ 2 U 1 f 7 i'.....— MIRROR BASE DRAWERS } OPEN L 39' 1 30' 14. N 15' 125' EXISTING ONE STORY CMU RESIDENCE PROPOSED ADDITION i 35' -11" 21' -Z' 125' 24' CRICKETER AREA NOTE: VERIFY COUNTER O.A. HEIGHT WITH OWNER 18' -6' SITE PLAN SCALE: I' • 20' TO MAIN CEILING 10' 1 SCALE : SCALE : 1/4' = 1' -0' 13' 3' VTR. 31 NOTE: COMPLETE ROOF TO BE REPLACED. LEGAL DESCRIPTION: LOTS 11, 18 AND 1/2 OF 19, BLOCK 13, SECTION 3, MIAMI 514ORES, FL. SHWR. SANITARY RISER n VANITY ELEVATION 8' X 12' CONCRETE STARTER COLUMN WITH (4) " 54 VERT. EXISTING NEW BUILDING BUILDING 0 EXISTING NEW BUILDING BUILDING EXISTING CMU z .- ----- EXTERIOR WALL 2X10'5AT 16' O.C. A NEW (p WIDE CONCRETE WALL. SEE SECTION. 2X10WD JOISTS AT 16' C/C q CONCRETE WALL WITH " 44 AT 12' O.G. HORIZONTAL AND " 5. AT 16' O.C. VERT. SET WITH 2 PART EPDXY 2X10WD JOISTS AT - 16' C/C 51 -IWR. 8" X 12' CONCRETE STARTER COLUMN WITH (4) • 54 VERT. WF -20 2 X BLOCKING / AT MIDSPAN. TYPICAL. 3 WC IJ 11 / 2 ' -8' ■ 18' -6' SCALE : 1/4' • 1' -0' 2' -3' WF -20 1 1 r$■ tel 1 54 N CONCRETE *ILLED CELL AT 48' O.C. MAX AND WHERE SHOWN. (TYPICAL) C.O m — 2X10WO JOISTS AT 16' C/C 1 /z LAV. • 0. 11 2' 2X10'S AT 16' O.C. ' UP-20 SEMCO TAPES WITH (3) 16d ON S.MCO — PLPTU SEAT PLATES 1 6' -4' 1 1 TUB 8' X . ' CONT. BON «• BEAM WITH I • 14 CONT. - —UP-16 16' X 'i2" CONTINUOUS FOOTING WITH 2 " 5. CONTNUOUS FOUNDATION PLAN «CALF : 1/4' • r -0' 1' -10' ■ • x0 0 NOTE: PROVIDE 2 SF OF SCREENED VENTS AT 15' O.C. OF NEW WALL. FOR UNDER WOOD FLOOR JOIST VENTILATION. NEW 8' CMU WALL TYPICAL FOUNDATION SECTION 2 X 10 BLOCKING 12' X 8' CONTINUOUS BOND BEAM WITH 1 10 CONTINUOUS 12' CMU 7 FINISHED GRADE -- UP -20 20' X 12' CONTINUOUS FOOTING WITH 3 • 54 CONTINUOUS. r NOTE: EXISTING 118 SF BEDROOM WITH 18 SF OPERABLE WINDOW. 8'. FROM EXISTING TRUNK REMOVE EXISTING WINDOW AND FRAME IN OPENING. EXISTING NEW BUILDING BUILDING ■ 3068 ❑ 4' 8 ' 3068 L EXISTING NEW BUILDING BUILDING 8' -0' ■� RCS 3' -6' 11 W.I.C. TEMP. SAFETY GLASS 12' X 10' 3 WAY 200 CFM I \/ 1 I /\ I A W: 1l' -2' MASTER BEDROOM 1'-10' 6068 CLOSET R48 L_ KNEE I SPACE LAv. 1-116W GLS. BUG. 6' -2' 9 ' -4 ' 18' B.I. SEAT n n 2' -0' >' I N L N. ti 1. MT 3' -2' 4' -4' 2 CO 80' X 64' GLASS BLK 1 ■ • 7. BATH =' 1— w FLOOR PLAN S' -8' 4' -0' / 1'-8` / 6' -8' f / / 21' -8' NOTE: 1BAT1 -1 BASE TO BE MATERIAL. ALL BATH FI FLOOR AND IMPERVIOUS XTURES TO COMPLY WITH TABLE 46 -R2 OF SFBC SCALE : 114' . 