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HANGER I•.IST H ER HANGER TRUSS I.O. N OMEA IN SYETEN REFI $ TO ATTASNEO ENGINEERING DWG. FOR TIC DOWN OF COMMON TRUSSES UP TO iO' V SPAN U$$ A BASCH ANCHOR OR SIMFLAR STRAP AT EACH EN0b FASTEN WITH (3) • lid NAILS $TMP TO BO SENT ANO NAILED ON FM SOS WITH ONO I) I6d NAN.1 LOS. WQRI9NG LOAD UPLIFT EACH SUPPI.IEO I1Y BLA,DER. REFER TO ARCHITECT OR ENGINEER FOR CQMPIETO MI DOWN PROVISIONS FOR TIE BEA L WALL AND FOUNOATIONS CONDITIONS. 0 F 2o. 3.0 RAKED WALL EXIST. ROOF UPLIFT CONNECTIONS TO TRUSSES ANO GIRDER TRUSSES IS THE RESPONSIBILITY OF THE ENGINEER, ARCHITECT OA O.C., NOT THE TRUSS MANUFACTURER. 00 NOT CUT OR ALTER TRUSSES BEFORE NOTIFYiNQ THE TRUSS MANUFACTURER. APPROVED TRUSS ANCHOR BY BUILDER HEEL HEIGHT = 2x4 STD. BOTTOM = 2x4 MIN. TOP = 2x4 MIN. 12 3.0 9 N ' J. 0 ROOF TRUSS LAYOUT -- N/A 12 TRUSS END DETAIL BEARING HEIGHT SC ALL WALLS 511LVYN ON 110 LAYOUT APO TO 3E LCAO dFJJgi "�O 1 V-0" - 1 � say} OF THIS SHOP ORAWINO BY PROFESSIONAL ENGINEER IS IN COMPLIANCE OF POLICY NO. S METRQ OAQE COUNTY SOLOING ANQ ZONING OEPARTMENT EXCEPT FOR ALL OVILOING COMPONENTS NOT FABRICATED BY BEST TRUSS CO. REFER TO ARCHITECt OR ENGINEER FOR COMPLETE CORRELATION OF THE INFORMATION PROVIDED IN THIS SHOP DRAWING WITH ALL OTHER TRADES. STRUCTURAL BEAMS, WALLS ANO FOUNDATION REQUIREMENT$ OF THE S.Y.13 C. ASCE 7 -98 / MAIN WIND FORCE TRUSS LOADING CONDITIONS ROOF TRUSSES FLOOR TRUSSES 30.0 TOP CHORD LIVE: 15.0 TOP CHORD DEAD: 10.0 I BOTTOM CHORD DEAD: 55.0 TOTAL LOAD (PSF) 1 .33 { STRESS INCREASE: TOP CHORD LIVE: TOP CHORD DEAD: BOTTOM CHORD DEAD: TOTAL LOAD (PSF) STRESS INCREASE: EXPOSURE CATEGORY BUILDING CATEGORY WIND DESIGN VELOCITY IMPORTANCE FACTOR WIND LOAD DURATION FACTOR !!! IMPORTANT NOTE !!! ERECTING ROOF TRUSSES IS A COMPLEX TASK TO BE PERFORMED BY EXPERIENCED PROFESSIONALS. BEST TRUSS CO EXPECTS THE TRUSS ERECTION PERSON TO THOROUGHLY PREP THESE TRUSSES BEFORE ERECTING THEM. NO CONSIDERATION WILL BE MADE BY BEST TRUSS CO. FOR LOSS OF TIME OR ADDITIONAL CRANE USAGE. BEST TRUSS CO. WILL BE RESPONSIBLE ONLY FOR REPLACING OR REPAIRING DAMAGED TRUSS OR THOSE . WITH MANUFACTURING DEFECTS OR DO NOT CONFORM TO APPROVED LAYOUT. NOTE: NORMALY ALL TRUSSES ARE T TRUSSES ARE DESIGNED IN SPACED 24" O.C. ACCORDANCE WITH S.F.B.C. CODE UNLESS OTHERWISE SPECIFIED ALL UPLIFT CONNECTION TO TRUSSES AND GIRDER TRUSSES IS THE RESPONSIBILITY OF ENG., ARCH., OR GENERAL CONTRACTOR. • SPECIAL HANGERS BY PURCHASER OF TRUSS PACKAGE. PLEASE REFER TO INDIVIDUAL ENGINEERING SHEETS FOR NUMBER OF PLIES AND NAILING /BOLTING PATTERN REQUIRED FOR GIRDER TRUSSES. SET -BACK FOR HIPS, ETCi SHEATHING UNDER ALL VALLEY SETS BY BLDR. **ATTENTION BUILDER** ALL DIMENSIONS OVERHANGS, PITCH, ETC. TO GE CHECKED BEFORe ORDERING TRUSSES IT I$ YOUR RESPQNSI6ILITY TO CHECK OUR TRUSS PLAN �an y- O O O y O g '4a13 - O 0 » 4 va W E . 8 c:, 1 N/A N/A N/A N/A N/A C 11 *AP 1 1 1 .05 33 CNJ CZ N LLI I— w 0 z 0 J U. LU 0 I Q. J g i•- 8 w J u. Q .1 N ill! n IN I zillsa 'I lig I pi IIi1JJ ill 1 1 .1 11 thit if 41'1 q h ,ST'TRUSS Co. 7Ol 5 SW 44 ST. MMIA.111, FL 33175 Phone: 305-667-6797 Fax: 305 To: Production List Job Number: Page: 1 Date: 09 -27 -2002 - 3:48:08 PM Project 1D: 2H25 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: Account No: Designer. mtm Salesperson: Quote Number: Name: Phone: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Built By: 12 T1 78 lbs. each 20 - 3 - 0 ROOF IRUSS 2 - 10 - 4 3.00 0.00 0 -0 -0 0 -0 -0 78 Wt -Ea 936 Total C U G j)\ � \P g1 GO es0 Qr \ o` \aa ■ e "..°"-. 1 -1.-41"7 (:// 9- 3o -O2. I russ 2H25 T1 r BesT russ CO Miami, H. 5 -7 -4 Y 3x6 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 5 -7 -4 3.00 FIT rT uss type ROOF TRUSS 8 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code SFBC /ANSI95 7 -1 -5 7 -1 -5 3x4 = REACTIONS (Ib/size) 1= 1081/0 -7 -4, 5= 1081/0 -7 -4 Max Horz 1= 76(load case 4) Max Upliftl=- 534(load case 2), 5=- 534(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2= -2999, 2- 3= -2620, 3- 4=- 2620, 4-5= -2999 BOT CHORD 1 -8 =2896, 7 -8 =2040, 6 -7 =2040, 5 -6 =2896 WEBS 2- 8=- 462, 3-8 =657, 3- 6= 657, 4-6= -462 10 - 1 - 8 CSI TC 0.53 BC 0.67 WB 0.20 3 4x5 = LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.3 Q1 Pf LEON( DEVELOMENI optional 12 1 ) 5.000 s ay 24 2 (optional) MiT Tnc, Fri Sf:i 2T1 5:53:35 200 ga e 1 14 -7 -12 20 -3 -0 4 -6 -4 4 -6 -4 5 -7 -4 7 6 3x4 = 3x4 = DEFL in (loc) Vdefl Vert(LL) 0.19 8 >999 Vert(TL) -0.33 6 -8 >722 Horz(TL) 0.07 5 n/a 1st LC LL Min Vdefl = 360 13 -1 -11 20 -3 -0 6 -0 -5 7 -1 -5 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98 per SFBC /ANSI95; 146mph; h =11ft; TCDL= 5.0psf; BCOL= 5.Opsf; occupancy category II; exposure C; enclosed;MWFRS interior zone;Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534 Ib uplift at joint 1 and 534 Ib uplift at joint 5. LOAD CASE(S) Standard PLATES MI120 Weight: 79 Ib Sheathed or 3 -3 -4 oc purlins. Rigid ceiling directly applied or 5 -2 -1 oc bracing. 3- 3o - oa. GRIP 249/190 Scale = 1:34.2 5 o 3x6 = (// WARNING; , Do not attach cables, chains, o r`: hooks to the web members. Tag Line or Tess 1 1 Approximately 1 /2 truss length To eln — Spreader Bar Toe In — or Tess k I Approximately 1 /2 truss length Truss spans less than 30'. oMorAnA Spreader Bar Approximately 1 /2 to r✓i truss length Less than or equal to 60' Approximately Y. to Y7 truss length Less than or equal to 60' Toe In Tag Line Toe In Tag Line Tag Line GROUND BRACING :BUILDING INTERIOR Ground brace vertical (GBV) 1st floor MECHANICAL ': INSTALLATION 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. /Top Chord . "-2 013 V Frame 2 WARNING: Do not lift Single trusses wall spans greater thart 30` by the peak. Tag Line At or above t mid - height Tag Line Strongback/ SpreaderBar Strongback/ Spreader Bar Approximately 1 to /, truss length Greater than 60' CAUTION' bracing showr In thl4 summary sheet is adequate for the installation of trusses with similar configurations. Consult a registered professional engineer if, a'different bracing arrangement is desire The engineer may design bracing in accordance, with TPt's Recommended Design Specification for. Tefnporary Bracing of Meta! Plate: Connected -- Wood. k Trusses, DSB -89,'a nd in some cases 'determine that a' wider spacing' is possible, 10' 10',t 1 0 ' �.i • ►1 I %III / - Approximatel iii to Yj truss length Greater than 60' GROUND BRACING: BUILDING EXTERIOR 1 tr�r of brac group of tnusse End brace (EB Ground b/9 diagonals (GSD Note: 2 "d floor Syutem shallhave� adeguat `capacity f ppo t groin l efal (L8 Backup ground stake Driven ground stakes CAUTION: Ground bracing required for all installations. Typical vertical attachment ga l � 1 Strut (ST) Plan Typical horizontal tie member with multiple stakes (HT) End Wall Sid uss of br, coup of truss ce (EB) This safety, alert._ symbol; is used to attract your attention! PERSONAL SAFETY iS INVOLVEDL When you see this symbol- BECOME ALERT -HEED ITS MESSAGE, CAUTION: A CAUTION identifies safe op4irating practices or indicates unsafe conditions that could result in personal injury or damage to structures, HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES° It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiorto the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof orfloor. These recommendations are based upon the collective experience of leading technical CAUTION: The builder; building eontractor lioepsed contractor, erector or erection contractor = is ads visedto,'obfam react the` entire booklet "Coma' mentaryand 'Recommendations` for Handlingin•' stalling;& Bracing Metal Plate Conroected Wood , Trusses ;HIS - 31' froth the - Truss. Piate institute., 8' -10' 8'i0' TRUSS STORAGE Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING: Do not break banding until installa- tion begins or lift bundled trusses by the bands. AUTI0N� T russes : should not e'unloaded on roug terrain o.rb rneyert surfaces Ywhich, coulcfi' ause damage_totle truss Frame 1 DANGER A DANGER_ designates 4 Condition where failure to follow i nstructions or iieedwarn in`g will, most likely result in serlotie personal' injury or death or` damage to structures. , WARNING:- A WARNING describes a condition wherefaifuretofollow instructions could result in severe personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel inthe woodtruss industry, but must, due tothe nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising fromthe use, application or reliance on the recommendations and information contained herein by building designers, installers, and others, Copyright © by Truss Plate institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION :Ali temporary bracing should be no less hair 2x4,grade marked., lumber All connections should, be made;witft minirnurt of 2. nails.' All trusses assumed2` ort;center or tens; °'All Multi -ply rues should• be ,connected' together: in accor- darks with'design drawings` prior, to installation., Trusses stored vertically should be braced to prevent toppling or tipping. DANGER: Do not store bundles upright unless properly braced. DANGER: Walking on trusses which are Tying flat is extremely dangerous and should be strictly prohibited. 