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PLANSBEARING BASIS BENCH MARK B -62 NATIONAL FL000 INSURANCE PROGRAM DATA COMMUNITY PANEL NUMBER 125093 0‹.)-3.1 ( FEDERAL FLOOD ZONE ' BASE FLOOD ELEVATION t4. A. ELEVATIONS BASE ON N.V. G.D. SURVEY OF: LOT 10& THE wEsr 000 OOr El LOCK 807' MIAMI SHORES, $ECIION NO 3 as recorded in Plate Rook w at Page 37 on1on9 the Ptibtic Records of Dade COunty,.Fio. Eying and being in Sea 6 - Nix : ftge. 4g E Dade County „Eta. e For : /46'2'4 /NO. • Job No:, 13s -227 Pie td Book No. 4 ' 0 Fite No. 7415 $4. 40th $r SUITe 225 MIAMI, FLORIDA TEL. e66 -1894 795.O0' STREET N. E. 08th srgear FIRST AI4ERICAN BANK of L ATg S 'JVV / Survey, Date. JAM'S, 1991 Survey, Date: iscP.24 leer _) Survey, date:: P' : 11)3 1 HEREBY CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY FLORIDA STATUTES, SECTION 472.027, AND REPRESENTS A SURVEY"MARE UNDER `MY_OIRECTION, AND IS TRUE AND CO RECT - TO THE 9EST'OF MY KNOWLEDGE AND BELIEF. «, } • AL VI "a _v Registered Load Surveyor No.2340 State; ; •Frortda 1 s 4A " 041 ;scA t 1 /6. 1 i - 1 -1 0 f 1 ,'...,jt:lsss f 2;(6.1 r 42r•it lotij n uG L it GG } cjo— MI \Nlt f'-* 1..,15 • INGAliC7 • 4 csi`?.- ----' • `L . . /IA. A At d 6 ' 1 O lye ` 3 iv 8 o 441,. ll d - eg o VQL f.s• , Y i 4•F w i .. y . I !• F • pA.. p. • ..; • . "�^ +.. rty y.jr+r.. ..,j.s ♦ . 4* t* 1"Z ..C. \gip... -.. -• +. A t;." • 7 , MIAMI SHORES ¥ILLAGE BUILDING INSPECTION DEPARTMENT APPLICATION FOR BUILDING PERMIT Application is hereby made for the approval of the detailed statement of the plans and specifications herewith submitted for the build- ing or other structure herein described. This application is made in compliance and conformity with the Building Ordinance of Miami Shores Village, Florida, and all provisions of the Laws of the State of Florida, all ordinances of Miami Shores Village and all rules and regulations of the Building Division of Miami Shores Village shall be complied with, whether herein specified or not. A copy of approved plans and specifications must be kept at building during progress of the work. Owner's Name and Address___ Registered Architect and /or Engineer Name and address of licensed contractor Location and legal description of lot to be built on: Lot Block Subdivision Street and Number where work is to be done___ .? JI - 99 6', State work to be done and purpose of building (by floors) -- - and for no other purpose. New Building Remodeling t Addition Y. Repairs No. of Stories .__/ To be constructed of Kind of foundation R6 Covering Estimated Total cost of improvements $__l1 e v o -- Amount of Permit $ Zone cubage required flan Cubage /1(2 Size of Building Lot Distance to next nearest building Maximum live load to be borne by each floor I hereby submit all the plans and specifications for said building. All notices with reference to the building and its construction De sent to The undersigned applicant for this building permit does hereby certify that he understands and accepts his obligations as an employer of labor under the Florida Workmen's Compensation Act, being Section 5966, Compiled General Laws of Florida, Permanent Supplement, and has complied with the provisions thereof, and will require similar compliance from all contractors or sub - contractors employed by him in the work to be performed under this permit; and will post or cause to be posted for inspection on the site of the work such public notice or notices as are required by the Act. The undersigned agrees to employ only such subcontractors, on work to be performed under this permit, as are licensed by Miami Shores Village. Remarks STATE OF FLORIDA, COUNTY OF DADE. Before me, the undersigned authority, a notary public, duly authorized to administer oaths and take acknowledgments, personally ap- peared and who, being by me first duly sworn, upon oath deposes and says that he is the of the above described construction, that he ha7' . efully re e . therein by him stated are Permit Disapproved (Signed) SS. Date Ocv n e -- * t.t ` !\ hi Built : g Inspector ' PLANNING BOARD Date__,c +11_'1 No. _JS`,7 ( Signed ) -\ Gtt the fpregoing application, and that he did sign the same, and that all facts � t i ead, Sworn to and Subscribed before me. 195 StreetAr -- -72 St may to me well known, Notary Public, State of Florida My Commission Expires DATE Chairman Member Member Member Member _ Member Council Approved_ Date Disapproved Date NOTE: A charge of $1.00 will be made for making corrections or changes to this application after approval has been obtained from the Planning Board. A re- inspection fee of $1.00 will be charged when such re- inspection is made necessary by improper notice for inspection or faulty materials and /or workmanship. -> /e.• P7/1// 74, 1- it ) „.:; e1 C// 1 .. Tio //A /V/ . pia,, sr 5 kEVAT I 0 N SGALE 4 1 7.7 1 0A A " ' R4. eEAA011, sAa$ • MARX 8-02 , , • Ft.aoct INSURANCE PROGRAM DATA COMM11NITY, NUMtER 1?5098 UDERAL fLoqii roAdt FL 000 ELEVATION 4 - f BASE ON N,V. 3iD , c$RT/Fisp T0 os eer4zfect fo Piot 800$ to of Page Jr ofildi)4 Pecofits of Dade County, Flo. ty(114 ket,n4rrt§ec. ct. 13 Ago. 42 a • Count' - # fto.. :44;s000.0 !NC tt w 7875 3.W. aor sr SUITE 225 MIAMt, FLORIDA rEt.. 260 —1(194 agth SIM VACANT lei! ALLOY 614 . rtatA T-A 1st ilt A ii tt 64.1' q fi° Ti0 7202 uF4‘1“ - • K's a V:- . N AND kt4 - --- UNO MY DIR ECTION, pa* 1 - - t- $,. (4.4NI i oArei eviv„ezity , survey, Dale:. V" 'It ...-- survey, Dare:, Sttry4y. Cote: mu mer to! JOSE A. MARTINEZ P.E. 24 E. 5 ST. HIALEAH, FL. 33010 January 5,1988 Mr. Frank Lubien City Of Miami Shores Building Dept. Re: 920 N.E. 99 ST. ' Miami Shores, Florida Truss. repairs inspection Dear Mr. Lubien: 88/-4417 I hereby certify that I have performed an inspection of the repairs to the trusses at the above referenced project and that to the best of my knowledge and belief the repairs were performed following the sketches prepared by me and following the guidelines under the South Florida Building Code. If I can be of any further assistance in this matter please do not hesitate to contact me. Since e se A. Martinez,P.E. I D. F ',t44 1„0f w -tiv i'lVil ,t 1 -f 1 - max L,' 4 7 - f, -' r; w 0� ' PT!.I•GGG' I,J! I.»-r-5-r, G'..Y►`';A My , \ I � ' l f' 6J/ . H51-4 � 1 r27 ~,1LL �� G-o�h •=7- F I� Tit.% r ,� L!} 1,161- bt u I U J r -' NI L 1 /''II vRi1 , W4i.L \� •c b P� NT" r%/%G ` 1AD/ I �/ II . P. 1 rtrr_- . - 5 -7 -7 5 -7 -7 LEFT HEIGIIT:2 -1-13 O > >> _- ----- `: ':•� <A . C . E Version 2�' . -=- -_._.- -=-- --- _-_-___---__------._._._...-... . ;NE:W . F!-..(1C•.J r..• - C:usto:omer; Date 1 1 = -1 ,'t --.1 • ;=; ._. Project 4 #: 1 Truss If) :0 Family #h 30 1 . =Span : 16-8-8 • QUANTITY : 1 Top Pitch / 1 TOP CHORE) BOTTOM CHORD WEBS REACTIONS 1-2=-848 6-7= 0 - 1871 1 = - -90. 2-3=-1772 7 -8-= 1772 3-8=-492 F-• 'c.10 :3 -4 -1 771 5--1 0:.'.' 4 -8= 0 4 -_= -1772 4-7=-493 5- _66_ -848 5-7= 1871 PLATE OFFSET (: X= LEFT Y -TOF') : E J7 =. 2, 1.51, { 5 -7 -7 161 -8 5-7-7 3X6 2X3 3X4 3X6 2 3 4 5 9 1 8 { 7 9 6 � ,q 3X4 3X8 3X5 3X4 I C 7 11 -1 =1 16 -8 -8 ,5-5 -11 5 -7 -7 { SFAH:16-8 -8 •'' `RISZ :2 -1 -13 RICA! HEIGHT:2 -1 -13 • • MINIMUM GRADE OF LUMBER LOADING (P' F ) L D TIJF' CHORD #:4 No:7 . 2 KD ='F' TOP 30 15: t< br i« ; BOT CHORD : _ #'4 No . '.'. KD '=,F' E)OTT 0 - 10.. WEBS : #:4 No . _ KD SF' : TR. INC.: 1 ,:3::a -. - `-':FACING - ' - '"'4. in. ��. c . REPETITIVE STRESSES USED NO. OF MEMBERS= 1 MIN. BRG WIDTH:; c?1 •JNT . 1...3.. ;6= 3.5 : DEFL . ; L /:360 ===<<<<MEMBER ANALYSIS>>)>=================================<<<<NEW PLANT>>>>--- Customer Date 11-14-1987 Project # 1 Truss ID :0 Family # 301 span l6_8_8'�UANTITY:l Top Pitch _ /12 TOP CHORD No.2KDSP •• BENOING . .` ~. ...`. AXIAL MEMBER AXIAL 2-3 .234 3-4 .2:34 4-5 .234 WEBS :2*4 No.3 KD SP REACTIONS JOINT 1=-903 JOINT 6=-903 .44 .444 .444 (EXCEPT AS NOTED) ' STRESS INCREASE = l.33 ��' REPETITIVE STRESSES USED PLATES ARE 8EMAX-20 HOLDING- 240 TENSION- MANUFACTURED FROM AST A 446 Q0 A GALVANIZED STEEL(EXCEPT AS SE0WN) PLATES MUST BE INSTALLED ON BOTH FACES OF JO{NTS SYMMETR[CALLY(EXCEPT AS SHOWN)DES{GN CONFORMS WITH NUS DESIGN SPECS AND DOCA TPl'8S BOTTOM CHORD : TOTAL MEMBER AXIAL 6-7 0 .678 .678 .678 7 282 8-1 0 2*4 No.2 KD SP BENDING TOTAL . l2 .l2 .40l . l2 .l2 NO. OF MEMBERS 1 MIN. BEARING WIDTH @ JNT. l= 3,5 in MAXIMUM L'L DEFLECTION AT JOINT 8= .07 DEFLECTION CRITERIA: L/350 JOSE A. MARTINEZ P.E. 24 E. 5 ST. HIALEAH, FL. 33010 January 5,1988 Mr. Frank Lubien City Of Miami. Shores Building Dept. Re: 920 N.E. 99 ST. Miami Shores, Florida Truss. repairs inspection Dear Mr. Lubien: 881-441/ I hereby certify that I have performed an inspection of the repairs to the trusses at the above referenced project and that to the best of my knowledge and belief the repairs were performed following the sketches prepared by me and following the guidelines under the South Florida Building Code. If I can be of any further assistance in this matter please do not hesitate to contact me. Since e se A. Martinez,P.E. - ''!tf4 M j1 vti -GI Q/ - ► . 15T4 I /1' ( k F \ •rig )12 Ito/ 1/2' si tic /yT - '/A ===<<<<A C.E.S. Version 2 0>>>>----------------------------<<(<NEW.PLANT>>>>=== Customer ' ` ' � Date 11�14-1987 Project # 1 � Truss ID �0 Family # 301 . Span 16-8-8 ^ �UANTITY • � l � Top Pitch /12 =============================================================================== TOP CHORD l-2=-848 2-3=-l772 3-4=-l77l 4-5=-l772 5-6=-848 PLATE OFFSETS BOTTOM CHORD WEBS 6-7= 0 2-8= 1871 7-8= 1772 3-8=-492 8-1= 0 4-8= 4-7=-493 , . 5-7= 1871 (X=LEFT|y=TOP):[J7= 2, 1.51,, 5-7-7 11-1-1 �� 1 1 5-7-7 �8� ^ . 2X3 3 1 8 7 3X4 3X8 3X5 5-7-7 11-1:1 16-8-8 | | 5-7-7 -- 5-7-7 | LIFT HEIGHI|2-1-13 %RAN|16-8-8 ` BI0K:2-1-13 RIGHT HEIGHT:2-1-13 �i� ~'^^^~~ ''E''~~E SEQ � |��/` ^"°^"rrmo "ME ' 'B� ,° 3�''I ".`. MIN. BR8 WIDTHS @JNT`� l=��5 ;6= 3.5 : DEF[.{ L/360 , NC 33 4 3X6 5 6 3X4 REACTIONS l=-903 6=-903 I l U GRADE OF UMBER TOP CHORD 2*4 No.? KD SP CHORD 2t4 No.2 KD SP WEBS `�- • 24:4 No.3 KD SP .