1' -0' /4 41V12/ / /v 2\10 II) 1;141) 1/1 d 0 cc c� U J REVISIONS 00' x•1 } m 0 PROJECT NO. DATE 1/ 8/98 SHEET NO. OF 2 ADD " 3 STIRRUPS AT WALL OPENING BELOW, 1 AT 2' FROM EACH SIDE, BALANCE AT 5' C /C. _ 1 "54' X3' - TOP AND BOTTOM DOWELED 6' INTO EXISTING CONCRETE BEAM AND SET WITH 2 PART EPDXY. SEMCO RTP18818 WITH (3) 16d NTO TRUSS AND (3) .145 POWDER ACTUATED FASTENERS INTO CONCRETE AT EXISTING BEAM BEARNG SEMCO RTP18818 ' / WITH (6) 16d INTO TRUSS AND (4) ' .145 POWDER ACTUATED ' FASTENERS INTO / CONCRETE AT EXISTING BEAM BEARING / / 4. (NOT USED) ® t SEMCO APS5 WITH (2) 3/4' THRU BOLTS AND (1) 3/4' EXPANSION ANCHOR EXISTING NEW BUILDNG BUILDING SCALE: 3/4' • 1' -0' ® rsb IS ® (6 3/4' X 9" PARALAM 1 ( W =605 PLF '01 / fi CONSTRUCTION NOTES: 1DES1GN STANDARDS : ASCE -'1 AND THE SOUTH FLORIDA BUILDING CODE 1996 EDITION. 2. MATERIALS: CONCRETE fc = 3,000 PSI AT 28 DAYS. RENFORCNG : GRADE 60 STEEL WOOD : SOUTHERN PINE 4 2 OR EQUAL WITH fb • 1200 1=81, ry = 90 P51, E = 1500,000 PS I. MASONRY: f'm = 1,900 PS1 3. ROOF ATTACHMENTS: WITH Sc NAILS AT 4' O.C. WITHIN 4 FT OF EAVES AND 6' O.C. REMAINING. 5_ PROVIDE CORNER BARS "5 DIA. 2' -6 X 2' -6' FOR ALL CONCRETE TIE BEAMS. 6. MASONRY SHALL HAVE HORIZONTAL JOINT REINFORCING, 8 GA, LADDER TYPE, AT 16' O.C. PARALAM SECT. 3 2 om +- ;1 TB -1 1 "54' X3' -0' TOP AND BOTTOM DOWELED 6' INTO EXISTING CONCRETE BEAM AND SET WITH 2 PART EPDXY. 6 3/4' X 9' PARALAM W • 605 PLF EXISTING CONCRETE BEAM T T 21' -8' 18' -6' SCALE : 1/4' • 1' -0' EXISTING CMU WALL 1 7 _ rt H® - 1 ® 1 IIS ® I I i 10 ice -- 7 -- 1 - - � - - -- � \J ® ® ROOF FRAMING PLAN SCALES 1/2' • 1 -0' EXTERIOR DOOR 2 X PT DOOR BUCK ANCHORED WITH 1/4' TAPPERS AT 12' O.C. WITH 1 1/4' CMU PENETRATION. 2 X BLOCKING AS 1Q111RED 1X -FIRE STOP ENGINEER APPROVED WOOD TRUSSES e 24' O/C R -30 INSULATION 12' DRYWALL ON 1 X 4 FURRING e 16' O/C APPLIED TO WOOD TRUSSES CONCRETE TIE SEAM 1/2' DRYWALL OVER P.T. 1X2 FURRING * 24' O/C R 4.2 INSULATION 4' BASE FNISHED FLOORING ON 3/4 PLYWOOD SUB - FLOORING ON 2 X 10 WOOD JOISTS AT 16' O.C. WF -20 20' X 12' CONTINUOUS FOOTNG WITH 3 " 84 CONTINUOUS. PARALAM SECT. TRANS. TYPICAL SECTION SCALE: 3/4' = 1 -0' rammumnit ‘!magi aiIIIIIIIIIIIIIIHIIIt STUCCO FINISH 8' CONCRETE BLOCK OR CONCRETE COLUMN GYPSUM WALL BOARD ON PT FURRING WOOD CASING AND JAMB HURRICANE STRAP EACH TRUSS. SEE FRAMING PLAN AND STRAP SCHEDULE. u3/ 11.0( ":CAA (v1, u ' L) NEW L PARALAM BEAM t tW j \j\ j \ / \ IIIII IIIIII�IL II1111111I111III111IIr�i DOOR 4 UJINDOUJ SUCK TYPICAL ANC HORING DETAIL - CBS WINDOW UNIT 12 PITCH 1 3.5 — FIN. GRADE % \ 2 X PT W NDOW BUCK ANCHORED WITH 1/4' TAPPERS AT 12' O.C. WITH 1 1/4" CMU PENETRATION. N.T.S. CEMENT TILE ON 90" FELT HOT MOPPED ON 30" FELT TIN - TAGGED TO 5/8' CDX PLYWOOD NAILED OVER ALL SUPPORTS WITI -4 10d AT 6' O.G. HURRICANE STRAPS. SEE SCHEDULE. 