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 attched to the topside of the top chord. 12 4 or greater WARNING eailure to folio vtheserecommeftdatidnscouldreSulf a; severe personal - e , ali�jury . to trusses or buildings. Up to 28' Over 28' - 42' Over 42' - 60' Over 60' TOP CHORD. MINIMUM ; TOP CHORD DIAGONAL BRACE PITCH LATERAL BRACE SPACING (8135) DIFFERENCE SPACING(LBS) ,' t# trusses] SP /DF SPF /HF 2.5 7' 17 12 3.0 6' 9 6 3.0 5' 5 3 See a registered professional engineer Continuous Top Chord Lateral Brace Required SPAN DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce- Pine -Fir All lateral braces lapped at least 2 trusses. Frame 3 Up to 32' Over 32' - 48' Over 48' - 60' Over 60' MINIMUM PITCH 4/12 4/12 TOP CHORD LATERALBRACE SPACING(LBS) 8' 6' TOP CHORD DIAGONAL BRACE SPACING (D85) j# trusses] SP /DF 20 10 SPF /HF 15 7 4/12 5' See a registered professional engineer 6 4 DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at least 2 trusses. 12 5r SP - Southern Pine SPF - Spruce- Pine -Fir Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required PITCH. ED TRUSS 1 Top chords that are laterally braced can buckle togetherand 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 Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. ✓ A iNING: Failure to follow these tecommendat [ons Could result irt severe personal injury of damage«totrusses or buildings; 7 WEB IVIEMBER;PIANE 12 - I 4 or greater . C 4 Permanent sP continuous lateral bracing ° c! as specified by the truss engineering. Frame 4 MINIMUM PITCH Up to 32' Over 32' - 48' Over 48' - 60' Over 60' 4/12 4/12 15' 15' 4/12 15' 6 20� 10 15 7 4 See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir BOTTOM CHORD' PLANE 1 BOTTOM CHORD DIAGONAL BRACE SPACING (DB& [# trusses] spin= cp /LJ • SP - Southern Pine SPF - Spruce- Pine -Fir All lateral braces lapped at least 2 trusses. Cross bracing repeated at each end of the building and at 20' intervals. Up to 32' Over 32' - 48' Over 48' - 60' Over 60' TOP CHORD TOP CHORD 0IAGONALBRACE MINIMUM! LATERAL BRACE SPACING (DB DEPTH SPACING(LB (# trusses] SPF /HF 30" 42" 48" 8 ' 6' 5' SP1DF 16 6 4 See a registered professional engineer 10 4 2 DF - Douglas Fir -Larch SP - Southern Pine HF • Hem -Fir SPF - Spruce- Pine -Fir The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 0 4x2 PARALLEL! CHORD TRUSS:TOP CHORD Top chords that are laterally braced can buckle togetherand causecollapse if there ieno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purtins are attached to the topside of the top chord. End diagonals are essential for stability and must be duplicated o_ both ends of the truss system. 2x4/2x6 ' CHORD TRUSS 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 purtins are attached to the topside of the top chord. _ = OT r usseg S PF /!1) 2 cko. ARNING := Failureto[ollowtfjese recommendations could result in everts personal injury or damage to trusses or buildings..; End diagonals are et sent? ; tf' stability and must be duplicated o both ends of the truss system. Frame 5 3p , 0 & S ) Continuous Top Chord Lateral Brace Required 10' or Greater Attachment / Required 30" or greater Continuous Top Chord \\ Lateral Brace Required 1 0' or Greater Attachment / Required — 312" Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. D(in)! 0/50! 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 -3/4" 7' 96" 2" 8' 108" 2" 9' L(in) '' L/200 '< L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' L(in) L/200 l(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' WARNING: Failure to follovv these recommendations could result in severe personal injury or damage to trusses or buildings, Continuous Top Chord Lateral Brace _- Required SPAN Up to 24' Over 24' 42' rtINIMUM PITCH 3/12 3/12 Over 42' - 54' 3/12 TOP CHORD LATERAL BRACE SPACING(LBS) 17 7' 10 Over 54' See a registered professional engineer DE - Douglas Fir -Larch SP - Southern Pine HE - Hem -Fir SPF - Spruce- Pine -Fir MONO TRUSS Maximum Misplacement Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetherand cause collapse 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. PLUMB Truss Depth D(in) Lesser of D /50 or 2" Plumb Line OUT -OF -PLUMB INSTALLATION TOLERANCES. WARNING: Do not cut trusses. TOP CHORD DIAGONAL BRACE SPACING (08s) [# trusses] SP DF'. SPF HE 12 6 INSTALLATION TOLERANCES 1 T Frame 6 t Lesser of L/200 or 2" L(in) 12 — 13 or / e• greater / rr Length L(in) L(in) B• All lateral braces lapped at least 2 trusses. BOW OUT -OF -PLANE INSTALLATION TOLERANCES. Lesser of L/200 or 2" DANGER: Under no circumstances should construction loads of any description be placed on unbraced trusses. MAXIMUr1 VERTICAL STUDS HEIGHT. STUDS 5PAC 1 V/0 BRACE 2X4 L-BRACE 22X1) L -BRACE 42 (6) L -BRAG 16' 3' -7 5 ' -5 ' r -Ei 12`-7 21' 7-0" 5 r-B' la- r STUD 11ARCI}G NONE A B I C STANDARD GABLE END DETAIL. WIND SPEED 120 MPH, MEAN WALL HEICHT OF UPTO 25 FT. (W— 33 PSF., SHAPE FACTOR — i.1, TOTAL .WI)O LOAD — 36.3 PSF, L/360 DEFLECTION CRITERIA) N REFER TO TABLE FCR MAX. STUD LatoTH. 4X4 2X4 TYP. 12 VARIES TO COMMON TRUSS kir 3X5 T A. L- NAND To var. W /Bd NAr S AT 3' OC 4. -BRAG' PM 3E OLY Col RLE5:EOf vaaJ 1Srt TABLE A57v9 -.1il i A -A. NOTE; LATERAL STABILITY OP THE' BEARING WALL I5 THE RESPONSIBILITY CF THE CONT. BEARING. 1 BUILDING ENGINEER OR ARCHITECT, 3X6 SPL. OPT.• . OA9LE E OO TALSS t 2(4 BLOC[ W/ Sd x.AIIS AT 3' O.C. AJ40 Two 2X4 BLOCII+O NAILED ADJACa1T 1 ItVZE 5 AT 0 O V/ 218.1 KAOS EACH E1t1. F4 CL? AT BOTH FA... X.- BRAtiC TO BE HAILED TO ___.� .RR 2X 4 DI. OCICOC 4,51 NA IL S CM EACH HO AT AT 17 • Ftnt C1•1A44EL • 8d NAILS TO RARING 51?. X4 LE ILS ' � A E a TIE MAK TIE BEAK 2X6 LECCS BOLTED TO Olk TIE BOLTS AT 41 . SPAN TO MATCH COMMON TRUSS. • X-BRACDC DETAIL t -BRACDGO RECS AT 7-9' MI. M.0 CAW NOTE _ O L CABL E E O BRACING WI -4 R APPROVAL FROM BUILDING ENGINEER OR ARCHITECT. 2 FURNISH COPY OP THIS DRAWING TO CONTRACTCR FOR BRACING INSTALLATION. MINIMUM GRADE OF LUMBER T.C. 2X4 No2N0 19 Si' BC. 2X4 Nc1.2ND 19 SP Webs 2X4 No.2N0 19 SP, LOADING L (PSF) TOP 30 15- BOTTOM 0 10 SPACING, 24 Inch O,C. H.,R+. CUP Al' BO TH FACE r -r KAJC -- S / tr PLTVOCO SFEA1110.3 NAILED TO CABLE BO 1R1.63 t 2X1 BLOCtxo W/ 84 NA11 S AT 7 OC. AJQ TWO AO..AC9JT TRL'Sc:rC AT 0' 0G 2(4 BLOO@iG L -RACE NAILS:I TO VEtT. SILO W/ SO ►♦AILS. 0 3`0G NAILED BOTTOM Y/ �to LECIOER AT 17 O TIE BEAK- -- 2(5 UBDSER BOLTED TO B AT 18 OC L- .tAODDC LETAIL 6:E TAME ME,A,ED BT N At1 o=FicE 2X1 tgR1204TAL SCAB NAILED V/ ISO rams AT EACF4 j.TDG FREERS � x2 BLOCx11G TKROlCH Two TRUSSES. PAR14 STU/ CR RAT , CMA.NEL' !X1 L HAILED TO TIE BEAM W/ wT 1tAL.s AT 0' OG A5t y . X- +Y.AC)C I5 SNOWN BY DOTTED UEI 3. TRUSSES ADJACENT TO CABLE END MUST HAVE FLAT BOTTOM CHORD. 4. USE No.2N0 19 SF' OR BETTER LUMBER FOR ALL BRACING REQUIREMENT. ov as� In a x =` Zdustries Inc. TPI -92 Crit. SFBC - 91 STR. INCR. 33 X DRAWN BY JB CHECKED BY JAI REP. STRESS, NO c. r---- -----s MiTek IrdustriBs Inc. Appro '1,v• ', 1 c MAXIMUM OUTLOOKERS EXTENSION. LUMBER WITH PLASTER WITHOUT PLASTER 2X1 2X8 2X1 2X8 No.2ND 19 SP 2 -8 -3 3 -10 -11 2-18-13 1 -2-9 Na2 19 SP 2 -9 -15 1 -0 -11 3 -0 -12 1 -1 -11 Na20 19 SP 3 -0 -2 1 -1 -7 • 3 -3-2 4-8-12 Na1N0 19 SP 3 -0 -2 1 -5 -6 3 -3 -2 1 -9-11 Nat 19 SP 3 -1-11 1-7 -15 3 -1 -13 5-0 -8 Na1D 19 SP 3 -3 -3 1-9 -10 • 3-6-7 5-2-5 NO SS 19 SP 3 -7 -3 5 -6 -12 3 -7 -3 5-7 -11 SS 19 SP 3 -8 -1 5 -9 -3 3-8 -1 5-9 -3 DSS 19 SP 3-8 -13 5-18 -7 3 -8-13 5 -13 -7 2X1 TYP. STANDARD DROPPED GABLE END DETAIL. K REFER 10 STANDARD CABLE END DETAIL FOR BRACING REOV1RE N1S ON VERTICAL STUDS. 1x 2X1 OUTLOOKER 2X1 LATERAL BRACING AS RE END WALL --r" MINIMUM GRADE OF LUMBER T.C. 2X1 No.2ND 19 SP B.C. 2X9 No.2ND 19 SP Webs 2X1 No.3 19 SP LOADING L (PSF)0 'OP 30 15 )TTOM 0 10 SPACING: 29 Inch 0.C. ALL VERTICAL STUDS ARE 2X1 SPACED AT 24' ON CENTER TYPICAL. SEE TABLE BELOW —.- HURRICANE CLIP 2X1 BLOCK TOE PA11E0 1,0 TOP 0H0R0 BY BUILDER. !TYPICAL) FURRING STRIP OR LATH TPI-92 Crlt, SSBC -91 STR. INCR. : 33 X DRAWN BY : JB CHECKED BY : JAI REP. STRESS: YES TRUSSES SPACED AT 21' 0.C. - OUTLOOKER TYPICAL. J CONT. BEARING 2X5 OUTLOOKER SEE TABLE 1 13E - 1. 