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10-451-01211' -10" A.F.F. (CONT.) 11' -10" A.F.F. (CONT. J t�N J 5T: 6" WD. PT. WALL W/ VERTICAL TOP OF T.B. TOP OF T.B. 5TUD5 Q 16' O.C. (MAX SPACING) z r ` POURED GONC. TIE BEAM W/ 12' T" z ND 4' BLOCKING m Fc� RAKED BEAM ABOVE °cc m FOOTING SCHEDULE :.... ; o • •� .�- ::: -_. ' • m • m • • • � �_� -� • • c� ..__, • � :_: • � ',, - - rim a I m o ';�- - -_ -_ � o • . � - ' © I 0 SYMGOL TYPE DE5GFRIFTION SIMPSON TRUSS TO CONCRETE TIEDOWN SCHEDULE ��'' • ` ' • a y , .1 0 0 0 S -I • 6 o O t"IAX ALLOWABLE FASTENER c, S -1 , 18 X 3f� CON(. FTC. MAx LATERAL LOADS 2007 MAN I. + y — — — .� — — -• — 1 - — — - r- TRU55 "_ I r r 5YMBOL TYPE STOCK UPLIFT _ = ; 4F- _ - - - - R VERY, IN EACH - C' W /(o "1 CONY. AND "�✓' TRUSS CONNECTION 5IMP50N CONNECTOR SCHEDULE Y F1 • - e UPLIFT GONG TRUSS/ FI F2 PAGE f ; TRANSVcf25E BARS 13 , 160% BEAM RAFTER CONC. FILLED CELL 32" F1 SEEP p�FT077� - %� �" TRUSSES A 24' CC- SEE - -. 24" O /C" RECESS SLAB EMBEDDED r ^� 'f, I `-4" CONC" SLAB 3000 PSI W/ C rI, 2X8 WD F.T. EDCsER TO BE ; ; u META 2m C9) � . 6 X 6 10 /10 W.WF. OVER 6 O "C. CTYP. ^ UN.O.) 1450" TRUSS 145<�" 1450" Im I -I/2 PG "155 APi 2 1Q 1 SHOP DUJCc'S BY TRUSS I 1 -1/2" FOq BLOCK WALL FASTENED WITH i /2" ANCHOR p :-i ; MIL THICK (MINIMUM) VAPOR MANUF, (TYPIG�L UN.O,) BOLTS STAGGERED Q 16' G.G. C *4 TRANSFER REINF O ANCHOR FL11413 pX CL :�F3 I �a MANUF. 5HO! DWG'S SHALL I`I �� � 2' REQ'D)SEE NOTE ON « JOIST HU5 2a JOIST FADE WOODY N, F.F I, BARRIER ON TOP OF WELL -- SPACING INTO CONC- FILLED E ° B 1000 IP.QQ" 1000" (4) (22) PCs "130 , - COMPACTED, TERMITE I_° aUPERSED_ IH�S DIiJC� CELLS W/ 4-1/2" Ef-TBEDMENT. I I � TI-115 PACzE. HANGER FLI0�,55 IOD Imp TREATED, CLEAN SAND FILL. NEW F.F. SHALL BE v 5AME f C TRU55 HANG�ER5 /TIE -DOWN STUD — r C501L TO BE COMPACTED F•, ELEVATION A5 E X15TMG FF. I STRAPS SHALL BE INSTALL 1 48 X 42' X 14 GONG,( O 1240 SPHC 4-6) " PLATE TIE 1240" 1240" (IOU PCs "Il3 c(1 (� � � -O, FTG" W/4 *5 EACH WAY 10DXI -1 /z b u • TO 2500 P.S.FJ (SEE 501E ' • • ACCORDING TO MANUF. SPECS. o FL1045(� U w - :I ENGINEERS REPORT.) FINISHED FLOOR I T p (VERIFY END. HI4 a z `� F2 ,�a � D 1350" WURRIG,�NE 1350" 135CD« (13) PC "Iroa � Q y- -- - I 0' -0" (1131' NGvD) �, I 4" WD. WALL W/ vERTIGA STUDS I - a' REQUIRE ENTS WITH 1 O aD (yO r- z U U ^� TIE FL1147�5 0 0 [L �K �n w Z • -0. - " 0" • • • 6W �.