3' -2' SCALE: 3/16' • 1' -0' SCREENED SOFFIT VENT AT 8' -0' O/C GALV. MTL. DRIP OVER PT. 1 X 2 SOFFIT: STUCCO OVER PAPER BACKED MTL. LATH 5/8' STUCCO OVER C.M.U. (2 COATS) 8' CMU WALL REINFORCED WITH " 8 LADDER OR TRUSS TYPE HORIZONTAL REINFORCING EVERY TWO COURSES CONC. FILLED BLOCK CELL WHERE SHOWN ON PLANS. PROVIDE I -"54 VERT. 4 1 -"5� DOWEL SENT INTO FOOTING SEMCO TAPS WITH (3) 16d ON SEMCO PLPTU SEAT PLATE 12' X 8' CONTINUOUS BOND BEAM WITH 1 "1.1) CONT. 12' CMU ELECTRICAL PLAN 2 X 10 WD FASCIA ON 2 X 4 SUB - FASCIA (MATCH EXISTING FASCIA) + 48.1 PSF -418 PSF + 43.0 PSF - 45.1 PSF + 45.1 PSF -418 PSF + 45.1 PSF -41.8 PSF STEAM UNIT: 12.5 AMP / 3 KU) LOAD EAST ELEVATION SCALE : 1/4' • 1' -0' WHIRLPOOL: 20 A RECEP. SMOOTH STUCCO FINISH. MATCH EXISTING NORTH ELEVATION - SCALE : 1/4' • 1' -0' SOUTH ELEVATION SCALE : 1/4' • 1' -0' NEW CEMENT TILE ROOF LOAD CALCULATIONS TOTAL HOUSE 2,3+03 SF X 3W /SF AFFLIANCE (3) D I S.4- 4WASHE REFRIGERATOR RANC -E 1 OVEN WATER !- 4EATER DRYER STEAM UNIT WHIRL FOOL D I SFOSAL TOTAL 1ST 10,000 AT 100% REMAINDER AT 40% A/C 4-4EAT AT 100% TOTAL LOA17 + 43.0PSF - 45] PSF NEW CEMENT TILE ROOF >, - 1,089 400 1,500 1,500 12,000 4, 1,00 5 ,000 3,000 1,500 1,200 42,989 10,000 13,196 10,000 33,196 TOTAL DEL" LAND 33,196 / 240 V = 1383 AMT='S EXISTING ELECTRICAL FANEL = 200 AMRS NEW CEMENT TILE ROO + 43.? PSF - 46.4 PSF SMOOTH STUCCO FNISH. MATCH EXISTING + 423 PSF - 56.0 PSF 12 — 73.5 12 35- 0 c7 J 0 LA t) M (0 Q L o eh J " a 0 >- 3 W X 5 z 0 z 0 Q U W MINN I U U REVISIONS PROJECT NO. DATE /8/ SHEET NO. A -2 OF 2 O N ,OE' Z// ,. /1 /0 9 S 7 73 G 2/ 4 23 .Sb' o " 2 ` , is'eii 0 N /3 ,..Co' /4 - /5 - // . - ��/ DS 252.f ; �7 /8 ,s SO 2 p 25 20 SO 2/ 22 23 .Sb' , /9 'Z // • J L J L rfre ST 97 5cA /c 1- /00' SKETCH OF SURVEY 19GLE ST.. Lots' 17 and 1g and the West half of Lot 19, Block 73. MIAMI SHORES, SECTION O. 3, according to the plat ter recorded in Plat Boor, 10, at Page 37, of the Public Records of Dade County, Florida. Order # 23789 F. B. # 913-29 For Pat McCarI BISC A `. E GINEE NG- COY2ANY Civil Engineers Miami Florida February 22, 1951 Scales Shown WE RUBY CERTIFY: That the attached "SKETCH OF SURVEY" ' of the above described property Is true and correct to the best of our knowledge and belies as recently surveyed and platted -under our direction; also that there are no encroachments unless shown thereon. BISCAYYN'G ENGIN,;.S. NG COMPANY f . 9 i _ ` • rJ . G' net; R ;.i ered Engineer # 1 Registered Surveyor # 46 STATE OF FLORIDA. Dec V N, ABM. Pipe o Sca /e / = eo a.. 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