2X1 LATERAL BRACING AS RE09. DO WALL 0 0 0 0 MaTek Industries Inc. 1 r - 8' Y.AXIHUH LOUVER OPENING DETAIL. VENT OPENING DETAIL. HURRICANE CLIP XV 1'-0' TO 6'-0• • 2X1 No.2 19 SP AT 2i' 0.C. -4-- - -FURRINQ STRIP OR LATH HORIZONTAL MEMBER BRACED AT 21' O.C. PREPARED BY HlA'tl OFT ICE. VENT OPENING AS REQUIRED. TRUSSES SPACED AT 21' O.C. NOTE 1. CONNECTION BETWEEN BOTTOM CHORD OF ENO TRUSS AND WALL TO B PROVIDED BY PROJECT ENGINEER OR ARCHITECT. • 2. FURNISH - COPY OF THIS DRAWING TO CONTRACTOR FOR INSTALLATION OF OUTLOOKERS. 3. REFER TO STANDARD CABLE END DETAIL FOR BRACING REOUIREMENTS OF VERTICAL STUDS. Nailing Pattern T Brace Size Nail Size Nail Spacing 1x4 10d 8" o.c. 2x4 16d 8" o.c. Note: Nail along entire length of T Brace . (Each Ply) LOADING L (PSF) TOP BOTTOM SPACING:24 In O.C. STANDARD' LATERAL WEB BRACING TRUSSES ® 24" 0.C. TYP. 1 /A " A END OF BRACING MEM. SHALL BE. CONNECTED TO A FIXED RIGID POINT OR X- BRACED AS NOTED ON THIS DETAIL. ALT. LATERAL BRACING DETAIL TRUSSES ® 24" 0.C. TYP. MINIMUM GRADE OF LUMBER TPI -95 Crit. T.C. REFER TO SEPERATE B.C. ENGINEERING DWG. Webs T -BRACE SAME GRADE AS WEB LATERAL BRACING DETAIL NOTE: BRACE MUST BE 909: THE LENGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. Revised: 2/6/97 STR. INCR.: DRAWN BY: G.L.H. CHECKED BY:J.A.I. REP. STRESS:YES MiTek Industries Inc. Approved" 1x4 or 2x3 LATERAL BRACE PER TRUSS DESIGN WITH 2 -10d NAILS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X- BRACING AT 20' -0" INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT 10' -0" FOR FORCE GREATER THAN 2509 lbs. 2g ri;)'' . 1 0 ill% ... 1 u§ttibb Ina? -1 5- u r- B. D *•C� PRr3ARCD BY IAALI c TK'f. T -Brace Size # Of Truss Plys , 1 j 2 Rows of Bracing 1 - 2 Web Size 1 2 2x4 1x4 2x4 2x4 2x4 2x6 1x6 2x6 2x6 2x6 2x8 2x8 2x8 2x8 2x8 , LOADING L (PSF) TOP BOTTOM SPACING:24 In O.C. STANDARD' LATERAL WEB BRACING TRUSSES ® 24" 0.C. TYP. 1 /A " A END OF BRACING MEM. SHALL BE. CONNECTED TO A FIXED RIGID POINT OR X- BRACED AS NOTED ON THIS DETAIL. ALT. LATERAL BRACING DETAIL TRUSSES ® 24" 0.C. TYP. MINIMUM GRADE OF LUMBER TPI -95 Crit. T.C. REFER TO SEPERATE B.C. ENGINEERING DWG. Webs T -BRACE SAME GRADE AS WEB LATERAL BRACING DETAIL NOTE: BRACE MUST BE 909: THE LENGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. Revised: 2/6/97 STR. INCR.: DRAWN BY: G.L.H. CHECKED BY:J.A.I. REP. STRESS:YES MiTek Industries Inc. Approved" 1x4 or 2x3 LATERAL BRACE PER TRUSS DESIGN WITH 2 -10d NAILS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X- BRACING AT 20' -0" INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT 10' -0" FOR FORCE GREATER THAN 2509 lbs. 2g ri;)'' . 1 0 ill% ... 1 u§ttibb Ina? -1 5- u r- B. D *•C� PRr3ARCD BY IAALI c TK'f. -- 50' 1 co I "N4411 11 \ \ ` 11 11 I I 3 II P 2 KO 1 This property described as: All of Lot 5, and the East 1/2 of Lot 6, Block 31 AN AMENDED PLAT OF MIAMI SIHORES SECTION NO. 1, a.:cording to the Plat thereof, as recorded in Mat Book 10, Page 70 of the Public Records of Dade County, Florida. O X05 G 1, M 0 NI11 1 11 111 111111111/1 1111'. 111x1.111411 Ats11 1111 UN11i1N.1L 1111'4 11 SPAT. 111 1 1ufI0 ll.II INSIIIS005 1114 ,■'411 .11111'11 Zo 1 g5rmL-f 3 ra14l4W4 -Y 5. 2C/fro 41-1 5 Tv1PY j _ I d I CE Afr 7�'oo r PROPERTY Of: Leoni, Victor, 262 N. ' 1 A,s p l-IAL/r FAV r A BOt1N()f RY SI1lt' Y 1 hrlrb 1tud 4111 ohr 1uo1,1 mplr ICIIt11 htt tu11 111, tot 1111 11111n11111111 14'11111R al ulnJlltIl Itl tooth hl 1114 11114111 (11 lam) S1111t1o(b 111 111apir, 61(1116 Iluttda AJlniniiUNirr Cult 1rt,1111an1 111 $ecllo■ 471.017. 1 l 514111111 Writ air nu tn(Illathnlr■lt. r ■clIlp1, 4411(11r1111 appralulg on 1h, P1.1. 1141.11 11 41 h11wn h,lrlu 17 . 98th Street I°) M I► TM 203 Sr' (r`1 LLa 20 -- - .. 6_ I�II I), i SCAl1.il; /1. Ian, N1ia VI111M 411111{111111 / � f 2 .6001100111raawr 2 2 13 is 1061 sK- r"G N ray Miami Shores Flor'd LANNHS AND (;AIICIA, INC, (,11, 11 2(193 SIIItVEY0I1S- n1A1 I.ANI1 I /I,ANNI :ItS BEALE SMITH #5238 30 1!1 1 illicr oda1 cis: 359 Aka,ar Altvulc, l'u, I 1 :41,41, l inihJi.1.1131 (.1115) (5(1.1'111') 051) 5L% M66J I)IIAIVN Ito' MOM, NO Sff 137572 ADDITION TO: LEONI RESIDENCE C'o/ tC . c c r. . A-2 : Vo9e I to .t , A - ?) Ovt.cDA,t106-c -�- TE rz(orr, EtEltA`C tVL ..v o r pp r( r,CV t C L- 'RSA &t : uta(zr cC .r.., La "t o) c rfc ,(A-. '6, • �( 'y &t A - t t L COLt O rt attt. '4' 'PPAt 1, .r--r •ct e. r s . '►"1 MC (LSD c'Atwfi .er16 •t . (k ►AV/ 1►4d 262 NE 98 T1-1 STREET LE(L G.etPrciJ This property described as: All of Lot 5, and the East 1/2 of Lot 6, Block 31 AN AMENDED PLAT OF MIAMI SHORES 1 SECTION NO..1, according to the Plat thereof, as recorded in 14 Plat Book 10, Page 70 of the Public Records of fl Dade County, .Florida. ti 1r 'IL o 1 1V. 9 0 .E 00 i 7.;4o: . PI CatIG 3 MO t"1 5. 2G, &a oi l,y l s t tl i 4 p i -' 3 2.35 g. ¶r -13:1 east* ta54 0- - - -- $C - 'CL -_ -- -- � tfs U HF 7r.00 ri r 1 3 I5'4I - 1 0)'ASpi r lAvgriai'r 3,0 Fp ' IL N ld Fir NO 10 GL, q.10 L + i 4 tr r Av e-Hr MIAMI SHORES, FLORIDA 7 I7 1 100 )/PTV 203. Sry ( j �` '1 a 5o i 535v\ i q 3 2. I i 20 f• 11 4 21 I ZZ LcJ641 iI yw�r�N ors 1 ?e rJ 16) � , ; p( � ��� A 030 GI.. 0 z 0 0 0 comm no: 0210 date: Ai r (. f:4, 2610 revised: 6 6.oz DfiVeLvAy Moak 0 LL a 0 ADDITION TO: LEONI RESIDENCE _ 2P4 cof� 'RAM . vcei RAM, e.)4re g(c eL vA` -toti°t ..: c & - 1cZL) , Fat i. 4 D :, rit- c ,C.- rt- e P(MJ .ec rJZtCA L, C ,c Lete , .1 ., earrACAt... ?AO �.. aSeee ' e' ti R.Ottbi tea . 126Ax. , Vt vtAG,eAM Ate. C ato tow &. && 1 /V .e l 6Pect w• rtoxe. . ''tertc TiAttk. u)/ 1 loo peatmv(eto 262 NE 98 STREET LEf44 1 This property described es: All of Lot 5, and the East 1/2 of Lot 6, Block 31 AN AMENDED PLAT OF MIAMI SHORES SECTION NO. 1, according to the Plat thereof, as recorded in Plat Book 10, Page 70 of the Public Records of Dade County, Florida. rir 'fi My IP 1� 9�Jru f ft �. 9° 00 UTE" tat 4$ t- r rAV 5r+,EN r 2 1115 7 : • C I� 5 (r-f err MIAMI SHORES, FLORIDA g o 350 Oi s TM )Y Est dN6E 7 17 oN 3.29 1 1 Ib N 5 ;o ° 9 ' As p NAL. r rA r 9 �l � • 4130 Gt.• dip 'IL Nv 10 I') 1) 2 0 I.4AWCbt t ✓t Ti 703 56 r Sp 1 S › 3 2. I • 11 If 21 2Z a sw�r�N ors .c _c rte. L.) 0 W U Z 11 z � 0 C t ) 1.11 LT: 2: D Q LLI comm no: 0210 date: revised: sheet no COVER of tura - -Lt_Q C tr e TOW . r Man 11111 Mae r IMO - r� 'f ■1 .111111111111l1i1111101111 1 1111111111111 F 111111111 QA514, M7vookt Ci (5v -t F >t .) C4 - trAetitatettra Vag) We C -G'. '� p tt s re D Aem6 ruk, Gt. tw., vI n L o guacv kctetotOZS e JeVZ . C.0 tAureto2 WOG- t;'? f?.C1 um- tC#'xV nG ccU9. #t 1 t 14 f 11 f!LOOR..P.LAN teALE. . 1/4" 1 ` -O pQjt,. 51au. W/ GiteM• ViPDinr.• vccua- 1 6 o. C w/ 1- V /4x( 2 A TWgZUs TO rwisr c(c,. 0 eA cx -UP Ey�Sr. vGYp2 e%RegeFc6 -,+-) ctveAc- P- MM(rc. LbC \ C. I coo t Ps .c U 0 0 _c 2 0 w CC 0 w w oC 0) F- co Q) LLI Z N co N oomm no: 0210 sheet no: A -1 of date: ,(c. 2 , 261? revised: E 0 -J ft(, G- Z 5 a Z 6. (04U21.0..0 a 0 w N •1 • r Ali owir :_ raw a. t«C6k NNW WEI NMI MONO al MI • .111111111111111 11111111M t x.111111111 111P1lalllllll Neat rte Pit-Ll -l61 __yd. f2AC[tC.. LdC'111101.1, -5W eixaVem... tjura tge Cdt e V.)(4 -E I TV :16. 0 ' erica 1tJ WAS ti zi'a . tt t/G CeituP. � 'L 10 Mascot/2 Aeov6 VAL, CI4 eke. tr ¢A,MC LC / SAS — G�t.. 300100, t stet -D UtM ei n ll.G. ALL✓ 1-t.W WG ort, C x- )9 f )cIA >YcE.tG wt Rlce)(.4) ev53-itttept 14E40 AG COLW . l 0 0 i IJttGb{e, . LA IstE4.i � �1f�Ltlt~ L 1V1 t6► (g )e ) )61 - r1,t -tA TO 130-1AW ■■■ )ttZ 1Lt CALtex t t-ktT.ar E 'r1'AU�SC_ bbO'D FLOOR PLAN te 6 - f ��4`t r-OP GQi(,• 5 tL tc. (V/ GAle- D1 ?PAC. TIC. ictA 6 C - I 1 /4.)C Z Ye TAPGe S - r0 EIU52i &ce) etoGG. -UP e vt; elber , CD w 0 w w }- co 0) w N CD N Gomm no: olio date: 22g(L i revised: 0 CC 0 .1 LL 0* it S, ms itr c, I t rO t tt E%C9C (P.) vgatuy on rtett2 i I! emu_ - 1 0.IA- 2- 2 "x co" 9. TOP 4 ey'rr . X- SQIut -161 @i 48 UUI11e w /z -tCo3 ,- 56-W) ue ectt To y- =► '�- - 4 1:7 CONC. BEAM SCHEDULE •r ; 4 lZ{ ave. tiA u) cow; If 3 edit' t2 O TtvirevP. j- 1 : 8) 34 cafe. eft . w/ 2 <o i E', 2tt 5 U11701-E. t WIT w/q 66, tz' 13-Z, 3 7 r c ' 6 ° 4 te sa-t . .ra ?K " ' e- u,t0t, w tr -Wetv . (APR 2-# 4 earr'M (ftx.r4 x'r 16. i✓ 5 @, e4',. c, tiu /60 d t ad ro &era> �+ gp r. TCZt (2. (6t.iew tvet.vso . otto ?hive.) w/ I, e) ' /4' e) ro 54416r. AM -- vE¢trr( _ ROOF FRAMING PLAN SECTION a — * toV wtt,..t_, Acme. .11,. .t2C t itMA ,t. . . C ?Inv /e5x !dolt , RATE w// c , uv Lx. 6 i2 0.c &r 1rx 4`) (1r4 16 > ��. 