^ ===<< <MEMBER ANALYSIS>}>---------------------==========<<<<NEW PLANT>>>>=== Customer .' • Date 11-14-1987 Proj�ct # 1 Truss ID :0 Family # 301 Span 16-8-8 ' QUANTITY : l Top Pitch /12 _________ _- ===========_____===============================~= TOP CHORD |2*4 No.2 KD SP BOTTOM CHORD : 2*4 No.2 KD SP �� MEMBER AXIAL BENDING TOTAL MEMBER AXIAL BENDING TOTAL 6-7 0 .12 12 2-3 . .44 ' 678 7-8 .282 .12 .401 3-4 .234 .444 ' .678 8-1 0 .12 .12 • 4-5 .234 • .444 ' .678 WEBS :2*4 No.3 KD SP (EXCEPT AS NOTED) REACTIONS JOINT 1=-903 JOINT 6=-903 STRESS INCREASE PLATES ARE 242 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED EEL(EXCEPT AS SHOWN) PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN)DESIGN CONFORMS WITH NDS DESIGN SPECS AND BOCA,TPl'8S THIS DSGN IS FOR TRUSS FA6KlCAT0N.ONLYJOR PERMANENT AND TEMPORARY BRAClNG(WH[CH IS ALWAYS R[Q0)CONSVLl BLDG ARCHITECT OR ENGINEER. NO. OF MEMBERS 1 MIN. BEARING WIDTH @ JNT. l• 3.5 in. MAXIMUM L.L DEFLECTION AT JOINT 8= .07 DEFLECTION CRITERIA: L/360 REPETITIVE STRESSES USED TC :2 *4 NO2 KD SYP BC :2 *4 NO2 KD SYP WBS:2 *4 NO3 KD SYP REACTIONS JNT. 1 -726 JNT. 6 -726 B.K.M EAST INC. CUSTOMER: JOB NO.: DATE: T 3 -34 s 7 - a':E9 L -B - �3 J IT. 1 -726 3-4 - 7-+3 -7367 5 -8 - Jmr, 5 -725 4- 5- -1357 8 -1.'9 2-8 -1181 5 6 - -655 4 - 8 - 1726 4 -7 ---443 -7 - L1j1 1 FR2( 4 ) C3X8] .12 32 [233] 2 N C3X4] 5 -7 -7 5 -5 -77 8 C3X9] £Ftf1� fG -24 C3 } 47 7 [3X6] BEST TRUSS CO INC SPRN LS -9 -8 RISE -2 -4 rr 5 -7 -7 C3XSJ 74 C3 X43 E.K.N, EFBT Ina, 838-42 BEST ENG 1 10 -20 -87 itl A ME; MET Ell REG. ENG too J STATE OF 378169 E3RU311 INC, LOADING: L D TOP CHORD: 30 10 BTM CHORD: 0 5 SPACING: 24 IN. o.c STRESS INC.: 1 CAMBER:1 /8 IN PER 3 7f X J7K�lf✓T"X�i� %fP�1f ]i Y�' aY '.r ...\ .S R' ;%' Tr � �� . CUSTOMER:BEST ENG JOB NO: 1 SPAN:16 2 - 3 3 - 4 4 - 5 .246 .246 .239 .488 . 488 . 487 MEMBER ANAL`'' , -v TOP CHORD :2 *4 NO2 KD SYP TOTAL MEMBER AXIAL BENDING .734 .734 .726 BOTTOM CHORD : 2 * 4 MEMBER 0 6 - 7 7 - 8 .289 8 - 1 0 TRUSS ID:FR2 REACTIONS JOINT 1 = -726 JOINT 6 = -726 STRESS INCREASE = 1 Shear 242 M BEMAX-20 Holding- 180 Tension 359 PLATES UACTUREURE ARE D FROM AS TM A 446 GRD A GALVANIZED STE L(EXCE T ALLY (EXCEPT AS ANUF PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS, BRACING:THIS DESIGN IS FOR TRUSS FABRICATION ON Y.FOR PERMANENT AND TEMPO REQUIRED) CONSULT BUILDING ARCHITECT OR TPI DESIGN (WHICH I ALWAYS DESIGN SPECIFICATIONS CONFORM WITH NDS DESIGN SPECIFICATIONS NO2 KD SYP BENDING .08 .08 ..369 . 08 , . 08 .08 NUMBER OF MEMBERS 1 3,5 MINIMUM BEARING WIDTH = MAX L.L.DEFLECTION AT JOINT 56= ALLOWABLE L.L.DEFLECTION = REPETITIVE STRESS INCREASE USED .0 T C FORCES 2 -3- -3791 3 -4= -5783 4- 5 - -6286 5- 6 = -6286 6- 7 - -5423 7 -8- -3327 8 -9= -1352 C4XI2J. L3 la C4X77 2 3 °I o, 1 C3X4J 5 -3 -3 5 -1 -13 5 -1 -13 2�.. rvo.2 k ,D FR1( 19 ) 8 C FORCES WEB FORCES 9 - 10 - 0 1 - 2 --1352 10 -11 =3327 8-9= -1352 11 -12 -5423 2 -14 -3948 12 -13 =5799 3 -14= -1052 13 -14 -3791 3 -13 -2092 14 -1-0 4- 13 - -563 4 -t2 =521 5 14 13 [4X9J TC :2 *6 NO2 KD SYP BC :2 *6 NO2D KD SYP WBS:2 *4 NO2 KD SYP REACTIONS : JNT. 1 -1378 JNT. 9 -1378 C4X5] 4 C9X7] REACTIONS 5- 12 - 9t2 JNT. 1 -1378 6 - 11= - 691 INT. 9 - 1378 7 -11 -2224 7- 19 = -1129 B -10 -3530 C2X4J 5 12 C4X3 SPAN: 31 -2 -0 5 -1 -13 5 -1 -13 5 -3 -9 1 1 C4X5J BEST TRUSS CO INC SPAN- 31 -2 -9 RISE =2 -4 -1 B.K.M EAST INC. 11 C4X7] CUSTOMER: BEST ENG ( ROOF) SPACING: 24 IN. o.c JOB NO.: 1 STRESS INC.: 1 DATE: 20 -21 -87 CAMBER:1 /8 IN PER 8 FT C4X7J 7 MEHM ET Y REG. ENG: (NO, WE2:2- 14= 2 *4 -NO2 KD WEB :0 -10- 2-)44 -NO2 KD [4X10] N 1 f 10 C4X9 ] C3 X4 ] 2x4 ",/so. 2 ‘_5;P. B.K,M. EAST Inc. R36 -42 D. LOADING: L D TOP CHORD: 30 10 BTM CHORD: 0 5 3'0260 / 1 ************************************** ***********:k************ **** ** *fir ** * ** MEMBER ANALYSIS CUSTOMER:BESTENG ( ROOF) DATE:20 -21 -87 JOB NO: 1 TRUSS ID:FR1 SPAN:31 -2 -8 TOP CHORD :2 *6 NO2 KD SYP MEMBER AXIAL 2 - 3 3 - 4 4 - 5 5 - 6 6 - 7 7 - 8 . 383 . 585 . 635 . 635 . 548 . 336 REACTIONS JOINT 1 = -1378 JOINT 9 = -1378 BENDING TOTAL . 198 . 204 . 204 . 204 . 204 . 198 STRESS INCREASE = 1 WEB 2 - 14 = 2 *4, NO2 KD SYP WEB 8 - 10 = 2 *4, NO2 KD SYP . 581 . 789 . 839 .839 . 752 . 534 BOTTOM CHORD :2 *6 NO2D KD SYP MEMBER AXIAL BENDING TOTAL 9 - 10 0 .029 .029 10 - 11 .504 .03 .534 11 - 12 .822 .03 .852 12 - 13 .877 .03 .907 13 - 14 .574 .03 .604 14 - 1 0 .029 .029 NUMBER OF ,MEMBERS 1 MINIMUM BEARING WIDTH = 3.5 MAX L.L.DEFLECTION AT JOINT 12 = .6 ALLOWABLE L.L.DEFLECTtON = 1.04 REPETITIVE STRESS INCREASE USED PLATES USED ARE BEMAX -20 Holding- 180 Tension- 359 Shear 242 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOW) BRACING:THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REQUIRED) CONSULT BUILDING ARCHITECT OR ENGINEER. DESIGN SPECIFICATIONS CONFORM WITH NDS DESIGN SPECIFICATIONS AND TPI 78. T C FORCES B C FORCES NED 1CFS 9 REACTION'S l—,Z -O 3 -1-0 2- 3 ---223 L —275 2'3--225 JNr. 3 -273 M1(8) 5 -? E.-O-1 SPRNI 1 32 1:7 2X3] 3 C3X4J BEST TRUSS CO INC EF'RH -5 -7 RISE -4 -1 -2 2.K.N. EFBT Inc, R38-42 TC :2 *4 NO2 KD SYP BC :2 *4 NO2 KD SYP WBS:2 *4 NO3 KD SYP REACTIONS : JNT. 1 -275 JNT. 3 -275 B.K.M EAST INC. CUSTOMER: JOB NO.: DATE: BEST ENG 1 10 -20 -87 MEHMET ?;��' REG. Eh STATE 0 Irg APB, \ i 1 LOADING: L D TOP CHORD: 30 15 BTM CHORD: 0 10 SPACING: 24 IN. o.c STRESS INC.: 1.33 CAMBER:1 /8 IN PER 8 FT 378163 LORIOA INC. f j 7 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** *fir ** MEMBER ANALYSIS CUSTOMER:BEST ENG JOB NO: 1 SPAN:5 -7 DATE:10 -20 -87 TRUSS ID:M1 TOP CHORD :2 *4 NO2 KD SYP BOTTOM CHORD :2 *4 NO2 KD SYP MEMBER AXIAL BENDING TOTAL MEMBER AXIAL BENDING TOTAL 1- 2 0 .521 .521 3- 1 0 .116 .116 REACTIONS NUMBER OF MEMBERS 1 JOINT 1 = -275 MINIMUM BEARING WIDTH = 3.5 JOINT 3 = -275 MAX L.L.DEFLECTION AT JOINT 2 = 0 ALLOWABLE L.L.DEFLECTION = .19 STRESS INCREASE = 1.33 REPETITIVE STRESS INCREASE USED PLATES USED ARE BEMAX -20 Holding- 180 Tension- 359 Shear- 242 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN) BRACING:THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REQUIRED) CONSULT BUILDING ARCHITECT OR ENGINEER. DESIGN SPECIFICATIONS CONFORM WITH NDS DESIGN SPECIFICATIONS AND TPI 78. Figure e(a) Figure 4(b) DiaeonM ram bar bev. Rep. at both ands and at oero.+na,My 20 lac. Ier.W. Figure 8(b) Figure A(1) 10 13 10 D:aeo bail -,.paw d.ppo.eneMy 20 la. ,ntr.W in tenet% w lwddi^a AA3.d a..eotxt bane .a * • d tut web mambo.. p 0 lateral 11 • . Spas.: 12 Ian a la l on center w bar .dine Is. tools. Spa.: II n m canter butldi.y for flow. Tn.r hypcdl Continua,. later/ bgne .nrnta.. MA * to TON !nacelle. !nacelle. • between laterals placed at approximately 45 degrees is recommended for stability of the bottom chord. Diagonal bracing in the plane of the bottom chord 1 generally not required throughout do length of the building, but it is recommended that it be located at least at each end of the building. In most uses, temporary bracing in the plane of the bosom chord is installed at the locations specified on the architectural plan for permanent bracing, and is, therefore, left in place as permanent tracing. Figure 5 illustrates bracing in the plane of the bottom chord. Full bundles of plywood should not be placed on trusses. This construction load should be limited to 8 sheets of plywood on any pair of trusses and should be located adjacent to the supports. No excess concentration of any construction materials (such as gravel or shingles) 1141. line Tr d+o hypicall ►uA,n c er.bn.,od If purlins are used. spaced not to exceed the buckling length of the top chord, and adequately attached to the top chord, it is recomr mended that diagonal bracing be applied to the underside of the top chord to prevent lateral shifting of the puffins. Figure 6(a) illustrates the necessity for applying diagonal bracing in the plane of the top chord despite the use of closely spaced purlins It is recommended that this diagonal bracing, as shown in Figure 6(b), be installed on both sides of the ridge lino in all end bays If the building exceeds 60 feet in length, this bracing should be repeated at intervals no greater than 20 feet. 2. Web Mamba Mane. The purpose of this tracing is to hold the trusses in a vertical position and to maintain the design spacing• In addition, this lateral bracing may be required to shorten the buckling Antwo..ma.My 1 I d .rue lery1t i A suggested procedure for lifting truss is illustrated in Figure All) if the truss span does not exact 30 feet :r "A t Ir der w Figure 5 D .awes to n. b,a.ad be M appr *YMdy 20 Net ow -rah % w Me, r.w, 11 aoeont cho.d or inns. I.rp0M) should be placed on the trusses in any one area; they should be spread out evenly over a large area se as to avoid overloading any one truss. All mechanical equipment should be located only on the trusses specifically designed to support 1. It should not be dropped or even set temporarily in any other area unless Om trusses are adequately shored. All floor trusses should be adequately shored if pallets of masonry materials are to be stored temporarily until the next higher walls are finished. STAGE THREE: Permanent Bracing is designed and specified be the architect or engineer for the structural safety of the building. It is the responsibility of the building designer to indicate size, location, and attachments for all permanent bracing as required by design analysis. In general, it is desirable to design and locate all bracing so that it may work together with otter structural parts of the building (such as shear walls, portal trainee, bearing walls, columns, exams, etc.) to achieve total structural integrity. length of a web member. As described earlier in the discussion of building design and trust design (STAGE ONE), disporwl bracing or end anchorage is essential to stabilize the lateral bracing. Diagonal bracing in the pore of the web members is also used to distribute unequal loading to adjacent trusses and to spread lateral forces to diaphragms or shear walls. Spacing of rows of diagonal bracing in the plane of the webs is a matter of judgment to be made by the building designer, and will depend upon the trust span, truss oonfigura lion. type of building, and the loading. Generally, for roof trusses. the spacing ranges from 12 feet to 16 feet depending upon how it relates to the bracing in the plane of the top chord. For floor trusses the cross bracing should be approximately 6 feet on centers. Lateral 2x6 strong-backs may also be used for soma floor systems Figure 1 and Figure 4 illustrate bracing in the plane of tha webs 3. Bottom Chord Mans This bracing is required to maintain the truss design spacing and to provide lateral support to the bottom chord to resist buckling forces in the event of reversal of stress due to wind uplift or unequal roof or floor loadings For multiple bearing trusses or cantilever conditions, portions of the bottom chord become compression members and should be braced laterally to resist buckling in the same manner as the top chord of simple span trusses. Bracing in the plane of the bottom chord is also designed to transfer lateral forces due to wind or seismic loads into side wells, shear welts or other resisting structural elements Diagonals between continuous lateral bracing same to stabilize the bottom chord. It is recommended that one complete bey of diagonal bracing be installed at each end of any building, and additional such bays to located at specified intervals not to exceed 20 feet. Figure 5 illustrates the use of bracing in the plane of the bottom chord. These recommendations for bracing wood trusses have been derived from the collective experience of leading technical personnel in the wood truss industry but must, due to the nature of responsibilities involved, be presented only as a guide for the use of a qualified building designer, builder, or erection contractor. 