- G:- ZTTA�C- • STAIR MANUF) ALL TRUSSES THAT ARE CONNECTED O CONC. _ 9 G T G • ALL UPLIFT5 ARE BASED ON A STANDARD TRUSS CL 7 O (l Q U • _ AT ANp pyQ�KIN 4' FF F3 —= _—= _—==— __ —_ = —_= 24" X 14" GONG. FTC, W/3 SHALL BE TIED DOWN W/ THE STRAP' A ON THE COMPUTATION. CONTRACTOR SHALL CONFIRM ALL O Q - w - = =- - - -I_- - -- - - -- _- __ __ - -__ * SCHEDULE (THIS SHEET) U.N.D. INDIVIDUAL tRl1SS LOADS t USE THE STRAPPINCs A5 4 (v O 3 -+ Q/ 0 w [Q U .) F3 5 GONT. AND 05 O, W TRANSVERS)= BARS (LATERAL LOAD!, HAVE BFEN CONSIDERED DE5IGNATED ON PLANS, REFFRINCs TO THE CHART cp � -z • I n - Sri ° " -5' LONCs TRANSFER RlENF, • DEEP'iPRE-FAB FLOOR O W'� FOR ALL 'STRAPS) ABOVE FOR ALL ATTACHMENTS, ENGINEER SHALL BE / } ITH STANDARD ACI HO K TRUSSES! A 24' O -C. SEE 24" O /G" NOTIFIED OF ANY CHANGES PRIOR TO CONSTRUCTION. Z r U Z `� ) O w p •� 2' REQUIRED CTYPIGA�)�' 5PIRAL STAIR NDING q w O w w 0 p � � N UP 13 �a I PLATFORM 5HA! IL BE SHOP Dl�x'S BY TRUSS ` ALL WOOD t0 WOOD CONNECTIONS BY BUILDERBLLDOR w = INSTALLED INTO FLOOR I r1ANUF, (fiYPIGAL UN.O.) p q } -_ u 0 1 z-T F / y ,�. MANUF. SLOP DWn'S SHALL z U w TYPICAL BEAM SECTIONS O - i�l i i SUPEIRSR REINFORCED CONCRETE 71E BEAM SCHEDULE w cn U O • J ^ m i MANUFACTURERi5 / • a • "SPECS. „�O ,4E THISDW� COLUMN SCHEDULE z(y �O • , i CONCRETE STRENGTH =3,000 P51 � "Xb" CONG. WINDOW SILLS W/ 2 -"5 BARS � (� / SPIRAL STAIR G � _ 1/2 RECESS SLAB I) I I I ul ua U i- f(l w U (k _ STEEL REBAR STRENGTH - 60,000 P5I SHALL BE USED FOR WINDOW OPENINGS F1 BASE SHALL BE VERIFIED FUR- " PERIMETER (TYP) I; ,� - _���_- III `- -, EXISTINCz FILLED CELL BEAM BEAM BARS SHEAR REINF. n' D Q U -1 / L a REQUIRED ANCHORAGE SPECS — , Q O • III III I 1 a d TYPICAL OF - -- a'x8' T B TIES REQUIR'D COMMENTS c0 _ q 0 • -- 1�R49R�E7 FFF>kLT19N f3El►�Es — = �__- _ I *5 BAR IN EACH PcL n' z ,,, > 0 ' —a z NONE C') �ll��Owz tj c~n ` U ALI_ GELLb A r __ / ' .. ,' • POURED: ^' G Y . • -.-'0. � a• GONG, BLK. CEL -L PRECAST LINT Q r-- a H H- AS SHOUJN T- 15x12 2'5 2'S "3 AT t5" O.C. TYPICAL U.N.O. EL q �- Q i- A O //^^.**�� /7 _ FILLED W /CONC. - W u- / C2 tiJ , J3 a . •� .lit LL , , LL U.N.O. « O� W Z O lY_I - - � O - -- - " O p io (TTF [CAL UN.C.) RT -A 5X12 2'5 2"5 3 AT 8' O.C. RAKED BE �M, REFER TO DETAIL w = q ( (Y `n 0 C m • o • • o • • • • - -_ - -- N(CONT, ❑ (SEE SPAGINCx ON SLIT S -I) TSB. ENTI�� SERI ETFR SHE! L TYPICAL BEAM LAYOUT FOR q ui z (1 [1 n ^ H POURED CONC. TIE BEAM W/ 12' F- Ec T -A U.N.O. ,,, U Q O W w Q cn III ° O O r REBAR AND TIES IN 5ECTION. -1 w w W q_ -a O �a RAKED BEAM ABOVE i' ALL TIE BEAMS SHALL HAVE SIX •3 TIES AT 8 INCHES (305 MM) O,G. AT w O LLj r O w w EXISTING SLAB AND / ' I I I O 1 *S BAR IN EAC + - o 8'X8' V- 10 "A.F.F. (CONY.) 11'- 10 " GONG. BLK CELL �, GORNER5 AND AT EACH BEND AND AT 4a INCHES 0219 MM) O,C, ELSEWHERE. (Y � U (y � Z T w /FOUNDATION'SHALL\ I I THICKENED TOP OFT.d. TOP OF T.B. G1 FILLED W /GONG" ALL BEAMS HAvE BEEN C)E51GNED TO ACCOr- IODATE 2" I"1.0, (TYPICAL) REMAIN U.N.O. EDCzE W/ I "5 VERIFY M.O. REQUIREr'IENTS W/ WINDOW MANUF. PRIOR TO T.B. POUR L — J . BAR CONT, F0Ui'-Nj1DATi0iN Pi-AN F Fr"I'AMINIG P AT 8'x12' POURED CON(- COL. ' ' I 1/4 "- 1'-"0" C2 - 6 W/ (4)"E? Q 0 O. W �N'"" _ W co 10, 8'xIO' POURED CONC. COL. uj >- �' J W/ (4)*5 BARS VERT, W1 $3 TIES � 8' O.G. � J LL u- -a 00 U. � � 1 �• t -4 N' 11 -10 -21-0 A.F.F. 1V-10"-21'-O" A.F.F.