4E ettO V6ettly) e4rvi: gx,r2:E3E.40-1 (Veem - (n N 0 " O " N i w cp tr 0 co w w cc F-- F-� 00 0) w Z N c0 N comm no: 0210 0 E 0 J date: AVet(.. Z4I 2)7. revised: . (- 25 taxi. O pr ucx,t ) et4 f tieco 's u-Ec cam. cv" taro 0) 1 ttt 6COKCe (ijP.) vrr1fr1' otk PC4- QP= t2roe. "wtc . (64toV cvec.Vev otto Pt,.Lte.) w/ 1-r' 1 ro i5 -1--Yt t • r - 1 2- Z Co P. T. TOP 4 e.oti . 1 #to 4 w/ v/4. , x 0.6 , x -6 a. 4ekiAle CONC.. SCHEDULE CAw(4t w / -t67clL, 5641:;) ? o 11$ X t2;1 Cale • w 14- ca rj f 3 t2.' u ? -- � ■ b) _4 Ce ?c. ej Lu/s4to T P, t v# rf w /'# :6(. • - • 13-2 D* b tZ, e -t . ''O b M 0-O" w rte, to ttwext) . re ( x 1C,p5TTAPS e4 "0.c. W /60~ rod 14#64 ro act 4 6. L ROOF FRAMING PLAN SECTION a -a ?Ira) 6/6"X I d i 6YL>RATE u) � V4' c ,ltiv e. 2cz r �4 (1r4 16 eetle.) 7t4e etw fd v ccei) 6 ( * e i4ovE WALL. ,Oet At( • L O CO L W cc 0 x W (I) U Z o W O t— CC 0 - 0z O a w comm no: 0210 shaet no: A -2 of 5 0 c LL date: Apre t C. revised: ?J-to viegp u ( Le- (1 iv gkf *1 vo)cq (Ito) (0 kW. ntlx4, rri TITIfu co kAt:71 -.4 fifirITMITMELL 4t s veur wttsit 1-teki- -■■•■■•■•■■■■■•••■■•• _ io<0 rowa -rei rett-44.1t4 (40 = I0. ••- aw_cto_ P 4V coma - igt-A jtIII�I ,L 41 1 . If 3 x 4 y4. 11--cof.,. Lu/&" Alex 5/S' tA* 4 cAto ve,P (4 -3/4'4) A/ bot,T. ?twee., ecAs tu/ z weeatv PC YAW eti e t eowr yr. 5rAttz Cep) AnwieRsounwirst"-40"4" All-Bye; W_.. - z - Ecpc 1 r 4 f - - W - lz"11.5 C IAAM. g STRUCTURAL NOTES: ..tmeFuj04 SHALL.CVNIC:P.M- WITH. 41.- LOCAL- 8. 0 EEDUALARDINATICES..61. #0100.0. • ' % OefG etff .• • • 31MENSIONAL 1ifORM6TION SHALL BE RAW) ON THE ENTIRE tET OF'CONTRACT UMENTS J IN ; TOTAL. COORDINATE ALL THE ,REQUIREMENTS pF CIVIL, RCHITECTURAk; STRUCTURAL, MECHANICAL, ELECTRICAL, AND INTERIOR DESIGN RAWINGS TO. USE INFORMATION.FROWAPPROVED SH DRAWINGS TO SUPPLEMENT F"'' DOCUMENTS WHERE NECESSARY. ' (PORT ANY DISCREPANCIES TO TUE ARCHITECT PRIOR TO PROCEEDING.: • 4 !WERE iRETICAL DIMENSIONS CANNOT BE DETERMINED FROM THE pLANS, OR WHERE MEW WORtADJOINS ExISING CONSTRUCTION. OR WHERE ONE MATERIAL ADJOINS A PREVIOUSLY PLACED MATERIAL WITH A MORE RESTRICTIVE TOLERANCE TOP THE tIN-PLACE MATERIAL. CONTRACTOR SHALL TAKE FIELD MEASUREMENTS AS u REQUIREO TO COMPLETE SHOP DRAWINGS ANO INSTALLATION. REPORT ANY DISCREPANCIES EXCEEOING 31 BETWEEN FIELD MEASURED DIMENSION AND,SCALE9 DRAWING OIRENSLONS 10 ARCHITECT BEFORE PROCEEDING N1TH THE WORK. ktge A LINE OF STRUCTURE, OPENING LOCATION, ON DIMENSION TS CRITICAL, iANO.BASE0 oq THE ROUIREMENIS OF'ANOTHER TRADE OR SUBCONTRACTOR; THAT, ;SUBCONTRACTOR SHALL SOW A SHOP DRAWING WITH THE REQUIRED DIMENSIONAL ONFORMAYION UPON WHICH THE CONTRACTOR SHALL BASE HE LAYOUT AND T ALL I. MECHANICAL AND ELECTRICAL OPENINGS. tOja-.111:::1 tdUireV TeeFE, 4 -totidretZ ISIAW0t4CGO (60 CONTRACTOR 10 VERIFY ALL DIMENSIONS WORE PROCEEDING WITH THE WORK. 1 (5ND REPORJ ANY. DISCREPANCIES 10 .IHE ARCHITECT AND 'ENGINEER. FO M • R i.APPROPRIATE ACTI ' ICAST,INAALE CONCRETE: • • • • • , TO BE MIXED A00:PLACEO IN ACCORDANCE MO ACI 301-84. ALL REINFORCING ) CONCRETE TO BAYE OAY COMPRESSIVE -STRENGTH OF PW000PS1. CONTRACTOR SHALL SUBMIT ALL CONCRETE MIX DESIGN FOR REyIEW, CONCRETE MIX SUBH1TTAL r SHALL COMPLY WIT4 $01101 4.1 OF ACI 318 AND MOST SHOW STRENGIRDATKAT 7; 14 *AND 28 DAYS. STANDARD DEVIATION AND MODULO OF ELASTICITY. .1 CONCRETE COMFRESSION TESTING 10 COMPLY WITH LOCAL BUILDING COOS PROVIDE CONCRETE INSERTS AS PER ARCHITECT OR MECHANICAL' ENGINEER'S CONCRETE REINfORCEMENEs • : • WORK. SHALL kKaN..A.E.CORDAN.CE WITH ACI 301-84, ACI 315:80, ACI 318-83, jCITS1 'MANUAL OF STANDARD PRACTICE", 1919. BARS SHALE CONFORM TO ASIA 1PECIFICATION_AG 15(51), GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO' 'ASIA A185. CONCRETE COVER REQUIRED AS FOLLOW'S: 2 1• CONTRACTION JOINTS IN SLABS A BEAMS MAY OCCUR WITHIN THE MIDDLE 1/3 PORTION OF- THE SPAN. CONTRACTION JOINTS SHALL BE KEYED WITH 1-1/2" , EY. .4 . • ' - I • IMUMATION: (FOUNDATION DESIGN IS BASED ONIC/00 PSF SOIL BEARING VALVE MAO PLUS, IL1iE-1.00). GEOTECHNICAL ENGINEER SHALL VERIFY ALL SOIL CONOITIONS ;OEFORE PROMBING WITH THE WORK ANO REPORT ANY OISCREPANCIES 10 THE ARCHITECT ARO ENGINEER. FOR APPROPRIATE ACTION. FOUNDATION 'SUBCONTRACTOR TO INCLUDE COST OF TESTING ANO VERIFICATION IN HIS BID. CAST AGAINST ANO EXPOSED TO EARTH 3" ' FORMED, EXPOSED 10 EARTH OR WEATHER •6 ANO LARGER 2" 15 ANO SMALLER 1-1/2" SLABS ANO WALLS, NO WEATHER EXPOSURE •2 HR. FIRE RATING 6 LESS 3/4" - 3 HR. FIRE RAZING & MORE • 11 *STRY(TuRAL S1EEL: ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH tH LATEST EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISCI "SPECIFICATION FOR THE DESIGN FABRICATION /I ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". STRUCTURAL STEEL 10 BE DOMESTIC ORIGIN AflQ CONFORM TO ALL ANGLES PLATES ASIR A500, GRADE 8 . ASIR 038 k , *5111 A5J, GRADE 8 PA m CONNECTIONS SHALL BE MADE WITH ASTM A325 HIGH STREN5D-1 801,IS OR' wELoiNo. BOLTING TO BE IN ACCORDANCE WITH RCM SPtCIFIC SPECIFICATIONS. . ALL STEEL •AT' ANO BELOW FINISHED GRADE 10 RE FIELO PAINTED AND COYEREO WITH AMINTRUM OF 2" CONCRETE. CONTRACTOR 10 VERIFY STRUCTURAL STEEL FIRE PROOFING WITH ARCHITECIURAL.DESIGN. TESTI140 1 ,.• • ALL TESTING SHALL BE MADE TN ACCORDANCE WITH IHE 'S.F.D.C. RECOMENDATIONS, cHAPTER.25, . 4 _1684XYEE_10"..1111...1!_134TITARJOR., B EAR LNG _V ALL_ CUSf., TypEA!, WHEN, SEWN GRADEf. PRECAST cow( LINIELS SHALC BE PROMETFAT ALL MASON*'( OPENINGS AS REQUIRED. WHERE 4.0 MASONRY'ExISTS FOR LINTEL BEARING, PROVIDE DOWELS YROM.COLUM AND POUR IK.pLACE. SHELF ANGLES MAY BE USED IMAM OF CAST CONCRETE (4' X 4 WA/8° W/2 3/4' ANCHOR SOLIS). • t%1 L 1 INTERRUPTEDif GPENINOTO BE AWED TO SIDE At MINIMUM SPACING (2"C/C) BARS SHALLEXIENO WITH A MINIMUM LAP OF 4-1/2 TINES BAR NUMBER. BEYOND OPENINGS? „. I LUMBER SHALL BE MINIMUM CONSTRUCTION GRADE 1100051) UNLESS OTHERWISE NOTED. ALL LUMBER IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE TREATED WITH A'RECOGNIZEO WOOD PRESERVATIVE OR PROTECTED BY METAL. PLATES OR OTHER APPROVED CONSTRUCTION MATERIAL. , WOODIRUSSES SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE Of FLORIDA. SIGNET) ANO SEALED SHOP DRAWINGS SHALL BE SUBMITTED TO THE . ARCHITECT ANO ENGINEER FOR APPROVAL. THESE DRAWINGS SHALL SPECIFY EACH TRUSS ANO JACK tO BE SIPPLIED.BY THE MANUFACTURER ANO'ALLi TRUSS TO TAUS CONNECTORS. THE TRUSS CONNECTORS SPECIFIED SHALL BE.SUBMITTED. WI THE TRUSS DRAWINGS FOR APPROVAL ARM SNALL.BE INSTALLED IN - ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. ANY TRUSSES DAMAED' IN DELIVERY OR ERECTION SHALL BE REPAIRED TN ACCORDANCE WITH SIGNED AND • SEALWORAWINGS IRON THE TRUSS DESIGNER. THE TRUSSES SMALL BE LIFTED, PLACED, .SECURED, MW smut) IN ACCORDANCE WITH THE WommomAtioNs OF ' THE TRUSS PLAIE INSTITUTE, UNLESS SPECIFIED OTHERWISE Ili WRITING BY THE I:01cm.. • , .. FRAMING LUMBER SHALL. BE 12 SOUTHERN YELLOW PINE Folf5OPSI UNLESS OTHERWISE NOTED. . • . • 1 FIREPROOFING SHALL BE IN ACCORPANCE WITH ALL LOCAL BUILDING CODES. ALL NEW MASONRY CONSTRUCTION 10 BE IN ACCORDANCE WITH 'SPECIFICATION fOR CONCRETE KASOW CONSIWor ACI 531.141 ARO tLL LOcAL ' APPLICAM WILMS COOE PpOVISIONS matf"*" 0IJ .fii MeV .04 /AT."' 4 A ! 1-17 f ai I " . . - __Y1 If 4 1. it. ci.rcx/rIF46 4 &44-vitzw6rete. • • '••• \iv' c.) .0e __ Pwaea did "s74 _ LJ C-01-k M(` • — co- 2'5 'Oa f 64 eoLturist LM 6.s. rie6,1 ri, z 0 - (1) C4 C4 a 0 A ammmt C4 C4 OD %IMMO 0 0 w 0 cn uJ cc 0 LU _J comm no: 0210 sheet no: A-3 of 5 (/) CC 0 cc cn co 0) ui csJ date: r?-1(., 24 20o-e, revised: 0 0 LL ELit.a0 I-0,6W VIA. 12ette,C t Lap gkvr, e,eolet? (w.) jl MO • • b, op -.6 #1i 1 whiff 1 1 1111 1 11 11 1 4 o 1L CL C-rw. wa‘zie. at__Ifrtit 0 Go Mit, 41 :44 (/' e4+-i ck.e4fi • 51 5"evity. etAs to/ g ve tt)C WWP' et-1. CektPACASIP tvetw cur 6fAtte . 4- g1 - 4 1 1/ 4 0et&• Dettof-lb lar0 gt4ir, CetLoCku.tol .11.•■••■■■■•■•••••• 14[11- C751TICdt 1 _ 217 _ : _ 71 - ;gm a a a 2 a 2 .0 , A covz- azi_trag2 e,_ ` Y4! 611.- cad, , 611 A I S l< 5/6' tA* 4 cite 9d (4 -5g (13. Al 601.