14 Fiore Alt) • For truss spare between 30 feet lard 80 feet a suggested lifting procedure is shown in Figure A(2). It should be noted that the lines from the ends of the spreader bar "toe in.” 11 thew lines should "toe-out," they will tend to casrw buckling of the Puss tf Tyur F'.s.n 6(a) Top ch lib ca. WOO* *vim 1 e.g. owl,n.. 12 APPENDIX As. top china can tx,chle together 1 then O..po.ul brains. 1141. Iva Root p nlin Ityp<YI Permanent bracing must provide sufficient support at right angles to the plans of the suss to hold every truss member in the position assumed for n in design. In addition. permanent bracing must be designed to resist lateral forces imposed on the completed building by wind or seismic forces. Permanent bracing may be subdivided into three logical compo- nents; 1. Top Chord Plane. This bracing is designed to resist lateral movement of the top chord. If plywood floor or roof sheathing is properly applied with staggered joints and adequate nailing, a continua ous diaphragm action 1 developed and additional bracing in the plane is generally not required. Some metal roofing materials may be depended upon to act as a diaphragm when properly lapped and railed. Selection and user of these materials it at the discretion of the building designer. It it intended that this appendix contain only tentative recon mendations that may be used as a guide for on -site handling ant erection until a more complete statement can be prepared. The may be some instances in which additional precautions will be necessary. UNLOADING. If possible, trusses shall be unloaded on relatively smooth wound. They shall not be unloaded on rough terrain that would cause undue lateral strain that might result in distortion of truss joints. Dumping of trusses is an acceptable practice provided that the trusses are not damaged or excessively stressed in the act of dumping. The builder shall provide protection from damage that may be caused by on -site construction activity. STORAGE. Care shall be taken so as not to allow excessive bending of trusses or to anew tipping or toppling while the trusses are banded of when the banding is removed. If trusses fabricated with fire retardant treated wood must be store. prior to erection, they should be stored in a vertical position to preven water containing chemicals leached from the wood from standing o the plates A further precaution may be taken by providing a cover fc the trusses that will prevent moisture from coming in direct costa with the trusses and which can be ventilated to present condensatio ERECTING TRUSSES. The truss erector or builder shall take tl necessary precautions to insure that handling and erection procedure do not reduce the loadcarrying capacity of the truss. Trusses shall be installed plumb, at specified spacing and in-plat lie., trusses will be properly aligned/. l e Figure A(3) App■o.analny 21 to 314 d .,p. laryw For lifting trusses with spans in excess of 00 feet, it it recom- mended that a strong -back be used as illustrated in Figure A(3). The stror.gback should be attached to the top chord end web members at intervals of approximately 10 feet. Further, the strong -backs should be N or above the mid - height of the truss so as to prevent overturning. The strong -back can be of any material with sufficient strength to safely wry the weight of the truss and sufficient rigidity to adequately resist bending of the trues. 1 0 BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS CI TRUSS PLATE INSTITUTE, INC., 1976 In recognition of the inherent safety of a properly braced roof system, the apparent lack of knowledge of how, whet, and where to install adequate bracing, and in the interest of public safety, the Truss Plate Institute, Inc., in consultation with its Component Manufacturers Council membership, has undertaken the preparation of these recom• mendations. Substantial concentrated study and deliberative review by the TPI Technical Advisory,Committee (comprising a membership of the chief structural engineen of member plat. manufacturing companies, repre- sentatives of the academic community, and independent consulting engineers) have been devoted to this effort. Consultation with the TPI Component Manufacturers Council has resulted in bringing,practical field handling and erection problems into a sharper focus. inclusion of the tentative recommendations for on site handling and fraction procedures is one direct result of the consultations. It is planned to study further and enlarge upon these tentative recommendations. While the recommendations for hexing contained herein era technically sound, it it not intended that they be considered the only method for bracing a roof system. Neither should these recommenda- tions be interpreted as superior to or a standard that would necessarily be preferred in lieu of an architect's or engines design for bracing for a particular roof system. These recommendations for bracing wood trusses originate from the collective experience of leading technical personnel in the wood truss industry, but must, due to the nature of responsibilities involved, be presented only as a guide for the use of a qualified building design, builder, or erection contractor. Thus, this Truss Plate Institute expressly disclaims any responsibility for damages rising from the use, applica- tion, or reliance on the recommendations and information contained herein by building designers or by erection contractors. �I\ I Cml,nuo,a 41wM r yesIwl bnmmy n. &sti Iprt d vuM dnynl. t- F,evn 11b1 and 110 Cups bac. Fiplre 11.) Figurs 1Ib) INTRODUCTION comer treat .rd al of bxW nee .e-- Conpn.o,M Oman bac. m nau ion o.,mi4!Meal buctt.y M V .orb nmanbwl M M yes. 4 t 0.w ne la user It is recommended that diagonal bracing (minimum 2.inch thick nominal lumber' be installed at approximately a 45 degrs angle to the lateral brace. Diagonal bracing should be attached to the opposite side of the seem. member requiring lateral bracing. This bracing may be continuous or intermittent at the building designer's option; however, it is recommended that intermittent spacing not exceed 26 feet. or twice the horizontal run of the diagonal bracing. The ground braces should be located directly in line with all rows of top chord continuous lateral bracing. Otherwis the top Bard of the first truss can bead sideways and allow the trusses to shift. This shift, however slight, puts a tremendous strain on all connections of the bracing system, i.e; the weight of the trusses would then be added to any wind force or construction bad such as bundles of plywood or roof shingles tending to tip the trusses over. All nailing of bracing should be done so that if the trusses should tend to buckle or tip, the nails will be loaded laterally, not in withdrawal. It is not recommended to nail scabs to the end of the building to bract the first truss. These scats can break off or pull out thus allowing a total collapse. As trusses are sat in place, the builder or erection contractor must apply sufficient temporary bracing to hold the trusses plumb, in alignment and in a safe condition until the permanent bracing, decking, and/or shesthing can be installed. Temporary bracing should be not less than 2x4 dimension lumber and should be as long as practical foe handling. The use of short specs pieces of lumbar between adjacent trusses is not rarprrynrrdyl, unless used temporarily in preparation for immediate installat of Icings continuous bracing (B.feet minimum length). Temporary bracing lumber should be nailed with two double headed 16d nails at every intersection with the braced mamba. Pre assembly of group of trusses, on the ground, into structurally braced units which are then lifted into place s assemblies if an acceptable alternate to the one atatime method. Exact spicing Wtw.rn trusty should be maintained as bracing it installed to avoid t practice of removing bracing to adjust Pacing as 'teething is 1 . This act of "adjusting spacing" can cause trusses to topple if a key convection is removed at the wrong time True bating must be applied to three plans of reference in the roof system to insure stability: 1. Top chord Id ad11rgl planar 2. web member plane or vertical plane perps dieulr to trusses, and 3. bottom chord (ailing) plane. 1. Top Chord Plus. Most important to the builder or erection contractor 4 bracing in the plane of the top chord. Truss top chords an susceptible to lateral buckling (afore they ere brood ce sheathed. It u 7 However carefully wood trusses re designed and fabricated, all this is at stake in the final erection and bracing of a roof or floor system. It is at this critical stage of construction that many of the rally' significant design assumptions are either fulfilled or ignored. If ignored; the consequences may result in a collapse of the structure, which at best is a substantial nos of time and materials, and which at worst could result in a lost of life. The Trust Plate Institute "Design Specifications for Light Metal Plate Connected Wood Trusses" re recommended for the design of individual wood trusses as structural components only. Lateral bracing, as may be required by design to reduce buckling length of individual truss members, is a part of the wood truss design and is the only bracing that will be specified on the truss design drawiryi Lateral bracing is to be supplied in the doe specified and installed at the location specified on the true design drawings by the builder or erection contractor. The building designs or inspector must ascertain that the specified lateral bracing is properly installed and that this bracing is sufficiently anchored or restrained by diagonal bracing to prevent its movement Special design requirements, such as wind bating, portal bracing seismic bracing, diaphragms. seer walls, or other bad transfer elements and their connections to the wood trusses must be considered eeparatety by the building design. He shag determine size, location, and method of connections for diagonal bracing es needed to resist these forces Diagonal or cross bracing is recommended in the plane formed by the top chords, in the plane formed by the bottom chords and perpendicular to the trus web members, as needed for the overall stability of the entire structure. Truss bracing and connection details should M shown on the building designer's framing plan as pert of the design drawings. Bracing materials are not usually furnished a pat of the wood trust package, and should be provided by the builder or erection contractor. The builder or section contractor is responsible for proper wood trus handling and for proper temporary bracing. He must assure that the wood trusses are not structurally damaged during erection and that they re maintained in alignment before, during, and after installation. Temporary or erection bracing may follow, but not n.cesrily be limited to, the building design's framing plan. It is recommended that erection bracing be applied es each trus is placed in position. Figure 11.) Figure 1Id) Nun 3(a) t 5 1.411•1.1/1 •t.ry own w NOM net. per 5 UNIV FABRICATORS OF ROOF Si FLOOR TRUSSES The design of wood trusty in acoordanu.with TPI design criteria assumes: Cwt ne Cana ma. ."b- Juana a .1 1000 Conl,n•aw l.Iw0 bane o.wo.w lot. nand 1. 