-1 ■•■•■■■•■•■•/IP 7 I I 1 I r I mt c mikeat pob rucc,- v g,retrzi eitiff_ 1 — 1111SAIVIA P 10. W1WL • • ,CONTRACTION JOINTS IN SLABS BEAMS MAY OCCUR WITHIN THE MIDDLE A/1 PORTION Of- THUSPAN. CONTRACTION JOINTS SHALL •E KEYED WI1H 14/2' KEY.. • • 1 4 i • !FOUNDATION: • • • .FOUNDATION DESIGN 'IS BASED ONi000 PS F SOIL BEARING VALVE (0EAD PLUS„ 11V(-LOAD). GEOTEEKNICAL ENGINEER SHALL VERIFY ALL SOIL COMMONS REFORE PROCEEDING WITH THE WORK ANO REPORT ANI DISCREPANCIES 10 THE ARCNITECT MO ENGINEER. FOR APPROPRIATE ACTION. ' FOUNDATIDA 'SU9CONTRACTOR TO INCLUDE COST or TESTING MO VERIFICATION IN HIS BID. STRUCTURAL NOTES: i0C IMENSIONAL aroRmAtioR SHALL BE BASED ON THE ENTIRE SET OF'CONTRACT UMENTS ,11Ik, TOTAL. COORDINATE' ALL THE ,REQUIREMENTS OF CIVIL, RCHITECTURAL, STRUCTU MECHAN RAL, ICAL, ELECTRICAL, AND INTERIOR DESIGN RAWINGS TO. USE INFORMATION.FROM'APPROvED SHOP DRAWINGSIO SUPPLEMENT ONTRACT DOCUMENTS WHERE NECESSARY. . ' , - EPORT ANY DISCREPANCIES 10 THE ARCHITECT PRIOR TO PROCEEDING.: ERE CRITICAL DIMENSIONS CANNOT BE DETERMINED FROM THE piAms, OR WHERE NEW WORkADJOINS EXISTING CONSTRUCTION, OR WHERE ONE MATERIAL ADJOINS A PREVIOUSLY PLACED MATERIAL WITH A MORE RESTRICTIVE TOLERANCE THAN THE 1N-PLACE MATERIAL. CONTRACTOR 'SHALL TAKE FIELD MEASUREMENTS' AS 0 REQUIRED 10 COMPLETE SHOP DRAWINGS ANO INSTALLATION. REPORT ANY DISCREPANCIES EXCEEDING 3% BETWEEN FIELD MEASURED DIMENSION AND,ScALEO DRAWING DIMENSIONS TO ARCHITECT BEFORE PROCEEDING WITH THE WORK. ‘ . WHERE'A LINE Of STRUCTURE, OPENING LOCATION, OR DIMENSION IS CRITICAL, . AND -BASE° ON THE REQUIREMENTS OF - ANOTHER TRADE OR SUBCONTRACTOR; THAI, SUBCONTRACTOR SHALL SUBMItA SHOP DRAWING' WITH THE REQUIRED DIMENSIONAL INFORMATION UPON WHICH TN( CONTRACTOR SHALL BASE INE LAYOUT AND .CONSTRUCTION. THIS PROCEDURE IS HARDAWAY FOR CURTAIN WALL SYSTEMS AND, . All NECHANICAL ELECTRICAL OPENINGS. ' . • , . ONTRAcTOR10 VERIFY ALL DIMENSIONS. WO PROCEEDING WITH TIDE won ,. Os! REPORT ANY DISCRERANCIES 40 •THE ARCHITECT AND ENGINkt.R. futt , , 10PRIATE ACTION, • • r ig...taw : 14E0mA . k. ID BE M1&E0 ANo:PLAMTI ACCORDANCE wit$ Act 3Q1-84. ALL REINFORCING . CONCRETE TO NAVE 1;8 DAY COMPRESSIVE-STRENGTH OF fI4000PSI. CONTRACTOR SHALL SUBMIT. ALL CONCRETE MIX DESIGN4OR REVIEW, CONCRETE MIX SUBMITTAL SHALL COMPLY WITH UMW 4.1 OF ACI' 318 ANO MOT SHOW STRENGTH'DATAAT 7,' '14 28 DAIS. STANDARD DEVIATION AND MODULUS OF ELASTICITY. • . _.. . COMPLY WITH L . OCAL BUILDING COOL PROVIDE CONCRETE INSERTS AS PER ARCHITECT OR MECHANICAL' ENGINEER'S . • . I YORK, SHALL REALAKOROARCE WITII ACI 301414, 'ACI 315 ACI 318-83. PSI 'MANUAL OF STANDARD PRACTICE" ' 1979. BARS SHALE CONFORM TO ASTM IPECIFICATION.AG 15(51), GRAOE 60. WELDED WIRE EABRIC SHALL CONFORM TO ASTM A185. TJWC4URAIr-IIESIF4-SNALL$ONFORM-WIT11-4L LOCAL &.c iocRAI4Roulk.mitSAIGI. !PI* WS. , • oec.. 4doell . • 1 INATI CONCRETE COVER REQUIRED AS FOLLOWS: , I._. CAST AGAINST AND EXPOSED TO EARTH Y ' FORMED, EXPOSED 10 EARTH OR WEATHER 16 ANO LARGER 2" .5 ANO SMALLER 1 1/2" SLABS ANO WALLS, NO WEATHER EXPOSURE • HR. FIRE RATING & LESS - 3 HR. FIRE RATING i MORE • 3/4 I" ;TINETuRAL ,TEEL: • ALL STRUCTURAL Sack SHALL BE' OETAILED, FABRICATED ARO ERECTED IN ACCORDANCE WITH 111( kA1fSt EOITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (A(SC) 'SPECIFICATION FOR THE DESIGN FABRICATION 8, ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". STRUCTURAL STEEL TO BE DOMESTIC ORIGIN Amo CONFORM TO: ANGLES 8 PLATES t. ASTm A153, : Alt HO A PIPE : IRO. CONNECTIONS SHALL BE MAOE WIT4 ASIM A325 HIGH ASTM A500, GRADE 8 TUBES 10 STRENGfil BOLTS OR''WEIDING. BOLTING TO BE IN 'ACCORDANCE WITH RCM SPECIFICATIONS.' ALL STEEL..A1 ANO BELOW mom GRADE TO RE FIELD PAINTED ANO COVERED WITH A MINIMUM OF 2' CONCRETE. CONTRACTOR TO VERIFY STRUCTURAL STEEL FIRE PROOFING WITH, ARCHITECTURAL,DESIGN. •RECOMMENDATIONS, CHAPTER.25, .valits..2r...a..!xuiaima_rocamints_mit_zukti,osmouk_wtiut TESIINGs. : . . . AIL TESTING SHALL 8E MADE IN ACCORDANCE WITH JHE S.F.8.C. MOW GRADEf. • PRECAST CONCRETE LINIELS SHALL BE PROVIDED 'AT ALL MASONRY OPENINGS AS REQUIRED. WHERE NO MASONWEXISTS FOR LIAM. BEARING, PROVIDE DOWELS PROMLEOlomm ANO POUR 111 PLACE. SHELF ANGLES HAY BE USED INAIEO OF CAST, COOCREJE (4' X 4' k3/10 W/2 3/4' ANCHOR DOLTS)! MAXIMO. SIAN OPENINGSt • 1 INCEOU1VA4NT Of STEEL INIERRUPTE011 .OPENINGS' TO BE ADDED TO SIDE At MINIMUM SPACING (2"C/C)'. BARS SHALL.EATENO WITH A MINIMUM LAP OF 4.I/2" TIMIS OAR NUMB BEYOND OPENINGS, .1 I .1 AIL LUM8fR SHALL BE MINIMUM CONSTRUCTION GRADE .(1000PS1) UNLESS OTHERWISE NOTEO. ALL LUMBER 111 DIRECT CONTACT WITH CONCRETE OR MASONRY. SHALL BE TREATED WITH A'RECOGNIZED W000 PRESERVATIVE OR PROTECTED BY METAL.PLATES,OR OTHER APPROVED CORsaocriom MATERIAL. . WODD SHALL IIE OESIGNED BY AM ENGINEER REGISTERED IN TNE STATE' BE FLORIDA. 'SIGNED ANO SEALED SHOP DRAWINGS SHALL 1E SUBMITTED TO THE .AACHITECT ANO ENGINEER FOR APPROVAL. THESE DRAWINGS SHALL SPECIFY EACH TRUSS ANO JACK 10'8E SW11.10.8Y THE MANUFACTURER ANO ALL TRUSS TO TRUSS CONNECTORS. THE 'TRUSS CONNECTORS SPECIFIED SHALL 9E SUBMITTED, will} THE TRUSS DRAWINGS FOR APPROVAL. AND. SKALL'AIL INSULIN IN - ACCODANEE WITH !OE MANUFACTURERS RECOMMENDATIONS'. ANY TRUSSES • DAMAGED' IN DELIVERY OR ERECTION SHALL BE REPAIRED IN ACCORDANCE WITH SIGNED ANO , SEALEWORAWINGS FROM THE TRUSS DESIGNER. THE TRUSSES 'SHALL BE LIFTED, .FLAcED,•SECURED,'ARD BRACED IN ACCORDANCE WfTH IHERECOMMENDATIONSTOF • THE TRUSS PLAT( 'MIME, UNLESS SPECIFIED o ucRw a isg WRITING BY IRE 0014cR: • , . . . . Imo% LUMBER SHALL, BE A 2 SOUTHERN YELLOW PINE F.1 UNLESS °TiltRIOSE )ED. . • . • . 1 FIREPROOFING SHALL BE IN ACCORDANCE WITH ALL LOCAL BUILDING CODES. _ . • : ALL NEW MBSONRY CONSTRUCTION TO OE IN ACC0ROANCEWITH "SPECIFICATION . . FOR CONCRETE MASONRY EGNSTRycilOW AEI 531.1411 MO ALL LOcAL ' ' Atttlaskt Oultolm; COOK ppovisioRs 4406 03Joirimir .0w/AT4 is -t/. r - '00 • i viliwbor 411:47 - oPtA Qflooloti. 11 / - rxx kdtsi2 2wtti1(.47_ Sx g-r1.4coe,. ecNs ce)/ 4t 0 c.ope.g5q. - 1 SDX-5 7:1 • • 0 ____eit-Im4e9: noir 41-Loote (I) 0 ( 0 u? 03 f 4--• -f-- " Gomm no: 0210 sheet no: 0 i— w cI F- 00 w c\J (0 c\J date: AP2 zooz, revised: *?t. 6- 2'5 'Oa orpr. cocatf:Kt fl4e,50 aset) - Cfg)• Vit ( L .. (i ',aft) etfir; uc 4? O Wkr •I• -it &id KetZi. DOWEL& /Co C-et.L ca ,orP CTo Ce srozo J4-4.013 L _ et.INi (21-16Kleca---- - c hz & col-lOgte t o tS . - 1. 17- 07 -7-7771-- flitrrEtriffraTtn 1 o vcce-c_t, IAJI t': VAYrio-11.9 v_tw, _-rtreyiSt Tarc6 wiamdivuo etaik. 44m 14, •1 _ 9 t r tt- • - - - 114.11.161141•11011011, 1:111■10111110111111■111161111.11110 4.111.14:1041 ispcvm4-1 0 - Likle_COW.;:_C.Zra.)(1114- i iii 0 Ix ' /4! Lu/ e9‘' A le 5/8: tik* 4 cite 1P6 (4 CP' Ai f?;n-1 I e e • ob. Ct206. b_t.42ck, -- _ - _f-ItirtVe 6 40.44 , pdatticol-vvetroei .4tAuCTustA4-0tiicaN-SNAL14010414W41IN-ALL-10CALAJEDERAI. tUIL010 COOtt Ofe Zed 1 • • • ' i.CONTRACTOR 10 Mir/ ALL DIMENSIONS. BETORE PROCEEDING WITH TUE WORK, too REPORT ANY. DISCREpARCIES . THE ARCHITECT AND EN01NEEN. FOR t7A71: 1 • • 10 BE MIXED AND:PLACED IN ACCORDANCE wall AC1 301-84. ALL REINFORCING , ;CONCRETE TQ HAVE o COMPRESSIVE , STRIROTH OF fI3000PSI. CONTRACTOR SHALL SUBMIT All CONCRETE MIX DESIG1FOR REVIEW. CONCRETE MIX SUBMITTAL t SHALL COMPLY WITH SUITOR 4.1 OF ACI'318 AND MOST SHOW STRENGTH'DATA'AT ;7; 14 28 DAYS. STANDARD DEVIATION AND MOQULUS OF ELASTICITY. .1 CONgR M ETE COIRION TESTING TO COMPLY WITH LOCAL BUILDING COOES I PROVIDE CONCRETE INSERTS AS PER ARCHITECT OR MECHANTCAL ENGINEER'S CONCRETE REINFORCEMENT: • : • • WORK. SHALL %EAT ACCORDANCE WITH ACI 301-84, AC1 316:80, ACI 318-83. IERSI "MANUAL OF STANDARD PRACTICE*, 1979. BARS SHALL CONFORM 10 ASTM 3PECIFICATION.AG 15(51), GRADE 60. WELDED WIRE FABRIC SHALL CONI TO 'ASTM 1 70 . 4CRETE COVER REQUIRED AS FOLLOWS STRUCTURAL NOTES: immUtIm_alaismEtAtioLlits: DINENSIONAL INFORMATION SHALL BE BASED 04 THE ENTIRE SET orcoN1NAci pocumis j o. TOTAL; COORDINATE ALL THE REOLORgmENIS OF CIVIL, ARCHITECTURAL; STRUCTURAL, MECHANICAL, ELECTRICAL, AND INTERIOR DESIGN Immo TO USE' INFORMATION.FRom'APORov SwF ORAWINGSIO SuPP4KNV C IOTRAO DOCUMENTS WHERE NECESSARY. ' (PORT ANY DISCREPANCIES 10 THE ARCHITECT PRIOR TO PROCEEDING.1 WHERE CRITICAL DIMENSIONS CANNOT BE DETERMINED FROM THE PLANS, ost WHERE NEW WORW EXISTING CONSTRUCTION, OR WHERE ONE MATERIAL ADJOINS A PREVIOUSLY PLACED MATERIAL WITH A MORE RESTRICTIVE TOLERANCE THAN THE 118-PLACE MATERIAL. CONTRACTOR 'SHALL TAKE FIELD MEASUREMENTS' AS .J REQUIRED TO COMPLETE SHOP DRAWINGS AND INSTALLATION. REPORT ANY MSEREPANCIES EXCEEDING 3% BETWEEN FIELD MEASURED DIMENSION A4O , DRAWING DIMENSIONS 10 ARCHITECT BEFORE PROCEEDING WITH 111( WORK, 1 WHERE A LINE OF STRUCTURE, OPENING LOCATION, OR DIMENSION IS CRITICAL, iAND 'BASED ON THE REQUIREMENTS °CAROUSER TRADE OR SUBCONTRACTOR; THAT, SUBCONTRACTOR SHALL SUB1I(A SHOP DRAWING WITH THE REQUIREO DIMENSIONAL !INFORMATION UPON WHICH - THE CONTRACTOR SHALL BASE THE LAYOUT AND CONSTRUCTION. THIS PROCEDURE IS MANDATORY FOR CURTAIN WALL SYSTEMS AND LL MECHANICAL AND ELECTRICAL OPENINGS. ' :CONTRACTION PORT-ION OF- ;KEY, FOUNDATION: • • ! FOUNDATION DESIGN IS BASED ONIC100 PSF SOIL BEARING VALVE (0(AD piuS, .LE-WAD). GEOTECHNICAL ENGINEER SHALL VERIFY ALL SOIL CONDITIONS 13Er011E PROCEEDING WITH THE WORK ARO REPORT ANY OISCREPANCIES 10 THE ARCHITECT ANO ENGINEER. FOR APPROPRIATE ACTION. FOUNDATION :SUBCONTRACTOR 10 INCLUOE COST OF TESTING AND VERIFICATION IN HIS 810. JOINTS VAN. •mommumer...4 CAST AGAINST AND EXPOSED 10 (ART( 3 ' FORMED, EXPOSED 10 EARTH OR WEATHER • 16 AND LARGER 2" /5 ANO SMALLER I-I/2' SLABS ANO WALLS, NO WEATHER EXPOSURE 2 HR. FIRE RATING & LESS 3/4" • 3 HR. FIRE RATING 8 MORE 1" s s • SLABS & BEAMS MAY OCCUR WITHIN THE MID0LE'I/3 CONTRACTION JOINTS SHALL BE KEYED WI1H Psirdtio jo .,.21.