00.1.11 .de of nab one.. Owe .no..m.n end.hwn b map..ud M wp.oa.mwMy A I.M lam nee. STAGE TWO: During Truss Erection the builder or erection contractor must take adequate precautions to assure that the wood trusses are not structurally damaged. Proper rigging, including 114 use of spreader bare and multiple pick-up points, where required. is necessary to prevent damage during handling; tentative recommendations are presented in the Appendix hereto. It it most important to brace the first truss at the end of the building securely, All other trusses are tied to the first truss, thus the recommended that continuous lateral bracing be installed within 6 inches of the ridge line or center line and at approximately 8 feet to 10 feet intervals between the ridge line of sloped trusses or center line of flat trusses and the eaves. For double member trusses this spacing between lateral may be increased to 12 feet to 14 feet. Diagonals, located between the lateral bracing and set at approximately 45 degree angles. form the triangles required for nobility in the plane of the top chord. NOTE: Long spans or heavy bads may require closer spacing between !sterol bracing and cbsr intervals between diagonals. Figure 31a) illustrates temporary bracing in the playa of the top lard for gable trusses. H possible, the continuous lateral basing for the top chord should be placed on the underside of the top chord so that it will rat have 10 be removed as the plywood decking is applied. The trusses re then held securely even during the decking process. It is equally important for the builder or erection contractor to install bracing in the plane of the top chord for flat roof or floor trusses. The use of a similar bracing pattern is recommrded foe all flat trusses Particular attention is directed to bracing at the and of flat trusses as shown in Figure 3(b). 2. Web Member Plane. It is also necessary t0 install temporary bracing in the plane of the web members. This bracing is usually Fer My. member l■ua 11 1/2 ,.c1 llckm.l era dwbM mantas true V mini 1* l , ohl Loaned inn. II v0hw a .err tier Mon: tae Woo uv 4 m.1 , .lo-t noon Oscars • , • ��_ M nano + • �W zee let mnler.w Ae 3-11$ daub* r rd.e n.as / ' or INC. 4385 S.W. 70TH COURT MIAMI, FLA. 33155 U.S.A. TELEPHONES: (305) 687 - 6797 (30S) 665- 3664 (305) 665• 3665 (305) 665 - 3985 1. Trus member' ere initially straight uniform in cross section, and uniform in design properties. 2. Trams re plane structural Components. installed vertically. braced *0 prevent lateral movement, and parallel to tech other at the design spacing. 1 Truss members are pinned at joints for determination of axial forces only. 4. There is continuity of chord members at joints for determina- tion of moment stresses. S. Compression members ere laterally restrained et specific loca tions or intervals. 6. Superimposed dead or live loads act vertically, wind bads are applied normal to the plane of the top chord, and concentrated bads are spplied at a point. 7. In addition to the lateral bracing specified by the trust designs, the building design will specify sufficient bracing at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. 8. The building designer (not the truss designs) will specify sufficient bracing and connections to withstand lateral loading of the entire structure. The theory of bracing is to apply sufficient support at right angles to the plane of the trues to hold every truss member in the position assumed for it in design. This theory must be applied at three stage. STAGE ONE: During Building Design and Trust Design individual trust members are checked for buckling, and lateral bracing is specified as required for each truss member. The building design must specify how this lateral bracing if to be anchored or restrained to prevent lateral movement should ell truss members. so braced, tend to buckle together as shown in Figure 1(b). This may be accomplished by: 1. Anchorage to solid end walls (Figure 1Id). 2. Diagonal bracing in the plane of web members (Figure 1(d)). 3. Other mans as determined by the building design. 3 MOT5 . serails ewnd betel In lire Mr dirnlla in irM wile as ewes of no shoal mina.. 4.ss Oscine (..sly IernpeMt b pw,nantnll. Figure 2(b) Figure 3(b) nor 1.012 11,11•1 8 2- I td donna Madd rwM bracing system depends to a peat extent on how well the first truss is braced. One satisfactory method is for the first trust top chard to be braced to a stake driven into the ground and securely anchored. The ground brace itself should be supported as shown in Figure 2 or it it apt to buckle. Additional ground braces, in the opposite direction. inside the building are also recommended. To. all Typical rsl.e Lao lawn bin. o.w . 2 . \.` M ier nor enrw —► -...... I ,ice ''% 00 w , m '°D il n i + �.._ yelr ,niervalx --.---s,„, \ , installed et the same locations 'psi id on the architectural plan for permanent bracing. and may become part of the permanent bracing. It 4 recommended that diagonal bracing be added at each web member requiring continuous lateral bracing. 11 non* is specified, it is recommended that it be placed at no greater than 16 feet intervals along the truss length for roof trusses and 8 feet intervals for floor trusters. It is not generally necessary for diagonal bracing to run continu- ously for the fun length of the building but it it recommended that the spacing between sets of diagonal bracing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. Rows c4 2x6 strongbacks may also be used to bas floor truss where diagonal bracing is impractical. Figure 4(a) illustrate' d bracing in the plane of the web members; Figure 4(b) illustrates the lateral movement that may occur it lateral bracing u used without diagonal baring. 3. Bottom Chard Plus, In order to hold proper spacing on the bottom chord. temporary bating n recommended in the dare of the bottom chord. Continuous lateral bracing at nee gents than 8 feet to 10 feet on centers along the truss length is recommended full length of the building. nailed to the top of the bottom chord. Diagonal bracing 4/o7 .i • -Dc-` /( -,t_/ Ste 4 /W ,4S ; (,MA /4 4 r/oti J o ,€A/ J u' m ? 451- it15r f''444?, 1 r 44.? 43-#6* (k w+ .yr.. r m r,g T C FORCES 2 - 3- - 1447 3- 4 = -2098 4- 5- -2099 5- 6 = -2098 6 -7- -1447 7 -8-36 FT3 ( 4 ) B C FORCES 8 - 9 -0 9 -10 =1447 10 -11 -2098 11 -12 =1447 12 -1 -© 3 -7 -4 :C :2 *4 NO2 KD SYP 3C :2 *4 NO2 KD SYP 7BS:2 *4 NO3 KD SYP 2EACTIONS : JNT. 2 -1003 JNT. 7 -1003 JOB NO.: 1 CUSTOMER: BEST ENG DATE: 20 -21 -87 BUTT CUT LEFT :0 -1 -12 BUTT CUT RIGHT :0 -1 -12 PCS SIZE GRADE 24 2 *4 NO3 KD SYP 4 2 *4 NO2 KD SYP 4 2 *4 NO2 KD SYP 8 2 *4 NO3 KD SYP 8 2 *4 NO3 KD SYP 4 2 *4 NO3 KD SYP WEB FORCES 1 7 -8 =36 2 -12 -1647 3 -12= -714 3 -11 -741 4- 11- -295 4 -10 =0 5-10--295 3 -7 -4 12 C2X3J C3 X6] 1 6 - 10 -747 6- 3 = -?14 7 -9 -1647 2 -3 -3 C3X4] C3, 7J EPFN: 18-6-6 3-7-4 BEST TRUSS CO INC SPRN- 18 -9 -9 RI 5E =2 -3 B.K.M EAST INC. CUSTOMER: JOB NO.: DATE: CUTTING LIST IDACO REACTIONS JNT. 2 -1003 INT. 7 - 71003 9 C3X6 ] BEST ENG 1 20 -21 -87 ET 1: ;W 1 -2;W 7 -8;W 3 -12;W 4 -11;W 5 -10;W 6 -9 ET 2: ;W 2 -12;W 7 -9 ET 3: ;W 3 -11;W 6 -10 BD FOOTAGE (PER TRUSS): 44.67 A "2 MEHNtET REG. ENG. STATE OF 3 -7 -4 C2X3] a-4 - 3xs 3.K,M. EAST Inc. R36 -42 PAGE 1 TRUSS ID:FT3 SPAN:16 -8 -8 SLOPE: 90 /12 RISE:2 -3 FAMILY TYPE: SPECIAL MEMBER OVERALL CENTERLINE • A/1 B/2 SET 1 1 -8 1 -8 TC 2 -7 17 -5 -8 17 -5 -8 BC 8 -1 16 -8 -8 16 -8 -8 SET 2 3 -6 -15 3 -6 -15 SET 3 3 -8 -8 3 -8 -8 W 4 -10 2 -7 -4 2 -7 -4 LOADING: L D TOP CHORD: 40 10 BTM CHORD: 0 10 SPACING: 24 IN. o.c STRESS INC.: 1 CAMBER:1 /8 IN PER 8 FT C/3 D/4 62.2 27.8 62.2 27.8 63.3 26.7 63.3 26.7 50.2 39.8 50.2 39.8 ��I TRUSS 1 IS A FAMILY 101, 16 -8 -8. TRUSS: FT3 QUANTITY 4 01: 0 -4 -8 Or: 0 -4 -8 TRUSS 2 IS A FAMILY 101, 15 -3. TRUSS: FT1 QUANTITY 19 01: 0 -4 -8 Or: 0 -4 -3 TRUSS 3 IS A FAMILY 101, 14 - 7. TRUSS: FT2 QUANTITY 9 01: 0 - Or: 0 - - ***** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * *k *;. MEMBER ANALYSIS CUSTOMER:BEST ENG JOB NO: 1 SPAN:16 - 8 - 8 TOP CHORD :2 *4 NO2 KD SYP BENDING TOTAL MEMBER AXIAL 2 - 3 3 - 4 4 - 5 5 - 6 6 - 7 . 24 .348 . 348 . 348 . 24 REACTIONS JOINT 2 = -1003 JOINT 7 = -1003 STRESS INCREASE = 1 . 237 . 237 . 209 . 237 . 237 . 477 . 585 . 557 . 585 . 477 BOTTOM CHORD :2 *4 MEMBER AXIAL 8 - 9 9 - 10 10 - 11 11 - 12 12 - 1 0 .306 . 444 . 306 0 DATE:20 -21 -87 TRUSS ID:FT3 NUMBER OF MEMBERS 1 MINIMUM BEARING WIDTH = 3.5 MAX L.L.DEFLECTION AT JOINT 10 = .08 ALLOWABLE L.L.DEFLECTION = .56 REPETITIVE STRESS INCREASE USED PLATES USED ARE BEMAX -20 Holding- 180 Tension- 359 Shear- 242 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN) BRACING:THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REQUIRED) CONSULT BUILDING ARCHITECT OR ENGINEER. DESIGN SPECIFICATIONS CONFORM WITH NDS DESIGN SPECIFICATIONS AND TPI 78. L NO2 KD SYP BENDING TOTAL . 066 .066 . 066 .372 . 058 .502 . 066 .372 . 066 .066 T C FORCES B C FTTRCE9 WEB NOM - 3 R.EFCTICN3 2 -3- -716 7-6-9 1 -2 -49 JNT. 2 --695 3- 4 - -71B 8 - 1- 4 3 4 -5 •49 ;mi 1 -e;9 4-5-.49 2 -6 -172 3 -8 ---453 4 -6 -172 4 -1© ��c s 4; C2X23 FT4( 3 ) C2X3] 3 8 C3X?] 4-15 EFffl: 9 -8 BEST TRUSS CO INC RISE -2 -3 5 C2X3] B.Y.ti. EFT Inc. R98-42 TC :2 *4 NO2 KD SYP BC :2 *4 NO2 KD SYP WBS:2 *4 NO3 KD SYP REACTIONS : JNT. 2 -580 JNT. 4 -580 B.K.M EAST INC. CUSTOMER: JOB NO.: DATE: BEST ENG 1 10 -20 -87 AP?'QVE# F MEHMET Y Il REG. ENG. N STATE OF 4:.0 LOADING: L D TOP CHORD: 40 10 BTM CHORD: 0 10 SPACING: 24 IN. o.c STRESS INC.: 1 CAMBER:1 /8 IN PER 8 FT 378164 /*********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MEMBER ANALYSIS CUSTOMER:BEST ENG JOB NO: 1 SPAN:9 -8 TOP CHORD :2 *4 MEMBER AXIAL 2 - 3 .123 3 - 4 .123 REACTIONS JOINT 2 = -580 JOINT 4 = -580 STRESS INCREASE = 1 NO2 KD SYP BENDING TOTAL . 