•_,% --1 111 1 ° *oft APp4up 14 SE(i \ 0 ti ci-IPleAks 31Nyc1ip‘ S1LEL: ALL STRUCTURAL STEEL SHALL BE DETAI ACCORDANCE WITH TH( LATEST EDITION OF CONSTRUCTION (ALSO 'SPECIFICATION ERECTION OF STRUCTURAL STEEL FOR DOMESTIC ORIGIN FORM TO: LED, FABRICATED AND ERECTED IN THE AMERICAN INSTITUTE Of STEEL FOR THE DESIGN FABRICATION & LDINGS". STRUCTURAL STEEL 10 CE ANGLES & PLATO •• . , d .ASTM (06 , • PIPE AS1m A53, GRADE 8 TUBES . ASTM A500, GRADE 8 ALL SHOP 410 FIELD CONNECTIONS SHALL BE MADE WITH ASIM A325 HIGH STRENGJA BOLTS OR WELDING. BOLTING 10 BE IN ACCORDANCE WITH RERBSJ SPECIFICATIONS. All STEEL AT" AND 8EL0W FINISHED GRADE TO RE FIELD PAINTED ANO COVERED WITH A MINIMUM OF 2" CONCRETE. CONTRACTOR TO VERIFY STRUCTURAL STEEL rIRE PROOFING WITH ARCHITECTURAL DESIGN. TESTING/ . , ALL TESTING SHALL BE MADE IN ACCOROANCE WITH THE F.B.C. RECOMmNDATIONS, COPTER.25, JAJLEYFE.111 (OSELJAFE-INt-Ms, - BELOW MOO. ?RECAST CONCRETE LINTELS SHALL BE PROVIDED•AT ALL MASONRY OPENINGS AS REQUIRED. WHERE NO MASORRY'EXISTS FOR LINTEL BEARING, PROVIDE DOWELS FROM.COLUMN AND POUR IK PLACE. SHELF ANGLES MAY BE USED putlEu OF CAST Roo( (4' X 4' X 3/8! W/2 3/4 WHO BOLTS). mAxtmo SLAB OYENINGS: THE'EQU1VALENT Of STEEL INTERROTED 10 BE ADDED TO SIDE AY MINIMUM SPACING (PC/c). BARS SHALLEXTEK WITH A MINIMUM LAP OF 4.1/4 TIKES BAR INNER. BEYOND OPEN1NGS! ALL LUMBER SHALL BE MINIMUM CONSTRUCTION GRADE .(1000PSI) UNLESS OTHERWISE NOJED. ALL LUMBER IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL kE TREATED WITH ARECOGRIIE0 W000 PRESERVATIVE Ok PROTECTED BY METAL.PLATEkOR OTHER APPROVED CONSTRUCTION MATERIAL. , • woo° TRUSSES SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE Of FLORIDA. SIGNED AND SEALED SHOP DRAWINGS SHALL BE SUBMITTED TO THE .ARcNiTECT ANO ENGINEER FOR APPROVAL; THESE DRAWINGS SHALL SPECIFY EACH TRUSS AND JACK 10 BE SIPPLIED.BY THE MANUFACTURER AN0'AL4 TRUSS TO TAO CONNECTORS. THE 'TRUSS CONNECTORS SPECIFIED 'SHALL BE SUBMITTED, WH 1HE TRUSS DRAWINGS FOR APPROVAL ANO.. SHALL'AIE INSTALLED IN -. ACCORDANCE WITH THE MANUFACTURERS'RECOHMENDATIONS ANY TRUSSES DAMAGED' IN DELIVERY OR ERECTION SHALL BE REPAIRED IN ACCORDANCE WITH SIGNED ANO SEALEDORAWIRS fRG4 THE TRUSS DESIGNER. THE TRUSSES .SHALL BE LIFTED, ,pLACED,' SECURED, AHD BRACED 14 ACCORDANCE WITH THE - RECOMMENDATIONS Of ° THE TRUSS PLATE INSIITUTE, MISS SPECIFIED OTHERWISE 1I WRITING BY THE . 0016 . 1SLR.. • • FRAMING LUMBER SHALL. BE 1 SOUTHER$ YELLOW PINE Fm1)50PSI, UNLESS OnOWISE 4putD. • • FIREPROOFING SHALL BE IN ACCORDANCE WITH ALL LOCAL BUILD* ODES. . , ALLNEW MASONRY CONSTRUCTION TO BE IN ACCORDANCE WITH IPECIrICATION AcA FOR CONCRETE MASONRY CONSTRUCTION' AC1 531.1-81 ANO LL LEIL xmlustt WWI; CODE tgovIstoo. d.ttrp_. egro 1131 11-P / 6 N - 13 Iy ca (oeo did e ! _ ?lo=o • Sci5 IQ cu/“ op coE4c.Fit4. eloke-A4e9 ri t..0442 PW _C 0 0 0 4) -C OEN 2 - z 0 0 0 rsL w w (1) Er 0 LU comm no: 0210 sheet no: A-3 of 5 w cc 0 1 cn w w F- cc (i) co ui cJ co c\1 date: Arei c gef, revised: 0 CC 0 _1 LL TOP ®G r• a 9 V lgt • rcc ( µmat oset9r) • 0•v .�. tic.) C t -toic ) .• • • • • • I ` � t 1 1 � L 1 _.L . L ... H EL EVATI N U FAT . C N • t,�► : /4 " t -4 � ttX�O 4 - 7N£t,Z" TO tA A1:e4 -EX 1 E.& uFw ¢as • • • • Lil WEST ELEVATION • 1 e K 1T 1 t•-'G 1 e)d rr&r&, U)t O0a) I tr • • 000,0 1 PE c4:: - 1 • r-� TO 1- €M 516 =C • • • • It : 7 ?N&LV Td L1..Arat tctiL1�1['lcif • Ew.Ve6V (6 t (MArcis4 f Xt &T) • vim S OUTH ELEVATION auk • • • • f,CALC 1 /4" .16 • 4 5 . 6 9 6 r -ropoE wt. v 2 (µ.&t€4 EKi ttr��) • • • • • EAST ELEVATION Fu1r GEI -tl< rTrc , Qcb CuM rgr:) L -?SU:it F it - rt r eb of.1 £ /eCGx Vt-cet,t-ivicivo f...44t. Ant? tea 061- ( {cz;q: Nitta!, ta!, 51051.) 0 z O 0 0 L(c1 comm no: 0210 date: W 0 z W (/) U � a W CO w w rn ui z N CO N � revised: sheet no: A -4 • of 5 O J LL ().4A,rcc4 tgc) TOP doc P '. 9 • __qA" • t .cv ¢Ov (' gam ,) • • NORTH_ELEV . ATION ;_ g41 1461 WESI__ELEVATION.; gEw h ►Ytog • J u ¢ao ( eve l io te b) • • • • • • • e cierl[tc MEW 2Fh105 cic. -ve exttri,ccf. U.hkt ' • 54v. 6 • • • • t uJ A V,Tt ti • - TOCCe, t ilAata Tb IJArat, • • .4 • • • • VhtLr TO Wigr t E-1G1 )r • • • `av - 1 /4" = t' -6 • to t„i) gee5r (ce, )-tt)tf ) UTH ELEVATION � rat c 2 6441-at e tvtt at) Li • • • rw • ( "ZeoFT.S. • • am ci:uettrTuL � E (uttrat ott 1-qo 1-q «cAre 1, PPeo o f r.- - rem • rikere oar tea" ct) Qr-ei L :ktn7 5U v. a∎T64 t ttd, 1 ;) EAST ELEVATION Toeop -.S (00- fir.' %c- ( a-Mat 5tu5t': ) )c • 1 - (/) c0 nu O t0 C 0 0 W U O Z F. o w O (/) _ cc 0 ao w J comm no: 0210 sheet no: A -4 of w cc 0 v, w w or 1-- F-- 00 0) Z N CO N date: AR LC■e4,Zoo revised: 6.5.2 SC`P W 0 cc 0 J LL FINISk S ID .. oQ SC1- _ NO. J; TYPE TYPICAL SPACE FLOOR BASE WAL L5 WAINSCOT CEILING CE I GI-1T HE IC�HT REMARKS ?ACV 2 TILE. 7tL6 64t) / Wttt wcr 4w /pAtc a . . Oft.D2 V. 'e,t31 U AmL u) d ''Zl V t C., t CCK tvt..t., sapete.c 4) 6/ f ..-e' 0 [ �'.a2Ex I.AA) • W22.2 . /HALL kel . C I. O.f.r r e.y coacer ujeo0 . _ , , rtc(4/ .: - r6r TI LE Lue,co . 0 bg0V40 U VA-U, 3 1_C?u C;- .8 e g eGRl iR :t. AC�x.ucQ. IAtt�.Gtatfi6 � t7 l C'G tP. Ao L C 1--( . � c 4 © 1 `i � 3 eci 1 1 V �z� 3 -4 I U g'd 010. 4 iD l Lt� 44 it�.U+et_ wcvri.4 x rtt d!6"4- ...AvE- - -t,txt Fttt:ve64 oc r::: . o . v., f f • (2 )2 � -8 1 ' v t % Y . t . r t ir 4411 C tA1 _ f A t t_t r I l . Aget.g. U - Ill ek. FfIUSr r> Tv.Lte. ceAeS- PrecvAee tcx-e- •c14-jJfG4 ''It FtX z >c• c: 0 a6J AtA ) e' ____ fucte..kve 9 Lunpc, Wt' 0 CC-O 2 ` - &" . a 0 0 Cl-4 .. .axAt A r 8`-id (2) 3'-d 0. 19/x,° _ _s,5 5SY. wur,�ct u. ,:OCa�.�Grl • t uP.a ..._v �Q �,rz . w 0 �T.'�� L c'�E<, Cpr g atCA �L � 0 P J 0 Q . . , 0 FIS 15 WINDOW SCHEDULE ID .. oQ SC1- _ NO. J; TYPE TYPE MATE;IAL FINISH THRESHLQ. JAMB REMARKS WIQTH HEIC�H TI-4K 0 e ' i.it 5 ' - d 4 d 04' Oft.D2 7M m v W ''Zl V t C., t CCK 0 [ �'.a2Ex 2 Co 0 _ , , D KE > . 0 bg0V40 U VA-U, 3 1_C?u C;- .8 e g eGRl iR :t. AC�x.ucQ. IAtt�.Gtatfi6 � t7 l C'G tP. Ao L C 1--( . � c 4 © 1 `i � 3 eci 1 1 V �z� 3 -4 I U g'd 010. 4 iD l Lt� 44 it�.U+et_ wcvri.4 x rtt d!6"4- ...AvE- - -t,txt Fttt:ve64 oc r::: . o . v., f f • (2 )2 � -8 1 ' v t % Y . t . r t ir 4411 C tA1 _ f A t t_t r I l . Aget.g. U - Ill ek. FfIUSr r> Tv.Lte. ceAeS- PrecvAee tcx-e- •c14-jJfG4 ''It FtX z >c• c: 0 a6J AtA ) e' ____ fucte..kve 9 Lunpc, Wt' 0 CC-O 2 ` - &" . a 0 0 Cl-4 .. .axAt A r 8`-id (2) 3'-d 0. 19/x,° _ _s,5 5SY. wur,�ct u. ,:OCa�.�Grl • t uP.a ..._v �Q �,rz . w 0 �T.'�� L c'�E<, Cpr g atCA �L � 0 P J 0 Q . . , 0 FIS 15 WINDOW SCHEDULE MK. SIZE TYPE MATERIAL _ REMARKS WIDTH HEIGHT THK. DESIGNATION 4 u _. . t . .. I 5 v 5d -� �� t `�- E .sP. u)GQtcr. ACOM. / SocAr , G!Ct:t:�l I i4 pAGx" •ItA6 • B 0 0 _ . , KE > . 0 0 iD . o . . o . 0 o . a " 0. _ 0 P Q . . , !BURGLAR INTRUSION WINDOWS AND !BURGLAR INTRUSION HARDWARE I. LOCKS ON EXTERIOR DOOR SHALL BE CAPABLE OP RESISTING A FORGE OF 900 POUNDS APPLIED IN ANY MOVABLE DIRECTION AND IN ACCORDANCE WITH RESISTANCE STANDARDS SET FORTH IN METRO CODE SC OIL THE SPB.C. 2. ALL BINDLE EXTERIOR SWING DOORS SHALL NAVE A LOCK TO BE KEY OPERATED FROM EXTERIOR W111-4 A MINIMUM OF 6000 POSSIBLE KEY CHANGER OF LOCKING COMBINATIONS. IF KEY -IN-THE -KNOB LOCK 16 USED, THERE SHALL BE AN AUXILIARY SINGLE DEAD BOLT WITH HARDENED BOLT OR INSERTS. 3. THE ACTIVE LEAF OF PAIRS OF EXTERIOR SWING DOORS SHALL WAYS SAME LOCKS A8 REQUIRED FOR SINGLE EXTERIOR SWING DOORS. THE INACTIVE LEAF OF THESE PAIR OF DOORS SHALL HAVE MULTIPLE POINT LOCKS WITH 3/8' MINIMUM THROW BOLTS WITH INSERTS. 4. HINGES ON EXTERIOR OUT SWING DOORS SHALL HAVE NON - EXPOSED SCREWS. EXPOSED PINE SHALL NOT BE REMOVABLE. 3. SINGLE, SWINGING, EXTERIOR DOORS SHALL BE SOLID CORE OF NOT LESS THAN 13/8' THICK 6. GLASS IN EXTERIOR DOORS SHALL COMPLY WITH THE AMERICAN NATIONAL STANDARDS INSTITUTE 2911 1. vISION PANELS IN EXTERIOR DOOR, OTHER THAN GLAZING WITHIN 40' OPINE INSIDE LOCKING ACTIVATING DEVICE OF LOCKS AND SWINGING GLASS DOOR SHALL COMPLY WITH AMERICAN NATIONAL STANDARDS INSTITUTE • STANDARD 291.1 ON FRONT MAIN ENTRANCE DOORS SHALL BE PROVIDED WITH A SCOPE OR VISION PANELS. EXTERIOR? DOORS NOTE: ALL EXTERIOR DOORS SHALL BE ESP WHITE ALUMINUM CLAD. ALL GLASS SHALL BE SOLAR GRAY IMPACT RESISTANT GLASS TO MEET MIAMI -DADE COUNTY PRODUCT APPROVAL STANDARDS. THE MANUFACTURER AND THE CONTRACTOR SHALL SUBMIT PRODUCT APPROVAL LETTERS AND SHOP DRAWINGS A6 REQUIRED BY THE BUILDING DEPARTMENT. SOME EXTERIOR FRENCH DOORS SHALL BE PROVIDED WITH FIXED GLASS BIDE LITES AS SHOtt,N IN FLOOR PLAN. (SEE EXTERIOR ELEVATIONS 4 FLOOR PLAN FOR TOTAL DIMENSIONS INCLUDING FRENCH DOORS) UJINQOUJ NOTE: ALL WINDOWS SHALL BE ESP WHITE ALUMINUM CLAD. ALL GLASS SHALL BE SOLAR GRAY IMPACT RESISTANT GLASS TO MEET MIAMI•DADE COUNTY PRODUCT APPROVAL STANDARDS. \ 4 4 w U O o w 0 D O (1) w cc z 0 w J comm no. 0210 sheet no. A -5 00 v-- M • —rn U ° o Ogg w oC 0 date: Aoz i c_ tl , z revised: of 45 w w c[ T ■ i F- 00 C3) w Z N N CC 0 IL ii11UUUflh111114IIIIIU11lIliuIII11lUUlIIIli111111In1 . + 11 Ztt 2q 41/.4 I II i �Ii�►� 3 41S -Nko - UrC. To- t2EMatts oe-t . I d,1 z, i3 & 14 z 0 0 0 W U Z W 0 W Z 0 w -J corm no: w CC 0 w w CC (1) 03 0) w z N CO N 0210 date: APz C.. 4 2a' revised: 0 cc O 1 & . t;r:Pj. Cli►11ij c. sheet no: E--1 of 3 11111M 111111111111111M1111411111111111111111111111111131 11114uIHH11MuuIIIIII111111rrI 'r1 0 z 0 0 0 U w _c 0 I. 0 [(c W U Z W 0 W Z 0 w J comm no: w oC 0 F- LU w CC cn T ■ i M W T V w Z N CO N 0210 date: APec c A 1 2cAo revised: r • sheet no E -1 of 3 0 CC 0 -J LL 111111M11111111111111M1111111111111111M111111W La;ref) RpO FM z 0 0 0 0 0 4) 0 comm no: 0210 date: w cc 1 A PL((.. revised: sheet no: E-2 of .5 0 0 LL = TYPE' LOCATION' VOLTAGE' PANEL: BUS RATING' MOUNTING' MAINS' DESCRIPTION WIRE SIZE COND. S I Z LOAD. VA size BK NO A B g K NO, BK. SIZE LOAD SIZE COND. SIZE WIRE SIZE SCRIPTION COND. SIZE WIRE SIZE DESCRIPTION T1LG -t- ui - to Vil • 2 2 2 COCO 1 q©oo �►� . G - Att . s 3 1 400 4 • 4 g`ct te, 2 1 (-, J 0 54151/1 V 161 wASI,4 # 12 ye 1%6 1 rz0 5 • l✓C0f 6 l0 1 ' O Y -�" 4f 12 t 5 6t M er, re c r/tt l: OVA e &I . i- Iiv...I, A - 4-1A1(CC1. # 1 q, 1 /211 I XD 1 2!U 7 IlEto . cALL iWt2l4 rcg, • 8 8 I Lo 1' 1&" l rz, E1C1 CLCUtt".) wA6Itce )/ i 6 Wflie .�-6 • 9 5 c d • • 10 • 1O 1 I / a # ti4- OLetT 6W Z4 • C:e •, /Lt -c,r Pr, 11 II 12 12 t c . 1 : 5i C,L > ' 13 14 • 14 13 SUB - TOTAL (VA) 4Z / WO 14 • -' �! 15 I ST. KVA(IOOX) gkl i6 i . 6E -1 . t- A ilea :pr. !dab Mt (> r ( BALANCE ( 40 i ) It I5 A. C. ( 100 %) 20/000 • 17 • • 18 20 k6 rip CO _ 1 :x : coo 17 18 19 =- - 'debt) AMU .Z. . . : 1 t c , to Ind '2 19 • 22 '2 60 6500 -}c .:1C 'c U Ce) --It �1.► * a:3 21 IC ft) .7-41\ -100) 23 r► /2 2a') 2 24 24 500c 1 r�,`r / � tD gat) G t 1 A- . 25 &C.) 25 • 26 26 0 'tat) e) . ter `J {?. ij I s Ve I B 1 ex) 27 a 28 1 'ed 20 10,,o 1 60 1/'G,.' /'L is I r , )-t t~1) 5 1,1AL� ACS t At Gr, UCet) iAL (.- A?PG 1 At'-tC . trtra) &tura. (,t . 4 sea----0 0- 14 V 29 1 1 5' 29 30 31 31 • 32 32 20 1,9-co t /e,rl :0 1 rZ tna•Zs &2M A11 r : ewe f.4, (...( -"G 33 • 34 33 34 I ! 7 ye 1 14 35 36 35 37 • 38 4 4)* No.."' • 39 40 37 39 , 38:. 40 41 '% 42 6eRAO E PANEL TYPE' G '.CCIVr.OWN' G, AvA':i L=- voLTAGE' I ZO/ 240 1 04 PANEL; MOUNTING' 6eAeci,G6 BUS RATING' <.C.X.7011-t -. MAINS' Vit' L.O • DESCRIPTION WIRE SIZE COND. SIZE LOAD VA BK. SIZE BK. NO, A B BK. NO, GENERAL LIGHTS (3WXA/5O.PT,) BK. SIZE LOAD SIZE COND. SIZE WIRE SIZE DESCRIPTION T1LG -t- ui - to Vil t vC%cv(6cvAr ©.• 2 1 2 COCO 1 q©oo �►� . G - Att . s 3 1 400 • 4 g`ct te, 2 1 (-, J 0 54151/1 V 161 wASI,4 # 12 ye 1%6 1 rz0 5 Urto t >r co'+M u \ l✓C0f 6 l0 1 ' O Y -�" 4f 12 t 5 6t M er, re c r/tt l: OVA e &I . i- Iiv...I, A - 4-1A1(CC1. # 1 q, 1 /211 I XD 1 2!U 7 IlEto . cALL iWt2l4 rcg, • 8 I Lo 1' 1&" l rz, E1C1 CLCUtt".) wA6Itce )/ i 6 Wflie .�-6 • ` &I' 5 c d 9 . • 1O 1 I / a # ti4- OLetT 6W Z4 • C:e •, /Lt -c,r Pr, 30 II 12 t c . 1 : 5i C,L > ' tekL1S1 . 6ttet. • 1-1 21 rt c :cir, 14 tee 1 15 13 SUB - TOTAL (VA) 4Z / WO 14 • -' �! I ST. KVA(IOOX) gkl i6 i . 6E -1 . t- A ilea :pr. !dab Mt (> r ( BALANCE ( 40 i ) It I5 A. C. ( 100 %) 20/000 • 16 TOTAL ( VA ) W° 1( k6 rip CO _ 1 :x : coo 17 18 60 =- - 'debt) AMU .Z. . . : 1 t c , to Ind '2 19 • 20 22 '2 60 6500 -}c .:1C 'c U Ce) --It �1.► * a:3 21 IC ft) .7-41\ -100) .. i2 r► /2 2a') 2 23 24 500c 1 r�,`r / � tD gat) G t 1 A- . .4 &C.) 25 26 0 'tat) e) . ter `J {?. ij I s Ve I B 1 ex) 27 a 28 30 1 'ed 20 10,,o 1 60 1/'G,.' /'L is I r , )-t t~1) 5 1,1AL� ACS t At Gr, UCet) iAL (.- A?PG 1 At'-tC . trtra) &tura. (,t . 4 sea----0 0- 14 V 1 1 5' 29 31 • 32 1 20 1,9-co t /e,rl :0 1 rZ tna•Zs &2M A11 r : ewe f.4, (...( -"G 33 34 I ! 7 ye 1 14 iiea) G' Lt']. tel Pico. t -iri CCt..ri. 35 36 • p 4 4)* No.."' • • 37 39 , 38:. 40 '% 6eRAO E _ -- 17Mti.. 41 42 •At LOAD CALCULATIONS (120/240V - 1. 3W SERVICE) WIT TYPE ( PANEL TYPE ) A e C TOTAL AREA ( SQUARE FEET ) 1 '7 00 GENERAL LIGHTS (3WXA/5O.PT,) ,+� t0 0(1 J t•. D1 /i1u), t uc. t Soo t vC%cv(6cvAr ©.• ►4;pD ,6t ) 4ttC>6t 4 xiOc, g i $ 'eAt&a e q©oo Utr. C Oi h ao6k tZ 1 400 g`ct te, 2 1 (-, 000 Urto t >r co'+M u \ l✓C0f !1? ' u) 6,1.4V/e)• 2 1 e.,2 O \L. 14,'co iytsr. .0 t CL A t J L(Cc r'd IlEto . cALL iWt2l4 rcg, .c)00 tLt & MIA AP (.u. vet) 1 c o SUB - TOTAL (VA) 4Z / WO DEMAND FACTOR I ST. KVA(IOOX) I Di6/90 BALANCE ( 40 i ) 13, C)40 A. C. ( 100 %) 20/000 TOTAL ( VA ) 4 3040 TOTAL ( AMP. ) 119 0 J W . a U CC E�(�r• Cc.Cc . • QaV �ii1 %ECG' / IGC TO v-E) A L. Cc, • Cde 0 t U t . t li. W/ ct L .Cep • ) 1 1:w W0 A •LY (200A /'• Mr A re. c . Tuw.cv . 0) (0 e g/ ( 14 u) � /o fl - cv 1 tiv((,? 2:'Ca rtw)- !6-: t` I tcc� i;o tLw 2- r (6o true w ) FT: I EiCI >TItt'G, c ,.43 (.UAtL vic=e. map AU() `'`.c' : " (1) (e) *"es )410-0 ` � vt2tVE- 0 cc' QOrJ� CCPPee nAo, `geAfIA`r 6 1-U6L • ELECTRICAL RISER w -1 i4C-t() loU A1-tg. 'L- P ( A5-4.9 >) r1~W14tL So , ww ZItG WW -cc) ilia C G. 44- t-4( c°' tm6t.GWC7 c,ct LCAcO. 0 • 0 W � N essaC 4 C D ) I cam°2- cs cD 4� 208)2 o � c Q r] V, W 0 u) 0 z ili r UJ cc 1.--w cc (/) 0 W Q Q W ❑ Z ± LL d O DO w o) (7) J W z N N comm no. 0210 date: A?^V 24, % L revised: sheet no. E -3 of S Go 1I11111111111111111111111IU111lI111111111I111 .�.. •. �.:.,. R:Util�1NC� = P� -Pk�1 C .O. J To �'►A0 -"q' ... -1 c.o. ftoi �tc�r>, ���.t� < <�� Tic Flo 6CAc.it. OG14,'4•. %Ws * C kM IN 148.0 4s'r• R.PN . ose _egfiftt4ta 1. 4 4 , vAt-srcoleA LINSS i( J I- t a) Kau I EX >T rticG 1 • 6y t i l t 1 0 50 G A 1 S5 L TM0x- w /It 140 Sr. Dt?Aat ruE -t.o Ir x I fir, 510 - D Qa c rcl �t c D 5r. 510 - vr;te,ei tgcxxFU AOC" e 1ST- 4N �tiCl 5 T• 4` TO g41 i I D50 GA to&i x G T1! fC. . ©-'c- c cc) CCs_4O Ut J mz,e, z estew c4k o ct A2 & c t otl D ewt fltvEvrz, Vot" AizE, -rr 2 E 4A1-61 • (c1 W 0 z w O (7) ° z Q O J Comm no: 0210 date: cn w cc 0 0) 1-- w w cc I- 0) co T W 0) w Z N N OtL Z4,700Z revised: sheet no P -1 of 0 fr 0 LL 1441 3 t1/41 12 Art COOLED VW A/C UNIT SC ULE =W I HI I NINO MIS iiiiiii HMM111000U1111111111111111lih 11111111111 11 OMB I i5otOA UIT OE'Si IATMON nit of FAN NOW 1HT AMt 1101P OS N0. OF COMPROSCIR3 zrif -9 ,ICJ /„300 � -- 2 T-o q , 12.4- AIR COOLED $' A/C UNIT SCHEDULE -4t •I TOTAL AM CF11 MIT AM WV EX1M& 8MA1IC P1IESS JI IN. Of H2O FAN YOTOiR HP 1 • OME11L D) / 04411VCAL SIR\ CE AMILASUE Si cI %OEli£CTORS 1N St/MY DUCT WOO TOTAL. COMITY Milt DOTAL 501 t CMAGIY WWI*. MOM MN ]t11r. We amino HEAT c*#Att,1YY KW Na CV HEATING S11s1S :T tai - OttA110N 1 ;4 - /',:TaS 0 0 !G� Ul - 1' POt Mt�lt TYPE IRO 1H10011:33 WARTY NM) UN ..► rf/ aciareapritanmars anurst irmionummorm COLOR L.A. f 1 DFStOlt MANUFAct MODEL. N0. M. LHHT OCSIVIAIIM AMA WRYER OPOIAT.10 WeGie 1St AIMIUFACRINCII WPC of. rAs Na t1F ►JY1i AMA tb AIR IOW. a Ha of OON AG* fte Wt e'wm f c ,, 1 _ Arc t�t�fu� cog-KW f FKC:$41S tNQlsAccST _ Qlgecr_LaN, AC DESIGN ItEQ : YES NO DUCT SMOKE DETECTOR X FIRE DAMPER(S) _ SMOKE DAMPER(S) x FIRE RATED ENCLOSURE x FIRE RATED ROOF /FLOOR CEILING ASSEMBLY _ FIRE STOPPING SMOKE CONTROL 1 0 0210 date: revised: sheet nos AC--1 X0 1, of 0 V) w t-- 00 0) W Z N CO 0 O J LL Noillemeesuriaft Pc} -- c4A? t MINO •111111111111111111111111li11111111111111h111111111111 1111111111111111111 25 60it MINNO MOW 012. QtCTRIC TEAT CAPACITY KW Na or HEATING STEPS NO. Of VMS MO HP MINUIT ASt 10sP DO Na OF C NPRESSON3 mom soma AVAILAOI OrtRAING Irma Ls t /- .v JO aJ h' ,2 /S / t0-24 J..10 / 1 TOTAL AMCHI PRESSURE N. Of N20 ) / f.Ul ,c •4 ,try /joo i 4 I - S I 12 r,,e-Te-d MR SPLIT A/C UST SCHEDULE I UNIT OAfON AREA SERVED �• - occ4 , I2• - G� All COOLED SAE IBC UNIT SCHEDULE -4 -e- , UNIT OICSKO4AWPI I AREA SERVED S 1 i 01310N MAiiUMIURER MOM KUM TOTAL Asst CM VENT AIR Cfv EXms4AZ STATIC PRESSURE w. Of K20 FAN MOTOR Np , . ObEKO O) / F.t.A =VOCAL RENTZ AW4LASLE SMOME.OE1ifcTOAs iit surrLY OlJCT GRANO TOTAL. cm .aiY Qlt k& tOTAL sI LE MAR. OM** AMI yddP 00/00 amC'IWC TEAT CAPACITY KW Na OT MAR KO sl0 ET OEIROKATION ANDIENT INS TOR cs Na OF oarri%R3 NO. Of MCI MO NA tucutreAt. stava AVM AIDE OOt'RAIING M141Af1 DEMON e1M1IIFACTURE1t 11000. NA SEER Nom. PIRKO OM IlUCA.10. • W14. , 4-14-/as • As 00 tee S 0 arn .0 TAPE ANO 1NICIats 4MMYITY AND Sal Of FAS COIEPRESUR MA. Amximm WEIGHT LEIS. c ROCT .r Wott4 _ 14. Ac bkffvsr _ cAtl ( itAo ts . = t2 t ctZ, o. 1 Lr I N A W © - to Q c0 "s - � ..I. o _c U W cc 0 W (') o z W Z — W 0 W o Qo� w J u.j z N CO N 02 date: 0 IL APIZI 24,2 OD rZ, revised: sheet nos AC -1 of p1` SAM LYUBKIN, P.E. CONSULTING ENGINEER, P.E. 34306 FL Forum Building 2632 Hollywood Boulevard, Suite 10.3 Hollywood, Florida 33020 (954) 922-8045 11.E l 1 �' .