467 .59 . 467 .59 DATE:10 -20 -87 TRUSS ID:FT4 BOTTOM CHORD :2 *4 NO2 KD SYP MEMBER AXIAL BENDING TOTAL 5 - 6 0 .113 .113 6 - 1 0 .113 .113 NUMBER OF MEMBERS 1 MINIMUM BEARING WIDTH = 3.5 MAX L.L.DEFLECTION AT JOINT 6 = .02 ALLOWABLE L.L.DEFLECTION = .32 REPETITIVE STRESS INCREASE USED PLATES USED ARE BEMAX -20 Holding- 180 Tension- 359 Shear- 242 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN) BRACING:THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REQUIRED) CONSULT BUILDING ARCHITECT OR ENGINEER. DESIGN SPECIFICATIONS CONFORM WITH NDS DESIGN SPECIFICATIONS AND TPI 78. , -tee £ n t; t .NM? ` ; Flef ?•'!) 1365a i t Me 7 A T C FORCES 2 - 3- -1212 3- 4 = -1629 4- 5- -1490 5- 6 = -1480 6- 7 - -594 7 -B -15 S 1 [2X3] FT2( 9 ) 8 C FORCES 8 -9 -0 9 -10 =594 10 -11 -1629 11 -12 =1212 12-1-0 3 -7 -4 TC :2 *4 NO2 KD SYP BC :2 *4 NO2 KD SYP WBS:2 *4 NO3 KD SYP REACTIONS : JNT. 2 -875 JNT. 7 -875 JOB NO.: 1 CUSTOMER: BEST ENG DATE: 20 -21 -87 BUTT CUT LEFT :0 -1 -12 BUTT CUT RIGHT :0 -1 -12 PCS SIZE 54 2 *4 NO3 9 2 *4 NO2 9 2 *4 NO2 9 2 *4 NO3 18 2 *4 NO3 9 2 *4 NO3 9 2 *4 NO3 GRADE KD SYP KD SYP KD SYP KD SYP KD SYP KD SYP KD SYP NEB FORCES 7 -8 =15 2 -12 -1990 3 -12= -587 3 -11 -474 i -11- -167 4 -10= -199 5 -10- -295 { C3X4 ] 3 12 C3XG ] 3 -7 -4 6 —]0 -1008 6 -9= -735 7 -9 -985 2 -3 -0 C3X4 ] C2X3] 4 5 11 10 C3X-47 C3X9] SPRN ! 14-7 BEST TRUSS CO INC SPAN -1.4 -? RI 5E =2 -3 B.K.M EAST INC. CUSTOMER: JOB NO.: DATE: CUTTING LIST IDACO MEMBER SET 1 TC 2 -7 BC 8 -1 W 2 -12 SET 2 W 4 -10 W 7 -9 OVERALL 1 -8 14 -11 -8 14 -7 3 -6 -15 3 -8 -8 2 -7 -4 1 -11 -9 REACTIONS JNT. 2 -975 .TNT 7 —875 SET 1: ;W 1 -2;W 7 -8;W 3 -12;W 4 -11;W 5 -10;W 6 -9 SET 2: ;W 3 -11;W 6 -10 BD FOOTAGE (PER TRUSS): 40.67 3-7-4 APPr f4Ef4E1 REli_ Edi STATE OF CENTERLINE. A/1 1 -8 14 -11 -8 14 -7 3 -6 -15 3 -8 -8 2 -7 -4 1 -11 -9 9 8v�3 C3.5X' 9.K,M. EAST Inc, R36 - 42 BEST ENG 1 20 -21 -87 PAGE 1 TRUSS ID:FT2 SPAN:14 -7 SLOPE: 90 /12 RISE:2 -3 FAMILY TYPE: SPECIAL 13 0-4 -9 Cr) PJ ‘44. ORM 13658 /y LittV , 4 LOADING: L D TOP CHORD: 40 10 BTM CHORD: 0 10 SPACING: 24 IN. o.c STRESS INC.: 1 CAMBER:1 /8 IN PER 8 F: B/2 C/3 D/4 62.2 27.8 62.2 27.8 63.3 26.7 63.3 26.7 50.2 39.8 50.2 39.8 58 32 58 32 f ************************************************ * * * * * * * * **• * ** * * * * * * * * * * * ** *,* MEMBER ANALYSIS CUSTOMER:BEST ENG JOB NO: 1 SPAN:14 -7 DATE:20 -21 -87 TRUSS ID:FT2 TOP CHORD :2 *4 NO2 KD SYP BOTTOM CHORD :2 *4 NO2 KD SYP MEMBER AXIAL BENDING TOTAL MEMBER AXIAL BENDING TOTAL 8 - 9 0 .058 .058 2 - 3 .201 .237 .438 9 - 10 .126 .058 .184 3 - 4 .27 .237 .507 10 - 11 .345 .058 .403 4 - 5 .245 .209 .454 11 - 12 .257 .066 .323 5 - 6 .245 .209 .454 12 - 1 0 .066 .066 6 - 7 .098 .209 .307 REACTIONS NUMBER OF MEMBERS 1 JOINT 2 = -875 MINIMUM BEARING WIDTH = 3.5 JOINT 7 = -875 MAX L.L.DEFLECTION AT JOINT 11 = .05 ALLOWABLE L.L.DEFLECTION = .49 STRESS INCREASE = 1 REPETITIVE STRESS INCREASE USED PLATES USED ARE BEMAX -20 Holding- 180 Tension- 359 Shear- 242 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN) BRACING:THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REQUIRED) CONSULT BUILDING ARCHITECT OR ENGINEER. DESIGN SPECIFICATIONS CONFORM WITH NDS DESIGN SPECIFICATIONS AND TPI 78. T C FORCES 2 -3 - 3 -4= -1776 4- 5 - -1674 5 -6= -1674 6- 7 - -862 7 -8-21 8 C FORCES B - 9 -© 9 -10 =882 1a -11 -1778 11 -12 =1286 12 -1 -© PCS SIZE 114 2 *4 19 2 *4 19 2 *4 19 2 *4 38 2 *4 19 2 *4 19 2 *4 FT 1( 19 ) TC :2 *4 NO2 KD SYP BC :2 *4 NO2 KD SYP WBS:2 *4 NO3 KD SYP REACTIONS : JNT. 2 -915 JNT. 7 -915 WEB FORCES 1 -2 -36 7 -8 =21 2 -12 -1464 3 -12= -627 3 -11 -558 4- L1- -207 4 -1©= -135 5 -10- -295 JOB NO.: 1 CUSTOMER: BEST ENG DATE: 20 -21 -87 BUTT CUT LEFT :0 -1 -12 BUTT CUT RIGHT :0 -1 -12 GRADE NO3 KD SYP NO2 KD SYP NO2 KD SYP NO3 KD SYP NO3 KD SYP NO3 KD SYP NO3 KD SYP 3 -7 -4 6 -711 -924 6- 3 = -729 7 -9 -1166 03X47 C2X3J 5 11 (3X4J 5PflN : 15 B.K.M EAST INC. CUSTOMER: JOB NO.: DATE: CUTTING LIST IDACO REACTIONS JNT. 2 -915 JNT. 7 -915 2 -3 -8 3 -7 -4 { LB [3X8J BEST TRUSS CO INC SPAN -15 -3 RI 5E =2 - 3 C3X5J 9 BEST ENG 1 20 -21 -87 SET 1 1 -8 1 -8, TC 2 -7 16 -0 16 -0 BC 8 -1 15 -3 15 -3 W 2 -12 3 -6 -15 3 -6-15 SET 2 3 -8 -8 3 -8 -8 W 4 -10 2 -7 -4 2 -7 -4 W 7 -9 2 -4 -10 2 -4 -10 SET 1: ;W 1 -2;W 7 -8;W 3 -12;W 4 -11;W 5 -10;W 6 -9 SET 2: ;W 3 -11;W 6 -10 T L : MEHMET Y REG. ENG. STATE OF 2 -1 -12 { { •etjCC=. 9 a C3X57 C2X37 a-4-9 m i N B.K.M, EAST Inc, R36 -42 PAGE 1 TRUSS ID:FT1 SPAN:15 -3 SLOPE: 90 /12 RISE:2 -3 FAMILY TYPE: SPECIAL MEMBER OVERALL CENTERLINE A/1 B/2 LOADING: L D TOP CHORD: 40 10 BTM CHORD: 0 10 SPACING: 24 IN. o.c STRESS INC.: 1 CAMBER:1 /8 IN PER 8 3 DA INC. -03/ 8166 C/3 D/4 62.2 27.8 62.2 27.8 63.3 26.7 63.3 26.7 50..2 39.8 50.2 39.8 44.3 45.7 44.3 45.7 * * * * * * * * * Ji ]{ * * * * * * !C * * * * * * * * * * !C * * * * * 1. * R * * .0 1. l{ Ii * * * * i{ * * * * * Ii * * * !f * J. * F Jc !. * * * * * * * * * * * K , MEMBER ANALYSIS CUSTOMER:BEST ENG JOB NO: 1 SPAN:15 -3 TOP CHORD :2 *4 MEMBER AXIAL 2 - 3 3 - 4 4 - 5 5 - 6 6 - 7 REACTIONS JOINT 2 = -915 JOINT 7 = -915 . 213 . 294 . 277 . 277 . 143 STRESS INCREASE = 1 NO2 KD SYP BENDING TOTAL . 237 .237 . 209 . 209 . 209 . 45 . 531 . 486 . 486 . 352 DATE:20 -21 -87 TRUSS ID:FT1 BOTTOM CHORD :2 *4 NO2 KD SYP MEMBER AXIAL BENDING TOTAL 8 - 9 0 .058 .058 9 - 10 .182 .058 .24 10 - 11 .376 .058 .434 11 - 12 .272 .066 .338 12 - 1 0 .066 .066 NUMBER OF MEMBERS 1 MINIMUM BEARING WIDTH = 3.5 MAX L.L.DEFLECTION AT JOINT 11 = .06 ALLOWABLE L.L.DEFLECTION = .51 REPETITIVE STRESS INCREASE USED PLATES USED ARE BEMAX -20 Holding- 180 Tension- 359 Shear- 242 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN) BRACING:THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REQUIRED) CONSULT BUILDING ARCHITECT OR ENGINEER. DESIGN SPECIFICATIONS CONFORM WITH NDS DESIGN SPECIFICATIONS AND TPI 78. T C FORCES 2 -3..-3115 4 5∎ - 5-6.•-1101 C3X4] 2 1 C3X43 6 C Fr:RCE3 NEB FCF -E3 REFCTICt 3 f£CIit. L6ROIWC: 6 - 7.9 1 - 2■ - 1101 JNT. L - 1353'f�FCR1 (PLFI 7 9 5 8 - -1191 JNr 5 - 13� 6-1 -112 NEB; 1 -2- ex6 -NOZ KD a -L-0 2-1..L132 G1(2) 4 -0 -9 3 RH OF TPLE6 f1REED - L1-4 TC :2 *4 NO2 KD SYP BC :2 *6 NO2 KD SYP WBS:2 *4 NO3 KD SYP REACTIONS : JNT. 1 -1353 JNT. 6 -1353 4 -8 ■0 3- 7 -L132 C2X3J 3 4 -0 -13 [3X43 4 CUSTOMER: JOB NO.: DATE: 4-0 -9 B.K.M EAST INC. SPECIAL LOADING IN PLF: UNIFORM BETWEEN JOINTS 2 -5 =90 6 -1 =112 1.4E0'5-G-2-x0-NO2 KD (2X33 4 7 C4XF3J C4X5] (3X43 �x6 .</p. afc -C) 5. P. • 2 Ha ?PIIm TOCETI*J W1BJ IF419, 1a' 0.0.. CC14OPD9 t m 1•£1 4 -J BEST TRUSS CO INC SPAN -14 -© RISE -4 -1 B.K.H. EFBT Inc. R35-42 BEST ENG 1 10 -20 -87 MEHMET Y REG. ENG. I STATE OF LOADING: L D TOP CHORD: S S BTM CHORD: S S SPACING: 24 IN. o.c STRESS INC.: 1.33 CAMBER:1 /8 IN PER 3 FT "816 A IH , 9 ************************************* rk3c***, F9t*9c*9t*ih*9t*********** *** ** * * * * ** ** ** MEMBER ANALYSIS CUSTOMER:BEST ENG JOB NO: 1 SPAN:14 -0 TOP CHORD :2 *4 NO2 KD SYP MEMBER AXIAL 2 - 3 3 - 4 4 - 5 . 071 . 071 . 071 REACTIONS JOINT 1 = -1353 JOINT 6 = -1353 STRESS INCREASE = 1.33 WEB:1- 2= 2 *6-NO2 KD SYP WEB:5- 6= 2 *6 -NO2 KD SYP BENDING TOTAL . 152 . 152 . 152 . 223 . 223 . 223 SPECIAL LOADING IN PLF: UNIFORM BETWEEN JOINTS 2 -5 =90 6 -1 =112 DATE:10 -20 -87 TRUSS ID:G1 BOTTOM CHORD :2 *6 NO2 KD SYP MEMBER AXIAL BENDING TOTAL 6 - 7 0 .13 .13 7 - 8 .075 .13 .205 8 - 1 0 .13 .13 NUMBER OF MEMBERS 2 MINIMUM BEARING WIDTH = 3.5 MAX T.L.DEFLECTION AT JOINT 8 = .02 ALLOWABLE L.L.DEFLECTION = .47 REPETITIVE STRESS INCREASE NOT USED PLATES USED ARE BEMAX -20 Holding- 180 Tension- 359 Shear- 242 MANUFACTURED FROM ASTM A 446 GRD A GALVANIZED STEEL(EXCEPT AS SHOWN) PLATES MUST BE INSTALLED ON BOTH FACES OF JOINTS,SYMMETRICALLY(EXCEPT AS SHOWN) BRACING:THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REQUIRED) CONSULT BUILDING ARCHITECT OR ENGINEER. DESIGN SPECIFICATIONS CONFORM WITH NDS DESIGN SPECIFICATIONS AND TPI 78. 114 d °g a s t 5 • 4 ' vela a�C,,rti '3 3! 1o .. i d • tom- 4 tt t ' it Z T r .._�.- .,..d. ', Q �. ri. �" N* Y '.'.::^ lb"..= a• �: .j�Y.iK'3�t°" ". ":(�'•.sr'tA�::. YY��im,re.�+r:. °s!'.' ^: Y. $•"�.... a '. �_`_ ..'1. - <n 1 stucco finish 8" cmu 6" trim .O slope coping w/ waterproof membrane 8x8 conc cop w/ 2— //4rebar stucco W/ waterproofing membrane reglet w/ metal flashing built —up roofing see spec.. cont. cant strip, p.t. wood 5/8" wood sh athing prefab erooi russ w/ 8" slope' metal furring strips 1//2" drywall 2x4 p.t.pl.at each truss w/ 1/2" a.b.08'1ong 8x12 conc tie beam 4—ij5 cont.see beam schedule 1 "x1/8" steel hurricane tie down at each truss embed 1'-0" 8" cmu WALL SECTION AT PARAPET SCALE 3/4 "a1' BULLETIN DRAWING / 1 WALL SECTION AT PARAPET SCALE 3/4 " =1' 1/2 "a.b.at ea. 2x4p.t.wd.plate 1 "x1 /8 "stl strap w/ 1'embed 8x12 conc beam w/ 4— #5rebars, see beam types 8 "cmu • WALL SECTION DETAIL BULLETIN DRAWING # 1 resilent base 1/2" drywall 1/2" wd sheathing 5/8" wd subflooring f a--- finish flooring pr:fob wood truss metal furring 5/8" drywall fire rated 1hr. insulation see spec BULLETIN DRAWING # 1 G+-/YY id/67 Y 0 361V.L f P -o1up 9xPf11 Ns ve vo" ■ r -+ 6cA i' 11 L¢ 01.111,T•up rare -.1 -- /4 9 INDEX OF pRAINGS 'COVER SET, SITE PLAN' FLOOR PLANS, . NOTES FOUNDATION PLAN , RC., F PLAN FIRST FLOOR FRAME . FLAN WALL ��CTIC�N MI % I UI��iNG � GTIONS, S-161K �L� u,�TION INT6KIOR LI✓'.Y fiONS �` 61.-1E1 7 ULOS ELECTRICAL. FL AN PLUM If`IG �A � N - IRGoND 1TI4N1 G PI.dN ESI BEN CLAU . ENVIRONMENTAL DEPT. OF ENVIRONMENTAL RESOURCES M DE COUK�' METROPOLI F ENVIRONM ENTAL ONIA � 1 , R oV CO �Y �N mac► s Er- PLAH+ 1" 20 1- T Y : f _ 111111111t1=11111111111111HIMINI II11Slhlflllilllllll 111111111 11111111111111111111111111• 0 Illl'ml111M1111111 _ • 141 N1 tic f IImmili 1hililam11I1111111111111iliff 'th tpR■VEHA«( i7 pLAN ci 472, COOP oh 111111111 k1111111111 • r' - - f3A SIN K 1 I SU • •kE AC S NK _ZCALE. *;.g 11' 1l 0 it 5- 04 k-»1 } IN15H 1° KITGHE 17: 0 ! ENP t, NEI-$ • 0 wAt;t, \4/ q.119.e x ecap ‘A)/ #*0 '/ F O - 1.0 10"9stP >P3 Celq, WP- I&A icd 2'%0 4o/17(Neiwyot413) • ROOF FRAMING PLAN 4= • i t f ro...0.0■•■•••• GoL !MAKI r- 1 & is" r;ew v9/4.1% ? 3 1 2 (mov-.1•01.4 ) tiv/4' g411446,I 'WV Gt3 Fl4Ta w/t-Ys 60t,T9 • I A 1 40 1 jL er .........•••••••••■■•••••••• • • 1 tit-1 tetzfs it V )(eic O y/1" atur 1 I +- lid 4) A - 0.7 I?eA.To t 0-0" - . 0 I 1 it , 4 (41 ei_VG,) xl.oitsf YIN r ------------ 1./ icr (211-■At\-1 - - _ • 1* r TO- I ecgi•K eie; 9 t MOO r fon 42 .1 cor r.)-• cJ,• 7 's s • 10 # 1 y rlll sive.ed. 1 4'0 16 -1 011 I r e- X Rc;i1 te i - N ar,._,•LvAN) -r4;1 - _ _ ih,x1-,..i?tws-n, cot,. Y r 1 • 1 11 is T. I 1 -0, - • -- o ;• coLuVIN YI • ••• 1- • l l I \t/ tO X 11 • 1• T t5 t t--/t 2.4 6-2 i TO - • U • • _lie ;cell _ _ wp '& • • • • 1 • 1.a1 1/4 r, wao9 4 /NO:td e).