� J / C' =�'J*° �� /�r� . y , ♦ ..l> .cJ -. • .6/ - e/.?" - t " it 2 2 ? ;14, 61 1 / = /,3$/z J z=-1,52 a a a 1 a 2 1 2 2 1 2 3 -1.679 3 3 25.9 3 GABLE /HIP ROOF WIND LOADS ROOF AREA 1 2 3 GCp ( +) 0.380 0.380 0.380 GCp ( -) -0.840 -1.679 -1.679 PRESSURE(psf) 25.9 25.9 25.9 VERT. COMP. 24.9 24.9 24.9 HORIZ. COMP. 7.3 7.3 7.3 SUCTION(psf) -47.2 -86.1 -86.1 VERT. COMP. - 45 :4 _ -: -82.6 HORIZ. COMP. -13.2 -24.1 -24.1 Pagc SAM LYUBKIN 2632 HOLLYWOOD BLVD. HOLLYWOOD, FL 33020 (954)922 -8845 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida CUSTOMER : Ralph Choeff A _•chitect JOB NUMBER : DESCRIPTION : Leoni Residence Addition WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1.00 Kzt = 1.00 * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** COMPONENTS AND CLADDING * ** ROOF SLOPE = 3.50 : 12 (16.26 DEG) TRIBUTARY AREA = 40.0 FT2 MEAN ROOF HEIGHT = 14.0 FT Kh = 0.849 DISTANCE, Z = 14.0 FT Kz = 0.849 P = qh[(GCp) - (GCpi)] GCpi = ± 0.18 DATE : 5/7/02 qh = 46.3 PSF qz = 46.3 PSF BUILDING WIDTH = 20.0 FT CORNER DISTANCE, a = 3.0 FT GABLE /HIP ROOF WIND LOADS ROOF AREA a 1 2 3 GCp ( +) 0.000 0.000 0.000 GCp ( -) -0.840 -2.200 -2.978 PRESSURE(psf) 8.3 8.3 8.3 VERT. COMP. 8.0 8.0 8.0 HORIZ. COMP. 2.3 2.3 2.3 SUCTION(psf) -47.2 -110.2 -146.3 VERT. COMP. -45.4 -105.8 -140.4 HORIZ. COMP. -13.2 -30.9 -41.0 a a a a 2 1 2 2 1 2 3 3 3 3 P !' SAM LYUBKIN 2632 HOLLYWOOD BLVD. HOLLYWOOD, FL 33020 (954)922 -8845 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida CUSTOMER : Ralph Choeff Architect JOB NUMBER : DESCRIPTION : Leoni Residence Addition WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1.00 Kzt = 1.00 * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** COMPONENTS AND CLADDING * ** ROOF SLOPE = 3.50 : 12 (16.26 DEG) TRIBUTARY AREA = 40.0 FT2 MEAN ROOF HEIGHT = 14.0 FT Kh = 0.849 DISTANCE, Z = 14.0 FT Kz = 0.849 BUILDING WIDTH = 20.0 FT CORNER DISTANCE, a = 3.0 FT DATE : 5/7/02 qh = 46.3 PSF qz = 46.3 PSF etV /d'• 7 7: .1.0 P = qh[(GCp) - (GCpi)] GCpi = ± 0.18 WIND LOADS WALL AREA 4 5 GCp ( +) 1.000 1.000 GCp ( -) -1.100 -1.400 PRESSURE (psf) 54.7 54.7 SUCTION (psf) -59.3 -73.2 , :1— " 1 0 SAM LYUBKIN 2 2632 HOLLYWOOD BLVD. HOLLYWOOD, FL 33020 (954)922 -8845 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida CUSTOMER : Ralph Choeff Architect JOB NUMBER : DESCRIPTION : Leoni Residence Addition WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1.00 Kzt = 1.00 * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** COMPONENTS AND CLADDING * ** ROOF SLOPE = 3.50 : 12 (16.26 DEG) TRIBUTARY AREA = 5.0 FT2 MEAN ROOF HEIGHT = 14.0 FT Kh = 0.849 DISTANCE, Z = 14.0 FT Kz = 0.849 4 b DATE : 5/7/02 qh = 46.3 PSF qz = 46.3 PSF P = qh[(GCp) - (GCpi)] GCpi = ± 0.18 BUILDING WIDTH = 24.0 FT CORNER DISTANCE, a = 3.0 FT WIND LOADS WALL AREA 4 5 GCp ( +) 0.986 0.986 GCp ( -) -1.086 -1.372 PRESSURE (psf) 54.0 54.0 SUCTION (psf) -58.6 -71.9 71"r v SAM LYUBKIN 2632 HOLLYWOOD BLVD. HOLLYWOOD, FL 33020 (954)922 -8845 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida CUSTOMER : Ralph Choeff Architect JOB NUMBER : DESCRIPTION : Leoni Residence Addition WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1.00 Kzt = 1.00 * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** COMPONENTS AND CLADDING * ** ROOF SLOPE = 3.50 : 12 (16.26 DEG) TRIBUTARY AREA = 12.0 FT2 MEAN ROOF HEIGHT = 14.0 FT DISTANCE, Z = 14.0 FT a 4 Kh = 0.849 Kz = 0.849 4 b DATE : 5/7/02 qh = 46.3 PSF qz = 46.3 PSF /D ;,,,.. P = qh[(GCp) - (GCpi)] GCpi = ± 0.18 BUILDING WIDTH = 24.0 FT CORNER DISTANCE, a = 3.0 FT WIND LOADS I � WALL AREA 4 5 GCp ( +) 0.947 0.947 GCp ( -) -1.047 -1.294 PRESSURE (psf) 52.2 52.2 SUCTION (psf) -56.8 -68.3 �� /12 v SAM LYUBKIN 2632 HOLLYWOOD BLVD. HOLLYWOOD, FL 33020 (954)922 -8845 Copyright 2000 by Engineering, P.A. Tampa, Florida CUSTOMER : Ralph Choeff Architect JOB NUMBER : DESCRIPTION : Leoni Residence Addition WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1.00 Kzt = 1.00 * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** COMPONENTS AND CLADDING * ** ROOF SLOPE = 3.50 : 12 (16.26 DEG) TRIBUTARY AREA = 20.0 FT2 MEAN ROOF HEIGHT = 14.0 FT DISTANCE, Z = 14.0 FT a 4 Kh = 0.849 Kz = 0.849 4 DATE : 5/7/02 qh = 46.3 PSF qz = 46.3 PSF P = qh[(GCp) - (GCpi)] GCpi = ± 0.18 BUILDING WIDTH = 24.0 FT b CORNER DISTANCE, a = 3.0 FT 3 CUSTOMER : JOB NUMBER : DESCRIPTION : AK SAM LYUBKIN 2632 HOLLYWOOD BLVD. HOLLYWOOD, FL 33020 (954)922 -8845 Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida WIND VELOCITY = 146 MPH EXPOSURE CATEGORY = C BUILDING CATEGORY = 2 IMPORTANCE FACTOR = 1.00 Kzt = 1.00 GUST FACTOR = 0.85 BUILDING DIMENSION NORMAL TO WIND DIRECTION = 24.0 FT BUILDING DIMENSION PARALLEL TO WIND DIRECTION = 20.0 FT MEAN ROOF HEIGHT = 14.0 FT Kh = 0.849 DISTANCE, Z = 14.0 FT Kz = 0.849 ROOF SLOPE = 3.50 : 12 (16.26 DEG) WALL WIND LOADS WINDWARD WALL : Cp = 0.80 P = 23.2 PSF, GCpi = 0.18 = 39.8 PSF, GCpi = -0.18 LEEWARD WALL SIDE WALLS Refer to ASCE 7 -98 Figure 6 -9 for the Wind Pressure Combinations. * ** DESIGN WIND LOADS - ASCE 7 -98 * ** * ** MAIN WIND FORCE RESISTING SYSTEMS * ** : Cp = -0.50 P = -28.0 PSF, GCpi = 0.18 /<j / >,r.ttr ' - r / � X ) C P = -11.3 PSF, GCpi = -0.18 _ , �-J : Cp = -0.70 P = -35.9 PSF, GCpi = 0.18 Y P = -19.2 PSF, GCpi = -0.18 � - J�� ?4PA (,ve Z314‘ - le AvV.0) ) qh = 46.3 PSF qz = 46.3 PSF Ails- :23, 2-28•".5/02/A0.417" 1 .5r' - i �c°/24 T� DATE : 5/7/02 2 Bret 1, A4 Ar X / t /I ',,fr r „5 v //1/76,v/4 1 /4- - /5',4i, mioe A- °-rte'/. '. 4' 64?' `` (--1 / t OP Z,ri 45 X /))r13,y2/0x G.3 /A,p 6/11 x/. /54 C s �1 2 p7'i A O 4 / 2 � x,24 = /262 117 _ .�� ' 7; ',/‘ 7 1) /5‘ ?A% 4 " //‘4. M # lajia --- 4 4 z Description Steel Section Column Height End Fixity Live & Short Term [Loads Axial Load... Dead Load Live Load Short Term Load Distributed lateral Along Y -Y Along X -X Summary l Stresses Leoni Residence TS4X3X1 /4 8.500 ft Pin -Pin Loads Combined Loads... n /Doi -/0 2.55 k 1.35 k k DL Section : TS4X3X1/4, Height = 8.50ft, Axial Loads: DL = 2.55, LL = Unbraced Lengths: X -X = 8.50ft, Y -Y = 8.50ft Combined Stress Ratios Dead AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.057 Allowable & Actual Stresses Dead Fa : Allowable 14.38 ksi fa : Actual 0.83 ksi Fb:xx : Allow [F1 -6] 23,76 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 23.76 ksi fb : xx Actual 0.00 ksi Fb:yy : Allow [F1 -6] 23.76 ksi Fb:yy : Allow [F1 -7] & [F1 -1 23.76 ksi fb : yy Actual 0.00 ksi [Analysis Values F'ex : DL +LL 29,961 psi F'ey : DL +LL 19,045 psi F'ex : DL +LL +ST 29,961 psi F'ey : DL +LL +ST 19,045 psi Max X -X Axis Deflectioi 0.000 in at Section Properties Steel Section Depth Web Thick Width TS4X3X1 14 4.00 in 0.250 in 3.000 in LL Weight Flange Thick Area Misc Title : Dsgnr: Description : Scope: Date: Job # Steel Column Page 1 i General Information Fy 36.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained X -X Unbraced 8.500 ft Y -Y Unbraced 8.500 ft Ecc. for X -X Axis Moments in Ecc. for Y -Y Axis Moments in 1 0.030 ST Start k/ft 0.300 k/ft Kxx Kyy 1.35, ST = 0.0Ok, Ecc. = 0.000in Column Design OK Live DL + LL DL + ST + (LL if Chosen) 10.50 #/ft 0.250 in 3.09 in2 0.000 in 0.088 0.588 Live DL + LL DL + Short 14.38 ksi 14.38 ksi 14.38 ksi 0.44 ksi 1.26 ksi 1.26 ksi 23.76 ksi 23.76 ksi 23.76 ksi 23.76 ksi 23.76 ksi 23.76 ksi 0.00 ksi 0.00 ksi 0.00 ksi 23.76 ksi 23.76 ksi 23.76 ksi 23.76 ksi 23.76 ksi 23.76 ksi 0.00 ksi 0.00 ksi 11.89 ksi Cm:x DL +LL 0.60 Cb:x DL +LL 1.75 Cm:y DL +LL 0.60 Cb:y DL +LL 1.75 Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.75 Cm:y DL +LL +ST 1.00 Cb:y DL +LL +ST 1.00 0.000 ft Max Y -Y Axis Deflection -0.296 in at 4.250 ft Ixx lyy Sxx Syy r -xx r -yy 6.45 in4 4.10 in4 3.2251n3 2.733 in3 1.445 in 1.152in 1.000 1.000 End ft 8.500 ft 1 2 ......'" :... • p ...:.?4 -, t ,..'txv.. , :y .: ,,,,A,,,,:-:- . , , 'i t. . 5 „.-f... , „ ; .°,,, . 1 , j -„-....,.i.:. - t ',',:: 1 ,i, :-T.,,-.1, LT: 1 :7. 1 ,i 1. 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