(, tv I fl 1 1111I 1 •••■•■•■•••••••■■111 19) - ■•■••--.■■•• • 9 II r III 1 iii 1 11 11 5 CON rr - T- e--.4t, cot. 36to) .11•11••••• 4 Vv tViC; W WM TG ?. r 1 1901, 1 24. 1 , 14e. &in Wlexi I • d 4 < !,./t,kropt ca it'ef) - 1a. 11,1 4 106 w/eGkefe, -trco r.J=10z9 1 1-51 1 TO e pot, w9 -row, p 7 'FLOOR - FRANI G FLAW la reL;66 1 10 v\e9 'rue", G 1 4 11 poe(N 1 T6-2 • .30 . • ,. 14. r —1 !eel) k rtt,t47 w/ect.)606re • w 6- 4P61 , Tiv/ TD-1 lIF • - r6-1 v 1111111111111 ; 1 1•41 1 P , 1 2 ilgtop itur _/ Apico 1 1 1 11 • r ( zo • \_ 1 coNd. Ivkipx 44 to vviNtrA' \ .orl 4 Mil. Visa EMI \tAr evN wait. 4Q.mrA‹fai2 r 1113 F.F., _ 1 2. L_ r 1 111111E111 1111 'A • • • • • • • • i — T6-1 ._ •■ 41r f!; agi-1/2 Ow) 1 t 16 .01 -- 1 1 —••••■••■•••■•••• ••■••••0.111111.• 4. ltd erc 1 ,, II 44),K;‘,L,6,1:25 w/(x if 10/10 Nad Vl.0 , • 4 MIL Vt,eftileat v4.pokz. 4,,,,F12.1.er... 1 Zbfivic,9-p riLL 1 zo t4)(/Vi er 4Y4W2 4-YA• 0)./e1, • 0 „, „ 1 • 4 r • g. • • :•4 4 f , ALB:AAR AfrOAssociA4s . ArchiteCht • Plqftilers • ConsiructIonMae)Q•geva RAQEa A ALBAM1 AJ A. chcrkttaNC (704) 333•ii1 Mont ri, (30)757-650 • • • • % • • • * - " • • :•Por41; .4 1 O 4 • TiUdco_ (24 0,A frforrL_ • -- -WRXPANSEcNJONIS 1 0. 3 CO. 4\117_ 04. sylo N' aT rlit614 5Loc'ec _ LE e __ tcoNc, egAti 6 RIP MR, 4 , P4/4 5 4 _ #7..srEse ia." 0.c. ...e -OP •O.G. Al-iP ALL CORNERS / _NALS' _ Prik6.CePt1l;:721. 4 i r istlillipulittu WAIA, 51 . 6 , 4 L6 liltn?_r I 11 11 t 1 1 1 0 0 00 ; VTAII. G 1.11 171' p tiv9o9- \)/ p? AU)kkiativ toCew5 • . a 1114% 5 4," r 12 ib Itee-ic@X6 A 1 • ;„,;44. 44,- 4. 1 - '‚ • • 69-40ot • puit-T geeFitoo "Ull Wt..° VAAL., — gAt • —1 1 1 . 1 6 - "1111.1PlUeft`i''' - . .1!.:r fk'ykt.I., cL— ii.„rioN Nal/ FURRINO 4 :01RyNALL oN PT HOOP: FURX1NG 114-3V klAI.LTa rx ipiv --543 1.6 zRy.,-44 oN PUltgINQ PT: HP. FUMING • 1 , 400P B4§5 c w 10/10 J, 60114 0 i_ •5xf?..4INT. _.sPAyED caxitHALL5. T 1- rat 6 WE- • • Yrtiw. c -Itoto lb$4 watr) 111)94 6 Up' SHOOT14 STUCCO - • ieceeNC, FaLoceK WALL .4/ • , coNc . ". p - r-01 - r()G 1, 0 ciJ kiortbra VI? 64W C 14 le au 1 / 3 4 , 4) , 4 1 0P- _ . TP);- I 71,-1, 41 .1 1 Fl FL?eki ELEV; t12, cff-Ar Rriv. rr. — , 1 4*: -;; • " :, • .4 - r !��i- 7- �'FMFG 6 gyp;' MAi2 e) JGCD M1 STN • SCALE u 7 { i 1 K ITCHEN C( FR A6WO TRUSS To— BUILDING SECTION (T bU1LJ N G SECTION _SCALZ %4 = I I_0 R �ce ee5Oeir . 41,4 p COL. FOOTING BeYONO 1: ,✓ 04.1 it,T SUP >='C, j g. p , FLA \a? - - fRu _y2 GWB. 12 1_ Go Ou ;1 UP 1eear rA - ,9 I IJ%1,011 oN ._ I 1.1 —1 +1. ltr-- • 1 '(2 ockhr Ft19 -49. F ito \Vr) MASTER[5E1 RO°h waxi STAIR X 1 1 � ARCM W � FtJ i 4 + '' - r I E BEAM F'OYR • F3Er)R00M STAI It' SECTION SCALe 3/�►1 _ L -O 1 OFFICF/gEoROGM 11/2.I0p Mt - 1MTaR (/) STL, RAIL 1't • t l; t -SEcONtik FLUOR � / It I, 'i Tzt,cN) T - U;' tsc5 , / X12 &w3 G 2)q/ Pr, w> IXcCg IN Ih= o • ALBAARI AND ASSOCIATES Architects • Planners Construction Managers RAQEEB A. ALBAARI A.I.A. Charlotte NC (704) 333 -1211 Miami, FL (305) 757-5650 f Revisions 1 Drawn By : 9. P. A. P.M. Date Checked by: A - 4 • : t 1 = Me op _ • MTVGAIFAGe • • 1 4- Top r. -P4 • T • • ' Ut r • • ELE\ATLONL 5-rtA6c,0 4 eAKT • =GOT k ..ELEVATIOR T6. GO rA _ (cozcg‘a. c2E.) ' • —1=4 4. k N t — Pr TB c ' • _Top' E PAMPt, • • -' ' 4 '.e 3 ISPANIqi 111.5 1 - • • • e ."' ..""'"•" -rar • te . ' . Drawn toy • ' • 4. - • - •• • roor PaCO 0 ••• • tp , ••"' • , ••••• • A.St■b AND , t9cil • 0.cve9( 4 4* - -•- ".- . '' '-'-. ' -; ..i' 4 1.42,,,,!:.,, Y''-' ,.,...,..,,,,,, e ,;-.,. -,-. •-• , —s .i.1''z...‘, ...,., „....., .. RiyNios, • 0 - —.-, O ___� �� \ \ / \ / Coa D �vr ,\ , \ \ /� / - _; / / ` \ r -1- r I .F' ff \ 1 // - 1 -r-- 1=01 -ttom+ - rWl —.-, O ___� �� \ \ / \ / Coa D �vr ,\ , \ \ /� / - _; / / ` \ I .F' ff —.-, O ___� �� \ \ / \ / Coa D �vr ,\ , \ \ /� / - _; / / ` \ x• TILE C 71 LE - rtL CONC. CARP CAZPT T 1 Woo CARP e- Hoop cel LING 81_oII VAIZIC.S Hr kig12 7 TILE GYP SO. VARI S ohl I~R 7' TILE 1 v 3C?XGIx 2 20 6 3 - 2 x i8 Co 2- 2°A C 7 28 xxly !i 1 r 15 12 17 18 Iq� 23 2 -2 °)( G.E.3. BIFoL.0 JSH SLap�NG GL FLU.SH /H L- 1J5N�H '11P01_19 81IFoLb FINISH PAI NT FAINT PAINT PAINT PANT PkINT- PAINT ALUM. PAINT. PAINT - PAINT TAT NIT PAINT PAINT PAINT PAINT. PAINT THRR5. ALUM. ALUM. MARBLm WOOp W OU 0 WOOD PEEP HOLe 1.-N000 PEEP HOL ALUM I = LUSI•} L US 4 PU)544 LbUvE4� LOUvE V232 SI—t SINGLE. HUNG /ALUM SH S 3 5NC�1 r i- �IJNC�jALUH 4 g AI,H H IINOOW FI xepjAuuM SINGLS HUNG /ALUH ALL kINCONG 6HALL BE GP WHITE RE-t KS 8 1 IL O N ALTERNATE SEE SPECIFICATION INTERIOR ELEVATIONS, =SCALE Vgu = ILO" - BATH 4.1 MASTERBATH - s i FLOOR I dl GLASS FINISH BASE 1 CO KITCHEN / SCHEDULE WAL LS GYP, fib. M. R GYP Bp C .T 0-41+14s Ns, GYP 130. GYP ea LOCK /PAINT CLG, HT, u i r — r -�r-� t=�j /\ l \ / • < \ / ✓ 1 , i ,....,,✓ r / \ \ 000R SCHEDULE TYPE BAH 42. 0 0 v. O J- 1ASTERI5ATH 10 1 _ 11 1--11N0OW SCHEDULE O CO 0 • • KV! ALBAARI AND ASSOCIATES Architects • Planners Construction Managers RAQEEB A. ALBAARI A.LA. Charlottes NC (704) 333 -1211 • Miami, FL (305) 757.5650 Revisions Oravvn By : P.A. P. M. Date Checked by: 0. . A- 1 , ., alVht.t4M 0 . 4 .. ,..• , ,_ . ,„„. , 1 f , - Iv, d. . • . • cL4ivc4vga „,- ,-J, , x */ .,..1 0 •,.., _, .. . 4 1 / ,‘ V eO a c ‘.4., • , .. , • ,7.-, . ) ,. % ,,,.. _ .. 1.4r. . -...,.. .--,, ,,...;-,..., ....- ,4 •,-:. ..- ..,„ .< .,,,,..„, , --_„ rI}J , --.4.'A'' • . tc.- .1,,,,,-. prill' 040 1;101101,J - 0 ''-;; .1 , •...., .; , * . , w igo put,. T 04 }ivr ..;,.. 4 Mil "• 4 t t '-- / • CifI4 fM - . A fole t w/t MI i - -,--4. • - .-4. .,,i- , , , I - . .1 x. ...4 0 ,-.` ..... vt i: .4 ..' . . .. 4 , 4g ta - la LA. -14 : _ :•.$ - ""t s 6 .1,* rwf-4-?- - 10 , , '—i --,_ -,....! ,c --..: .%. 4 0- vil, .. i ., . . . i .,.,,, t .- , I a A'-ii i tt f,lif)17-J4 t , v. ,.... t lAi. il4 I 41 - - t -, eg%,_ = .,- ,. ••,‘. : .. ,....„- "?‘. ,.., ' * il • c9,0-1.4Avtz „ I , 1 4 ... VS 4., -....., in ,.....#4, , Its -iset . ,. ., ,,, ,-,.......-, . S ' . , ..,., , ,,,,,- _LT &It' .. 4 , . . - ... •• .-... * , . . * $ . , ''''.. 1,2 ,,t '' ' + ;";• . 1 . ''' • - , . t e p t__ ,__,,,,,..„.,,,,....__. . t-r4 - 4:1- 0 4 , • .. - \ Z 0 --,....,.,.. _. 4 t . , •-_-: t , . , : , ---... , 44 - ir ''''. ' ' 1... I v' t 2 t:rei, 0 .=F-4,31 • t• - - Z4 1;40 lxve- ---- . • ,, --0,-.1.- ,, ‘,.. . d4. it IIMMillillk• i;i . . , ,r, , .... ,.* 1 ,.,,, ,- -!;....„,:: .e. , . 24 1si • ,, 1... A,. g,1- . t .‘,...- _ . - en, or4s ' l' o t.t64 .?•,. 4 „ 4: ., '.A' , A . 2 t- .: 4 mi . 34 - di , . ,s 4- i,., - .;iii-4...'e 4 - . , ,.... . ,•14 . - , _..: ....,..- A . - 7;1 ..., 1 .1 6 00'411 _.- 144: .. w: ' -II -.4..=- A .......... ;0 . - A ft .4%. 4 , , ' . , 4 , roc?, .._ cl- 4 a - - - - . . f. tii e;11kft .... _ -, I tip — - ...- , 7.- ,. ' !Z-."`... .... .--- • 7 %. , ALBAARI AND AssodiarEs Architqct$0.PlYlets Construckotkelonage(' RAOEES A AL8AAM MA (300 6 - 6660 ...--,-- ) ~ . - • -Reviskos • Dr 8 / 1 , 14 V".Aiit , - P A A. R.M. Oata',..).4,43a1gteclsed b`t : Lccri2 ci4 $ t f '1/4• • '.• ";;;A = 7, - r t . , ' ,A ;et •-■ ittogot ICAO Clit.CC4AtION3g 001 tIonito Load% Oi • = 19.04 er. la 44 ..31.; 53' • :171 •••••=0. - . , ;I '"'v• $” ; , ; ,„i; tto4dot • ' A „ Note: The, Electrical Contractor shall coordinate with "Florida „Power` and Light Cso." and Southern Bell Telephone Company to obtain the enact loca.tiod of =the point'otelectricatand telephone service for the- site. The E.G. shall j y ;-l erity thli Information prior to bid. Although the Engineer hat) obtained I these locatians from these two agencies and believes the information as ithown the plans to be correct, this does not relieve the _Electrical I Contractor - of the responsibility to determine the locations hiMself. The Electrical Contractor shall obtain a drawing from these two agencies showing the location of the service entrance prior tO construction. 1 • ; , • , • • - - N < te4t.lo = 4t 4sf.-T) ae -t• t • ; 2 i„ •.$ . A z = • - .9gRitY_LadIDE4 K1114 Agaitta.f. se: A aecrVIG.. _ t-40 SCHEDULE NOTES ALL SCHEDULES SHOWN ON THE DRAWINGS ARE FOR TIE CONTRACTORS CONVENIENCE. EQUIPMENT AND MATERIAL ARE NOT LIMITED TO ITEMS INDICATED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY QUANTITIES AND LOCATIONS, ETC. ON COMPLETE CONTRACT DRAWINGS. ADDITIONAL DATA SHOWN ELSEWHERE ON THE CONTRACT PLANS AND SPECIFICATIONS WHICH ARE ASSOCIATED WITH OR ADDITIONAL TO THE ABOVE DATA SHALL ALSO BE CONSIDERED IN OATERIAL AND EQUIPMENT SELECTION. 6_1,0.6 r „„ ra 48 HOURS BEFORE DIGGING CALL UNCLE' tal 1l800.432-4770 UNDERGROUND UTILITIES NOTIFICATION .C6NIER OF FLO1110A 94a 4. " CAmuaLl.N. ogottc-c# $ 14 ' + A- Xi • ,. 6 • 41, •1111 ■••••■■••■•••■••■■•••••• • • • A • A_ T r "4 : A , • ` = A -12 (1 r211.--,P-4 0' ._Crl -f Mb p2V - to rt)(fuKa 1---tx"1 a v 0.y awNow 4 6\ 1 7- -I' - Ai: - I r NV-Ft A-4e$ j '1',0c*OVAT.:FR L A 1. A .-CTRICA1,, FIR5r, FL-00 PLAKI t A19 A - A - Vi P tv ""; 41 tli tt 112,1 c: 110$,f•O ss td ict ii et A I. $AN4tARY SEWER: PR VIDE D.W.V. PVC PIPE AND 1ITTINGS SCHEDULE 40. t. -- FIX UR DRAINAGE ARMS a " AND SMALLER MAY B$ DWV -PVC OR DWV-- COPPER. J. S'J`ORrt D1AI1I3s ° PROVIDE D.W.V. PVC PIPE AND FITPftIGS, SCHEDtJL13 40. 4. CONDENSATE DRAIN* PROVIDE D.W.Y. PVC PIPE AND PYTPINGS, SCHEDULE 40. 3.. WATER P1$E1 : A. ADOVE GRADBt COPPER TYPE ° L". ` .. 81f O 10RA0r : COPPgA TYPE "K" OR TYPE "L" PAINTED WITH BITUMASTIC. C. PROVIDE COPPER SWEAT FITTINGS AND . 5 / 5 WIRE, SOLDER. 6. PRESSURE $1' TEMPERATURE RELIEF LINES SHALL BE COPPER. TYPE "H ". LAY: H T __ 1 FLU MbIh.IG co:T2 FLaO LA i5 KO. SANITARY (D N 0 I — - — GA4 tW( 21e7C.,g F4.tS. G 14. FLS 3/4"1 FL 0 Gii.3 3e t.5 l , /4 M� i4e> "TO- - ws-illutTez. 1iF. guivit I"IIVFS -fit 4 wePt ki *ute tf t d/ Y. t NY . N/ AT vxie .Iota %400ri L e.`.14 n } � yet toz � . • • .-- • i :: ( `' { '. , *Or' 6 -r 1111 S-1:1 4 __ -1 6t -rE L r GO Perim F4 g \J:Ove, - Ft..f1 VeNT LrvlItoa ! t t 7 '$C4 pft,4►FN• Rai ¢f r -Z. 1 A/4 ,4 / c,:t)M tau z- C T YP) y U, 48 HOURS BEFORE DIGGING CALL UNCLE ,cE TQtt FREE 1.18004324770 UNDERGROUND UTILITIES NOTIFICATION CENTER OF FLORIDA • 'NOTES: X =2" FOR UNITS UP TO 3 'ION$. 2. X'3" FOR UNITS OVER 3 TONS. 3. COIiNECTIONS TO THE UNIT DRAIN PANS i1AY E. EITHER FLEXIBLE CONNECTIONS oR RIGID PIPING. FLEXIBLE CONNECTIONS USED TO FORMA TRAP SHALL NOT EXCEED 18 INCHES IN LENGTH. (HORIZONTAL RUN. PITCH 1 /8 " /YT.,_. _ - 'CONDENSATE Nast). N111 TO A/C UNIT 1 All . chili La P. Y.t;. •t hatfnte IO sae.pl for eutl t.ivate dcstti tnalalt il to eetdra *it Plenums. co drains whit% aro installed Is ret•ita rlr plcntsana shod bit Collat. 1. All condtAaate drat** Located on the trstettor of thr butidinp, shall bit insulated *WI fa 'Robot*** or vitals Hash* spread ratios 3S or tear, "stools divetoped sad lost contribution l*G of test. 1. Coanecttons to tit* Brats pans shall be 00) with a flexible 3 trap seal not to treie t pt is Ienith. Provide a elts*O'i and s ortiae oa the pia side of (rep. 4. nit coode4$ats dram shall be reatsd, S. Materials to bs used in coadeoritsdri1bs for air caoditt�oatop etutprnstat Abell ' corripty with the mim 1Muns steodirds see fortis is tiblo 46-0, S. r.12.0. b. Installation of 1?!.Y.¢. nip* osier concrete floor slabs oil fill shalt be as Colter/sr A. The top of ttispipo shad be s 611,4n4ons of t inches betes, the bottom of tits slab. B. Alt piping under slab *tees shell be s antairoum of oars acd orle- qusrter Inches Jo di #motet.. Istpin$ tut1 bis forfeited suer all aaa compacttos art compIated. All tttlstt Rai ifOR throw ls the slab Groins mato coadeaseto Kos ;hill of sleeved wilts & rntntmu n of inch annssias spec,. M) pips shill be (lid ors a ttrno base for lit satire length arid backfilted tritb . 2 trachea of rood. ALL LE SCHEDUS S W RE FOR 1 QW: 4 - N : Q�,A NG.' A FO 'THE CONTRACTORS V 1 , t . � .,.. <_ k I _ CON E IIl;NC». IPM N E AN !1A T M T ITEMS A f� rE � ;� NOT E.F INDICATED. � � �. xo T x Y � S THE E. rtTRAcTO s I2.ESPON81AY ItY TO VERIFY QUANTITIES AND LOCATIONS, .ETC. ON ' COHPLEte C QU'1`RA ; ' ItAW1 . I A DATA SHOWN .Q .. � D. u t?t1�' N d ASQ BLEW E . A IS} Ia N $ }iE ON THE CONT ACT . PLAN, A :sP1;Q> FIOATIONS WHICH . AM ASSOCIATED WITH OR ADDITIONAL TO ,THE. ABOVE DAT S - �t3�1>a�.A� .� CO HS xo Bit Eu IN MATERIAL AND EQUIPMENT SELECTION. AN CIERHout 134o LONG SCREW Vt ° r r .to Qux -TRAP DE?IH AS S}ICM OR AS =VIM TO MAKE PROPER SEAL. 1 =, • R. C,1 as manufactured by Hydro Conduit Corp. 104 N.W. 121 Way Medley, Fl 331 78 822 -8191 Attn; George N /rail 7 4 - 4. t , c L N.T.ae -( GATE VALVE VA 0 614 U RELIEF VAty T Ann? RywaLiis o TAIL 0.11. OUT TRH 3 /4" Handle Concrete Cover w/ wiremes '1 .. COLD WATER IN UNION 31/2" MIN SET kWA F,R HEATER ON 2" ON- CRETE BRICKS EMSFtr ` PAN TA HEATER WATER HEATER DRAIN CONNECTION. DRAIN TO OUTSIDE OF BUILDING • FINISIHED GRADE OR PAVING OVERFLOt1 ,� DRAINAGE Q4 :-t 3/4" CRUSHED ROCK FILL " Diameter Reinforced concrete Pipe UNEXCAVATED AREA """--- EXCAVATED AREA Nom: GATE VANS StIAL BE WITHIN 36 OF WATER HEATER littov .t g F ft.f4 FM$RGENCY PAN WxTII: D1VU TO D1.SSC1LA1 G ,THE G 4VND. y , A> n$ 11C Kos WADER PIPIHU SHHALL. aD CQ Ufl., " .10. SR04 UNIONS,. AS StIONK ON WATER HEATER I$QHt Al * dN( g1,llti er t$4 _ • • Pi P101 AFL . A B , r ROUNt nor ,WATER- P . PINQ BE INSULATE LL 1 /14 a URa THAI B PIPE ' IN8ULA? ION WIT A FRJ JACKET (•FOIxa R E1t 1FOE.CE.I KRAiII PRQVIDI MEASURES roil EXPANS,IO$ AND' QQNT ACTION AS FOLikq `A. INSTALL. PLExJ:BLE "8AI►L J'OY.t S t ` , WADER LIN$ SPACING 091. T0_ gxo t tooa . . *' t' h g . << . F#.BXIBLE JOINTS S13ALL MANUTACTURED f7Y !AEA- U1 BARCO" STA$PARD 8EHIEE• •.; pROVIDB- O!ALEC' I UC . 1TTIN A ,BALL._ t3O1141s. ' . . M t SALE; 40INT.$ 81 LL 8E CAROM ST$PL, 360 ROTATION PLUS ;A HMt)M 01' 30° ANGULAR WLE)ING 140v lENT FURN WITH T,IC► A s� t. ' • Tlit CONTRACTOR 8)1A U014$11 SHOP D INGS TO A,RCH TEC`r > QR AP,PROtiAI pRZOR TO ONST,RuCT10 14 F • Q1A INSULATION & • . EXPAN - SON PROVISIONS, Pritn Pi � - X 1:4 . ai ourovuto 141. wat P ING Sk1AX $ INS tJ ,AT'II 1TII 3/4" xc 518 1 ` 1 IpE k iNsutAviotei vim ! A FAC1tAY Ai;v4Eio AS ST > J J. it A C HEAP MITA PIPING BE INS WITH 3/4a pEp ..n4suuyqot4 W TK A F# l JACICE ( IL R5fl 1 M OR(D ) 3'., C4NTR R $ ti s SHOP DRAWINGS To AR Ufl)Cr 1 RtoR 1 tAlsOnI 1, • OPqy . siz II i �, •.. $ , 138 - _ .R 1'l AEG C'whigt xxovrrac FQR weld Ct,1. rti.. QINIVi! 0101 S1i(UI SULMIT SHOP DRAWINGS 10 ARC E'T '1' R/AL PRIOR T0 MStALXATION. a H A T 1 8 A E VAC} SXST N3. J. ' A D BEND SIDE TO ' is WATER N 'to .Fp R IO of H FROM A 11O� HMSO ?tA1NK T H ; qU 1I 1'4 iav 'I LING _IN A NO1•t -f4EG> R0fiA'I . . PER4.4 $III#0 `, IF HOD PRQVIDB 31 llPf.r I LXE IDE T : ,HEA'P TRAP OESCI�IDEO IN NOTB 1 LUHD.ER NAY SUESTIT'UTS„ ANE TNT., AA4 , ALL, CHECK VAIrVB ©N THE ROT WATER GU LET a1,. C W WA'FKR I t L l 11 - UFA URE - AY A.O. MIVI . . � . ' ROVID , PRESSURE 4 TEMPERATURE RELIEF VA SHALL 8E AS I' U1?AC"TUREQ RY' HA t~ PRovxB Y11Uwt RELIEF VALVES $ t R$L Tt - LINE aHAUE DE 0:0. COPFE � 1Q 4, . �t ADOY8 00001, i d , T A i' C EQ AS C J E THE T WATER . _. S. PI.UVIOINC _ ° RINGIRALas. N1. Pipet . TIM AEBUVIATIOS 'P.$.• uStG HitiCErO$TNI 1d T $.Q me w& M$f SP c 1 CA t Mat t SE b st VSO TO SEM P.4VMJ31 CONTRA r 2. THE �GENiE L CONDITIONS 00 THE COii't lACe'eCttOAlttET EDI110 tub+ LIMO D IS STANDARD PORN DY TJi1 AHERICAN INS ?11'JT$ 0P A*C ITECT3 SHALL 8E PAR? Ot THIS cortmet. 3. ALE. woalt Aro MATERIALS SEALE. Ea IN /ULI. AC':OR4Atf 6 HET $ sArioNM. PWM81N0 CODS", OSHA, ASID ALL. STATE ANt, tQC Coon TM1 4. THE P.C. SHALT. TARS OUT ' ALL 'WHITS, PROCURE ClR?IPICATte. AND PAY ALL WS COMM/ID WIT$ HIS W981. S. THE. CRAWINOS tiR1t DIAQRAMMA ?IC ANG INTENORD TO stkoN APPtRoIIMATe LOCATION¢. TIM P.C, $HPLL NOT SCALE: THE DM141m._ S. SIDDIRS SHALL MI, TH1 BITE AND MAMILIARIZA THEHSELYtS WITH ALL CONDITIONS SVIIAOUNDING THa WORK 1. IT SHALL Of THE RESPOSI1I81LI ?Y of THE P.C. IVA THE ADVANCE OiIDESINO 0? ONO LEAD ITEMS SO AS NOT TO OMAN OTHER 1RADE$ AESUL ?IMO IN ANY DOWN OA 1,103 TIME. e. THE. P.C. SHALL tiRNISH ALL EQUIPMENT, LABOR. HATERIAL3, AND SUPSAVISIDZI TO IDISTALL A COHPLST1 AND Wilma OPEPATIDi0 PLUM. flea SYSTEM AS DESCDRIEED HEREIN AND AS SHOWN AND /OR NOTED 001'THE DRA1411433 • 9. ?M$ P.C. SHALL. rUR2iISH Apo ISiS? Lte ALL MUIQ$ ITEMS a1CH ARA AS O5YIQU LY AND lXONAaLY i ces$M t0 °ot1PLits TAO IsSVALLATIOtt SH,STHAA Oa slot 3PECIrtto o$ SHOWN i?H, TO PLANS. Ii. THE P.C. SHALL. Es A LICE1i3W0 M $TUU nonage. 31. WO *IIMAN3HIP SHALL EE PIES? CLASS AS SORHALbY PER1ORti!D 8Y 12. T ouRD1aYME21 ?WOW. HE P.C. IS Rtt$EEED 10 . THE AR,CaIiECTUEAL, STRUCTURAL AND MKU.MICAL HAMS Mi) SPECIFICA7tOSS. S H PLJUit -. M SPECIPICA- ?IONS :?A� CONTMc1 DOCUMENTS. Y E1 A REQVIREMEN4 %, PMQ TO 1N$ ?AA AS101P. odd O1St $SPAHC1tS IOZ td$ QRA1i1NQS Olt ?MELD COOED N tioi POOH, Hd SHALL. 1E SOUGHT TO TH ATTENTION OP THE £ I'3111 ea PRIOS 1'4 COMIILIKEiiEb? of WORN. 13• tHI _P. C'. $MUSU, EXAMINE M51 $PEC1PICA?IOM1 AND TOE WHOLE COSiTMCT sY ECVa1>i10 A COMPLEtE'Sti? or DRAWItldS Of THE. WHOLE CONTMC1. 14. TRa P.t: SHALL b RCSPONSIBLR tO$ THS tuL4 COORDINATION Q HIS ?QpRK WiTil Ttl?i1 QQ1 .3RAL ODs ?RAC'tO /1 A31D Otimi soacOCt TRACTORS TO MurvALLY Ttl{I AVOI CONPLIty? IS. ALL PLUME1100 EOM SHt{AAL,LL 1)Gt, LigTet /IRE WITl1 CILEAN090 Pstquilkia ttOR GENERAL A D MECIMEICAL CONSt*UC7IOW. SHOW L.0 LU$a1mi3 W0R E3 to11, SUCH WoRNM $& AaRl $E CHAN46� r? do ADDi41028ML oialEtt. COS? TQ ?1 l6. is* P.C. $HALL. YUR11Y ALL s10't$3 As1D Q11HENRIO1$. PalOR T3 QROCE Q1 I3 WITLI 1O. A24Y DISCREPANCIES 5J1ALb a$ UQJ'3H? THd JR?2Eb1t100f 01 THE kJcH1TEC'!. 1,. THE P.C. SHALL 1a0V1QS SHOP DR WI -DiGS fOJ1' APUOVM. PR10a tO TO E URCIA Oa IN3TAI tIQN of AL PLUMIt,IQ tIIT11RES, tali, AND 4 IPtiE $$ GtL.t, tO N TttE PLAtis; 1e. TH P.C. RHAL6 $V81t•BJEStS rods 11$ TU;#14N! IN w11I ?It10. Iii. TH P.C.SH,ALI. PiOVID31 E Rt As +BUILT 0MW s 24. tie PLUMAI 1$S?ALGA ?ION SHALL' HARP Grid A /sat/VAL OP Tan ARCHITECT' set. ACCEPTANCE EY THE WDIE • 21. 0 s HALL ds 4VAMST1$D t *e Ao 4 D. V. _9 !s21,20 q oP osid ALL W (1) YLa i R014 DATA Ot CUT1PI Ttl di ,AN a a a Paat 22. 01IO1NAL COg ?4Ot1 COVEIOHEN t ro 8. A RRR,SD A I1� C d a $,H1Pz4ey s ��T 0!a INSTALLA TINE. 11$ I A.ttrosslEtO A1# O *IO s1J�tr COsDIT.IQd Alit ASO t. u3P,O H 11 PtijQ O 4014, SQutOmAti7, A b 23. Ttt $HA tti AU ALB *BIAS ltl WD,1C I NQ E 13 n$1 i3 PrikrC 41 *p i rfE tJt4 ft3R,I5 Ax ALP, Il. ANTI D A SHALb $11 u DRQON 24. cLtA A? Tit OE ><At0 Ot `tAQI ? T DA1SAI. C? Tti C aY P alS 1 b81t � iD SH , tttb$0t)GHLY Ct t st ALL. PLUMeLNG EQQIPM$H1 r 3S. ALL- PEt4ET S.0 THt - >100p" SHALL*. if P. RQe ` tJRLY TLA$HCo As1O , 31:ALL e r Tlilp, 0EtxtRltts C0 ' - 2d': - ii teiiis c i4- O'ittati - op itooR/ t t. fix � � tiat;ti. t: Q xs A,EA 1 ,' k.?I a 10 �. tiAYS 8Jc2E I Toa IS1A L 1t. QCJ IO N Qt w CO : t HALE► Cob 4:tv i tii1 "tI LOM1 1 t, U1,P>';sg1? N A MANN- ; a T. B ytA rvDic ONA . TH P,3�. Q SHALL : 1A1$ ?ALL I obLY 0l4 hill PY SIQf$ An Al .$ tI t, 'fB3 (4E31I0 AROUSE Till «NWl ?. 3�cc 27, NO PIPES A�Rd To U RUN IN DVCTWO 28. AL as L pLuQY qa MjU10 G 8 t0VIR THE i NPLUT RMEQUIaZ Mbif COS T0* , t trA M. - CO$ IC ? P * }; CQOJAIRCT Oil S %44. !t e EcTaMc- tittUtOR., nit EQviini:git S IA11ItIID (Py , tte W)TEA I LA BtC)' W1t3 I/2 Isf. ttl)0: PH; 1, 11 fr.E. WITS 1/4 YQviy 141011 WSI $ LETTERS ON :aA. A BL _ C Own 1AS'ttll a v3,111_P u tl((Esi? W1�tt TWO 4C4IWS. A, le': EQt/4014:$* 0 US? cc0JARE$POSO TO THE I Esi11RICA1I0 f Oitf 1 Tt Q Tb • CONTIyRC$ , H A N T S . THE P.O. S tLt , E t estAi : T. AY l NA 2 Ir, P HSNCuATups 1 .O.TO to blT1PY rtti tool rapt ot1 TII A, RLUSSISG,,C4i11PHtIY Os Al EMe„aosacY $Y,$ 5 A „tit. 6$ IOEWt1f1EO V -114 3 3t� .� WH1T$. I TTtcR3 Os 11: i4LtD 04C �494 . ; 1,9. A1.u. / 1ME. 5MUi 3 D :die,. T Ottf' 'S 0 AME1t1v.�+H:• . $4 Cr t g tA � T y � p y A j � t �( x risi s kull sittrTPri '< o W z i ge 4 Xl&. . 0 1)b41 3` iliJliL : I2► L 31;.$1 HARxsa W17$ 'tits Y Of T H $ N vtA ?U*tR. WELSH . AN Q Ct,AS$ 3v. A etaANQU1 SHALL: 8E PROVIDI*,D AT T'te SASS OR EACte t_l ri` JINCt WARTS ?(PE. /404 DUE to REMOVAL 04 I,11ST, LLATIOI OP � 1)r 1 1 . 31. MIN1 hu l Pttte 01 ALL HQRI,Z9t E ,ht B VMS VMS Aiif1 S - :R l+E* Lillis sai4ii *4 1 IN. L INT t oof $ ,. IS1t_ OTEO. J2. PROV1DS 1/2 PTA IN. RE UN LINE # E M` WJt U $ S UPPLY TO EA' 1 .QOl. D 1N.- . )3. I WsTALL GAS PILLED esoex Aa$QR.B*es 0E,t1XTRJi! $ Iet! t3 *4 O V RHEAD ) O AIR CitMost S FOR. PI TU ES. tt rA014 E L a 34, ,AL; N, E38AS SHALL, AS Paovtp* Wivi vACuus4 SItg4R R$:J ` a,p $J$UT a rt' V AI.Vf$. 3S. ALL OUTSIDE CLtAtiOUT3 SHALL at Est tit TO. QMD$ wit* c0'u) 36. P$OVIDE CLEA2 MINIMUN4 EVERY '1R1 It?. 0 IE. INSIDE ttilLO1sG$a _ PROY1011 11191V� AN/ Of? NAI,V O$ WATT tfrisIk ' Ott o*QJ Q K V Rt3 O. PRQ Y1Ae STOP I. rixry S. ■ T ,1r st1A °VElitj M.. vitST N C 0NQ141osesOMM'EII C 1 W it * -NO fillet ttP9a? AO to tO A$QHiTtt:? /Ett'Illtits P os to . W g+ C -1 • , i Tiltr:ri 0 FJl i C Q t I Z4 TL O 1 °0014, tr S 1 P4 i t t * . • E r.1! 40. 3.r ?ESPGS 1_BL• 4. M 1NG t NR yy IRlt3 _ A M0 1i>S .QA FQ A1TAOH dt4 X'rU* T4 ..WAG.L - .P11$ ?11 � . t . TH ` �t T. `AX lit *ICUtA* *O? *04 f- gtl N4 J# y t K d c ' .: � 1* I ill 1 . 6 Qu1� Qtt'I S H�t: 14tl E>fts ti sf TnS?. i rRNtM .D s1l lUcS At' Q e� n'4 . �x.s S' ° ' it$. t Ptytfsl 11XTuP J s% E COQ* i4MALb $i E 1t l ► e Px1Q . TO . as s . av E .: .d u i f 3HQ RIIAWI G 0? ApOTMIfl H,AIiUU TUR T' 8Th li AZA tQVAL. - . . .- ;4 . .C. $ ROVID T UE lilt C jIO * ?LQ$IA}I CQ3� DM.1�1As Ott v 1 D ER Cocoa oQED 10 D i ` . tdI1/' aEtl, 1?J CG$1IE AS' FQLLOWS ' A ALUA. • CO D *Atilt - O P AT R .. , , W t I e B T Tk rd `;1 t :Iii � cot 0 2 Est. I! REtN41 S E t• AO 4 V Aeu ef. lbws, sHA(,t. 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Q I s ttcil00i, Lire P.C.. / A X11' Tit * 6 _ t, "A : END YISITtOTd0blT, o 1: :_ LS$ EC tll4 f H $ ;Y1�Ht THAW THERE 1S A 04a#`t.10 E *T,kiC . xnt( COS,TRic H NT. AatD THil 4oQ>t, Tdq oe tAttlr Pt N*S>r f li; T . :A:: 4 atuONf T, a CONT C 6�C H�I sit Jl u 1* e e a C C P 14:04(4:40:9,1_:- '� W T Rtt M a a Q A 9 wt � L� _ b to . _AD� s0Icts $BTW$EDI tut.So t . c oOcu _ 4' . wt TTQQ A 1Q s , A_� C if }1F P C Q SR Qt Jl 140t WHIG A ts-E.$ Q U *�` , •, P .0 $ '� OtTS . HALL: E ?tI 4Y E . DV t' Q0 RI i RLM>+ S 0 T QV !t' HOT 'f P1. H$1tt1.d f9fTRACTO* SttA 1OV D . 1 COP >rN. AZf A DRAINAC>tt mil . a O Co RA4'toa. , *OYI.DB ,10 attottit. THE Atitlr 4R Fri 'AN TAO' CQND1~t1$ATt $Y . tut AI cO )4044 94 a. tti A!Q t'w urAC'IUREA.s R t 1Etl,PATtON3. • ,k.$ , ALA. 2tU 18iNQ VENTS Th> . U . ROOY-3HALL IE A 1INIMUM QF 10'-0" AWAY FROM ALL FRESH AIR INTAKES. SCR Stall RXT #ND 12" ABOVE ROOK If VENT IS CLOS,RR. THAN 1 FRET FROM , AN EXHAUST SAN IT SHAL EXTEND 2 FEET ABOVE ROO i 0.01TA • a sinz�il tom:"'= *2113:1 *4.=u •I r s+..ua.a. tr,T=. - - 2 - =TWA 1W/6U to �E Ivor LEs - ` SEA LEVEL _DATUM (NGVD) �N TALL_ CCHES OF SAND UNDER THE pOTTQN ;OF DRAINFIE1.p . :::< d �'L1LD F3'r A `1 . A39 r t1 yc of eft t)Rtott Ito /At,La11d WARNIN - 1HE APPROVED SEPTIC TANK D ONT ROLLING INVERT E! ` \TION MAY BE THE C FACTOR '.`� DETERMINING FINISHED FLOQIIJ ELEVATION, r - MEN �.a r1J.t ); pi)tsl i l t:a u1i 4 v yr STALK LAP SEM, TO BE • SOLDERED PLYWOOD ROOF, DOCK 1)4 : 2x4 B!.Od Nf3 c 02 , CHORD O F t OOD T USSES OR 2 R J O> 9 '3 GA: tAL C t1�' " t'// • .+•tRM � ex. ay R SECOND FLODCZ RAW Hole. 'W1. )'%1 NA 'U/t y Y.$' 1 E0 1- 1MIU � ! a - r- 3 R iht/11,14,116 s3saos THERMOSTAT tifx 14A'AT 111111111 =IN SERVICE SWITCH kirtv MUM 000 1: 2 F IRESTAT 140 31 I . SMOKE DETECTOR D L ' ° � NU1oJIEt 'T -Iio 3 (0 NikKLQCK_ WTK. . I Q II..=IllMMI . MM. 1111111111111111111111111111 Cg 1 1 SPEC IAL FeATURES ` mows 1111111111111111111111 FAN WEIGHT - ' IQO"I S.cTnoS: SERVICE tifx 14A'AT Ex 1WAUS? -.. .... .. . MANUFACTURER AREA SERVED 000 1: 2 0h44 • 3 ...... :. BTUH HEATING . DESCRIPTION. DEESIGN MICR. NU�� 6T -8o NU1oJIEt 'T -Iio 3 (0 . . MODEL # PAN TYPE Cg 1 1 CeN't % • c . FAN WEIGHT TOTAL EXT . STAT . PR . ' MAX ROOF OPENING 3/2, t ,d 4 . ' • , IQO"I S.cTnoS: r , AREA SERVED G1E400 12 ft.. ' :•5060:41 A L. _ -.. .... .. . MANUFACTURER "f2AMS es V6 'Z1 /.4' 440 QANt' ...... :. BTUH HEATING . 'COOLING BTUN SENSIBLE bq FAN MOTOR R H�F . L . A . 3 (0 V2 . TOTAL AS otioe % • c . ,. - TOTAL EXT . STAT . PR . ' NOMINAL TONS /EER 3/2, t ,d 4 . ' • - Irmo s SERVICE 440 10 /4 40 KW SIT I P NEAT (4 �tG�v ' ' es V6 'Z1 /.4' 440 ...... :. BTUH HEATING 4 SYSTEM VOLTAGE / /7 . n •x V MODEL N UTSB G R r ',A/ 44 ( deo I* P TOTAL CFM 1'1 ri C ) I d'` 4 OUTSIDE AIR CFM V2.L 15 14? FAN MOTOR R H�F . L . A . V'L t4• I V2 .n . MODEL NUhiiER 1 44)11000 V, # I ■ COND.FAN F .L.A. I,14,HP 1' Afri' COMPRESSOR R. L.A. tai 14? AIWA $EFVLrt 'q, 204• H 1 SWITCH Rg- `A z.. 4 itOT9a inti EI,L F44TUR48 MARK CONDITIONING LONE) EXT UD T i! F FC P EF SF AHU CHR its RL SPD EXTRACTOR :•IAN UAL DAMP E R THERMOSTAT H U1 I DOSTAT FIRESTAT FLEXIBLE CONNECTION PRESSURE GAUGE WEER CUT EXHAUST FAN SUPPLY FAN AIR HANDLING UNIT CHILLED WATER RETURN REFRIGERANT SUCTION REFRIGE LIQUID SPLITTER DAMPER �A11l�GMEE7LJ.H EF -t42 SR SG RR RG ER EG FP CD CR OA LOU FD DG ,:, SUPPLY REGISTER SUPPLY GRILLE RETURN REGISTER RETURN GRILLE EXHAUST REGISTER EXHAUST GRILLE FILTER F1 RA; .E CEILING DIFFUSER CEILING REGISTER OUTSIDE AIR LOUVER FIRE DAMPER DOOR GRILLE. WALL BOX SIIOKE DAMPER NOTE: ALL SYMBOLS AND A$BREVIATIONS DO NOT NECESSARILY APPEAR ON THE PLANS TOTAL EXT. STAT.PR. DRIVE TYPE MOTOR CAPACITY N .P WATTS :. ELECTRIC SERVICE &Q3J'iD. # 3VAL ($ONES) .INTERLOCK WITh A C '- IIIVEASS 2. SIDS ALEVATION a� ■ IV1OUNTINO .Ea.A. AIL. -a NTe 4 ct.Vatts SEAS i1II x 12 /10 v.Y.F. AHU t.EIVATIcN 4 +. ►A 111 .2 yS kl tHr4 THEY TliEil COAT 'lilt r I.Q$U1fd N,frER1$. ,g IMNtrAt;TURED HY Qp1# , &D t, 321 S.M.A...e.A« FA I,AEII,ti�: SQs P s,rh :a.Il� i . . - NASHUA 3 S, 1c. A.ti, .1C, 04E1 ‘ *. $HAS ` as * 0.0 &$ > T NWT/. tA1411 $P 2i9 6001 ' OEVI:L9P0L j. 9 y. E .IZ t I01- X" FAB ; TOE 117S 3. 313LNTt SBAL BS Si 1. voce * n he' type o o A D. � o�p� .S'.1R ` �. e. NAtuut4 324 S. Dovt st:40$4 nt+TPi yAflR1 A v$ *o t W NvT[s tint e.C. $HALL Co(1 JI T PM, 1 111 ORDtit THAT 'WS GONPME,,Wh it J • $ r1 H U?RICANE FORcE 1✓INBS% TItL7_ RIh 31 11 ° „ c0 .YANU .U) STILL CAM.$ II.ICA51; I*j;I • YL SEEM} II SECt1Rt, TSI. THE CCIIt1tATE SY Iii; .its A , ruk 1AUtXCE.:COE. .._44 Al FREE IU YLIIRATI 01f THR Boni SUCTION GI l6 LIQUID LLN! AMU • CONDENSATE DRAIN WITH UNION, TRAP AND CLEAN OUT - 2x4 R'000 FRAME PFIONT 131.11VATION C U i NASHGR CONCAETS Wit It • . a• jr; LRIWIM II El OTItaN I. SC U. Cp4 DMvINGS FOR DISC9NNEfli1Otil 2. W. !MAGMAS SHALL PS GALVANIZES. CONOONO31NO iAifte N1 .,l1 tit41C 'T ` N . Y.Q. EPIRA _EVMs10 Nitg ▪ SUPPLY AIR DUCTWORK NO 41IALL 8. THtRMO /1$ Ia- i0A PIE - INSVI.A9ED SPIRAL ALUH1 flJh F IIBLII DUCT VIM atINTOEcED FOIL VAPOR BARRIER. 6XHAVS? DUCTVQI1��&i'C SHALL . b�3 THER11Ari$ 40106 SOIR L ALu.H1NVx rvuiat.E DUCT VAIINSULATED y , SPIRAL Duct NOTES, t A. ALL spinv Pau? StHAi ‘Si." . N ED T lf1HE As P6E MAitUFACTVRE)!'S , M AittAQA ?1Q $ O: STAPLGD torrttE8 AT THE JOIDiT$ WINE At L?A5$ $ 510 00. S . INS TIOit MERE t *Atieq or pot, t . # 11 FUEL CONTRIbUTI b. PIPE MAtERL Iik IFI >I 5 i. cO,YPtI T NIT �I ) N CO Pf CQ Ec?it I kit sltyti$ Tug sALI.S. xu ilk too*, soli. I - V . a Olt M A ED Sfl4t INS ! +�A Mt Q3r. 2 I Tt1 CONRI LC T t h r hI '111i1'1AtL < ;H1 t!. pips MATER IAA } , ",,1t2P i .J L cQ>'k h ) t C QZ CONHEEn l WITEZ $jL 5 i3Pt ; FT sv Tlls TREE: 71T RIO" 0 T8 rat Dos? 4Olilt *• sag sE Vct ct ,sut t HI►?ERIA MO TN* VAPOR YARRIE . 'Ms* SUS t*E, K tII A • st9A.Atii s sW O TVS ?Lett oe :Ref VIE 3h ALA CQSTRINE S or 12-151NE YLBRATIQI IN $HEAD. LsOLArO$ (ONE t*. COkNh:li) .A10 OS NE RAIL NO.TE1. 1. THt AB,SR5VIATIoN 'A.C." USED HthcEFtRTH E11 THIS QE I;RAL A1* coND17IOI00 seectrICA ?ION SHALL BE CONSTRUED TO MEAN AIR CONDI- ?IQNI$1G CONTRACt0*. 2. THE " GENERAL OND1 ?IOOS or THE CONTRACT•, Cu *P* IT EQItIO., PU1 LISHED IN STANDAR° FORM $Y THE AMERICAN INSTITUTE Of ARCHITECTS SHALL BE PARR? 011 THIS CONTRACT. 3. ALL WORE Atil) MATERIALS SHALL BE IN FULL ACCORDANCE WI OSHA AND ALL. STATE AND LOCAL CODES THAT APPLY. ALL WORE MUST ALSO COMPLY_, WITH SMACNA. 4. THE A.C. SHALL CHECK ALL EQUIPMENT FOR CORRECT VOLTAGE RATING d BEFORE INSTALLA ?ION I FCR S. THE A.C. SHALL TAKE OUT ALL PERMITS, PROCURE CER?IPICATES SNP AL MAK L 1e1G EYES ALL I CONNECNSPtc1!ONt D WS ITHANHIS D TESTS. L 4E WORX. H6 SHALL. RESPON 1 CONDITIO THE DRAWINNGS S ARE RROUN D QIA IN3 SMGRALAT 6 MATIC NOWO AND SC AL E TH INTEE NDED DR TO AWINGS5. 190W APPROXIMATE A.C. T BIDDERS SHALL VISIT THE SITE AND FAMILIAAILE THEMSELVES WITH ALL NS . T S 1? SHALL BE 6 L P VI A . H AOYANCE ORDERING OP LONG TH LEAD RESPOIS ITEMS JaI SO ITY A 11O? I T O .0 DELAY FOR OT ER TRADES RISULTL DAWN R . 9. THE A.C. NG SHALL IN ANY FURNIS ALL LAG EQUI ?, LA8Ok. MATERIALS, AID SUPEIION N?, A OMD OERLY AI 4X'- DITION S SYSTEM I AS STAL DESCR PLETE H$REIN AN AND PR P AS SHOWN OPERA?1h3 AND /OR NOTED R h ON THE DRAWINGS . 10. THE A.C. SHALL FURNISH AND INSTALL ALL MINOS ITEMS WHICH ARE WHETHER OBVIOUSLY OR AND N07 REA FIED Y N 01l ECESSA SHOWN RY TO THE COMPLET PWIia. THE INSTALLATION ON 1121• . THE A.C. SHALL BE A LICENSED CONT RACTOR. THE A.C. 1$ REFERRED TO THE ARCHI TECTURAL. STRUCTURAL AND MECIi ANICAL PLANS AND SPECIFICATIONS. SUCH PLANS AND $PECIFICAtLcNg APB CONTRACT pOCUNENTS. VERIFY ALL REQUFREMENTS PRIOR TO IN- STALLATION. 13. THE A.C. SHALL EXAMINE THESE SPECIFICATIONS AND THE WHO(l,,1� CONTRACT BY SECURING A COMPLETE SST OF DRAWINGS 0, fill WHOLE CONTRACT. 14. THE A.C. SHALL BS RESPONSIBLE FOR THE FULL COORDINA?LON OP HIS WORK WITH THAT OF THE GENERAL CONTRACTOR AND OTHER SUBCON- TRACTORS TO MUTUALLY AVOID CONFLICT. 15. THE A.C. SHALL II RESPONSIBLET FOR VERIFICATION Or CEILING CON- STRUCTION BEFORE INSTALLING DIFFUSERS. 16. REQUIRED lOR K F H GENERAL AND MECHANICAL CON ?IOI. SHOULD All CONDITIONING WORK BR INSTALLP,'s WHICH INTERFLAES WIT% INS WORN OF OTHER CONTRACTORS, SUCH WORE .:'ALL BE CEAAGED AT GO. ADDITIONAL COST TO THE OWNER. 17. THE A.C. SHALL VERIFY ALL NOTES AND DIMENSIONS PRIOR Ti) PROCEEDING WITH BID. ANY DISCRE?AICIES SHALL BE BROUGH T TO THE ATTENTION or THE ARCHITECT. 1S. THE A.C. SHALL PROVIDE SHOP DRAWINGS FOS APPROVAL PRIOR TO PURCHASE OE INSTALLATION OF ITEMS B IN$TALLED. . . IT. THE A.Cs SHALL SVaMIT REQUEST FO$ SUBS ?1 1 WR N3. 0. THE A.GSHALt. PROVIDE AS -BUILT DRAWINGS. 21. THE AIR CONDIT10N1NG INSTALLATION SHALL /JEST THE APPROVAL Or THE 23. THE A.C. SHALL TOUCH UP OR REFINISH THE FACTORY FINISH Qr E UIP ARCHITECT BEFORE ACCEPTANCE BY THE CMNtRE. . ' 22. THE' A.C. SHALL FURNISH A WRITTEN GUARANTEE COVERING A OV6 (1) YEAR PERIOD FOR ALL EQUIPMENT AND AN ADDITIONAL FOUR (4) YEAS PERIOD FQR THE COMPRESSORS. TIME TO COMMENCE WITH THE CERTIFI- CATS OF OCCUPANCY. ' SENT MARRED DURING SHIPMENT 0R INSTALLATION. HI IS RESPONSIBLE TO REPAIR T ORIGINAL. CONDITION ANY AND ALL DAMAGES TO BUILDING SURFACES. EQUIPMENT. •AND FURNISHINGS CAUSED DURING PERFORMANCE or WORK. 24. THE A.C. SHALL KEEP ALL AREAS IN WHICH WORK IS BEING PERFORMED FREE FROM DEEM AT ALL TIMES. AND SAID AREA SHALT, ail LEFT BROOK CLEAN AT THE END Or EACH WORDING DAY. 21. AT THE COMPLETION OP THE WORE, THE A.C. SHALL REMOVE ALL RUBBISH CAUSED by HIS' WORK, AND SHALL THOROUGHLY CLAN ALL Alt CON. DITIONING EQUIPMENT. 26. THE ELECTRICAL CONTRACTOR SHALL FURNISH AND INSTALL DISCONNECT SWITCHES. RCONNECTIONS S )IDQNNO SHOWN ON PLA ING MOTOR AND CO STA AID QN CONTROLS AP T 8E SUPPLIED 3Y3 ?EN A9 BY A.C. CONTRACTOR NECTED 8RC,. 1 CONTROL WIRING SHALL AND B1� PROV BY THE Y ELECTR AL CONTRACTOR 27. AU. 0 PEIBTRA ?IONS SHALL BE PROPERLY FLASHED Mb , SEALED BY THE GENER L CONTRACTOR. i:: NO CONDUITS QA PIPES ARE TO BE RUN 1$ DUCTWORK. THE ELECTRICAL CONTRACTOR IS RESPONSIBLE TO PSOVID* TYPEWRITTEN PANEL.SCHEQULES FOR ALL PANELS. THE A.C. SHAL¢ COOPDIIATE WITS THE ELECTRICAL CONTRACTOR IN ORDER THAT THE SAME NOMEscL.Ar RI II USED PROVI Od THE C PLANS. •30. AL), MATER IALS DED SHALL BE NEW OP AMERICA$ MANUFACTURE, op IS cos. P.LIC W)TH RNR;RS EABORAtR$ R OTHER RECOGNIZED TE$TI a1G AG!~NCY. UNL SP ECIFIED OTH L &WISlE O E. THE A.C. SHALL BS RESPONSIBLE FOIL ANY DAMAGE TO MECHANICAL eoutP- A NT DUE t0 REM OR INLATN OF At1Y WQRII. ,$TRUCTUM!. CUTTING AND PATCHIN SHALL 8d DONE BY THd GENERAL YRACTOR. THE A.C. SHALL ADJUS T` AND BA ICE ALL DIFFUSERS't REGISTE$S. 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