�j,< P RAKED TIE BEAM MAX U = 460" R Ey:EL© t1ERIBFY �� N z FIE flER - - - - - - - - - - Oz ; � — U m O m FLAT ASHPHALT SHINGLE ROOF - {, • • 0.tj • ® p as .i 5 I �, ',1 -_�_ .� .- -----_ .. I . u.• (TO MATCH EXISTING ROOFING) LL u I0 ATOP 30" FELT TIN TAGGED < I 2 C,2 I I CI I C1 i i C2 C I < 0 BRACING NOTES TO 9/b' EXT, GRADE F'Ll "WD, }�rl �> I/2' DRYWALL TAPED 1 b � I • I I I ( • ©O SHEATHING ON TOP OF 1r y, PRE - ENGINEERED WOODS AND PAINTED- DIRECTLY 0 < S -I I I r I BRACING SHOWN DOES NOT INCLUDE TEMPOR4RIY BRACING REOU1RED FOR THE ERECTION ROOF TRUSSES * 24" O /C. 1 f� 1 APPLIED TO TRIJ55E5 ^' AND INSTALLATION OF TRU55E5 PRIOR TO THE INSTALLATION OF PERMANENT GROSS Y' ` V . MA U = 1 20* * MAX U 1220" r�+ ? BRACING AND WEB LATERAL BRACING REC.�UIREMENTS. TEMPORARY BRACINCs 15 THE 0 RE5PON5ABILITY OF THE TRUSS INSTALLER AND SHOULD REMAIN IN PLACE 45 LONG: AS }1 -, ROVIDE 2X4 BOTTOM CHORD LATERAL • NECESSARY FOR T1HE SAFE AND ACCEPTABLE INSTALLATION OF THE ROOF OR FLOOR, PRE ROOF TRUSSES • 24' O.C�SEE fit;. BRAGINCs Q TRU55 PANEL POINTS OR • , , SHOP DUAs"S BY TRUSS MANUF. (TYI AL O.G. W/ (3) I(oD NAIL'S * EACH TRU55 ( REF.: HIB " -IN SUMMARY SHEET) �} " 1 UN,O.) •MANUF" SHOP DWG'S SHALL �j PROVIDE A MIN. 2' THICK SUPERSEDE THIS DWG ID cn O I PRE -FAB RAOF TRUSSES .0 i I I CONTINUOUS STRUCTURAL 2 PERMANENT DIAGONAL BRACING A5 5HOWN ON THIS S- EFT DOES NOT INCLUDE BRAGING U 24' Q "G. eE SHOP WG'5 BY �aUBFACIA WITH ITS DEPTH REQUIRED FOR GABLE AND 5TUD5 OR BOTTOM CHORD OF GABLE END AT WALL. REFER TO STANDARD GABLE END DETAIL FOR BRACING �FC?JIREMENTS OF THE TRU55 NANUFACTRER . ICYNENE SPRAY FOAM �- � A , ,J v EQUAL TO OR ONE' SIZE PROVIDE A MIN. 2" THICK HA INSULATION (R -30 MIN) c0 U �� UN "O.) ■MAN F, SHOP DWG 5 i i� GREATER THAN TOP CHORD AS CONTINUOUS STRUCTURAL SHALL SUPE SEDE THIS DW�x " 3 ALL TOP CHORDS ARE ASSEMBLED TO BE SHEATEp, AND AND ALL BOTTOM GHORD5 BRACED y''} 6INP50N STRONG TIE HURRICANE O Z I I I Q PER FBG R4409.9,2.7 SUBFACIA WITH ITS DEPTH r+ O W I BY A RIGID CEILI G 3Y'STEN .REFER TO INDIVIDUAL TRUSb DRAWINGS FOR BRACING RE- EQUAL TO OR ONE SIZE ,n O _ �Il TIE HI4 W/ (12) apxl,2' NAILS FOR 01 m U p q, , , ,q O OWREMENT"a OF NON - !,HEATED TOP CHORDS AND UNSUPPORTED BOTTOM CHORDS. GREATER THAN TOP CHORD S TRUSS AND D -bp NAILS FOR G W I ' A AS PER Fp,G R44C9.D2.1 W/ �1 }i DOUBLE TOP PLATE (TYPICAL • cXv m Z 0 G ` �/ Il'3 I � �� 4 REFER TO "NIB -91 COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION., 1X6 FAC51A BOARD ��5. � FOR ALL TRUSSES 0 BEARING �Iz I r XI W 0- Z x AND BRACING METAL PLATE CONNECTED WOOD TRUSSES % APPENDIX G FOR RECOMMENDED }�y> WALL) Q p q q HIGH RIBBED METAL LATH E SEQUENCE OF INSTALLING BRACING CONPONENTS .O -A � Q I I Q � GAL V. ALUMINUM w lul �p LLl� i < V 7 X111 STUCCO ON TOP OF I/2' FLASHING ON I' X 2' L Z T Q7, , \ i i01 PLYWOOD APPI -IED DIRECTLY 5 THE STRUCTURAL ADEQUACY OF THE INDIVIDUAL TRUSS DESIGNS TO WITHSTAND GRAvITY DRIP STRIP TO UNDERSIDE OF TRU55 0 6AND WIND LOADING AS WELL A5 GIRDER GONNEGT!ONS ANp LOADS ARE THE r ESF'ONSIE3ILITY ¢ -1 IL ` OF THE TRU55 DESIGNER . ANCHORAGE OF THE TRU55E5 AND GIRDERS TO THE WD. WALL W/ VERTICAL STUDS O.G. W/ 16D NAILS p12" O -C, ic" O.G, (MAX SPACING) W/ p8L SUPORTINCa STRUCTURE TO WITHSTAND WIND UPLIFT IS THE RE5PON51eILITY OF THE U7 SOLE PLATE AND BLOCKING * 4' PROJECT ENGINEER OR ARCHITECT. I AFF. • I • I 6 CEILING CONNECTED W/ MTL. FURR CHANNELS - BUTT, CHORD SHALL BE CONTINUOUS I' X 4' =, 105 BAR VERT. IN EACH GONG. I I A "} ROOF JOISTS MAY CANTILEVER CONNECTED TO THE TOP OF THE BOTTOM CHORD W/ {2)- I(IJd NAILS t SPACED • 6' -0' O.C. IOB = .FrE� - - - - -- FILLED CELL • Igo' O -G. FOR LEDGER 51MP50N 'STRONG TIE 5TUp PLATE .. MAX U = X20 !OVER EXTERIOR WALLS AS 4 BOARD ATTAGWMENT W MAX U = 1220 I I I I TIE bPH4 W/ (IOU I(dDXI'i2" NAILS 7 CEILING CONNECTED TO UNDERSIDE OF TRUSSES WITHOUT MTL. FURR. CHANEES - BOTT. HIGH RIBBED METAL LATH (TYPICAL FOR ALL STUDS TOP z LIMITED BY THE ALLOWABLE CHORD BRAGING SHALL BE CONTINUOUS I' X 4' CONNECTED TO THE TOP OF THE BOTTOM t STUCCO ON TOP OF 1/2' z 4t -4 .. ..� 2X8 WD. P.T. LEDGER TO BE FASTENED WITH ANp BOTTOM) O I I I 0 I I * • I STRESS, BUT THE LENGTH OF CHORD W /C2J -I�Od NAILS t SPACED • Cam' -(d' C.C. PLYWOOD APPLIED W �"r"' � U I/2" ANCHOR BOLTS STAGGERED • 16' G.G. •? I © m SUCH CANTILEVER SHALL NOT DIRECTLY TO UNDERSIDE 2 C2 i CI I T_� CI C2 C' I n THE BRAGING SHOWN ACTS AS A RIGID CEILING OF TRUSS + 6' O.C. W/ 16p SPACING INTO CON(. FILLED CELL W/ 4 -I/2' 3/4' FIN. PLYWOOD OVER 3/A" TAG u EXCEED HALF THE LE�IC�TI -4 OF NAILS •12' Q.C. EMBEDMENT" TRU55 HANGERS /TIE -DOWN PLYWOOD GLUEE) AND NAILED " - , LL O THE PORTION OF THE JCIST x STRAPS SHALL BE INST.',LLEi3 AGGORDINCs < d �, • _' I • 1 -- • • • I o O rL IN51DE THE BUILDING 45 PER To MANUF. SPECS. ° 00 4 F . - -- FBC 84409 6J I DENOTES LOCATION OF :X BRAGING 2ND F.F. ` - - MAX U 460" - " `- THE BRACING FOR THE ROOF SYSTEM IS DE5!GNED FOR BOTH POSITIVE AND NEGATIVE PRESSURE MIN" a'XI2" Golvc, t.B. W/ 4"5 V -10" - 21' -0" A.F.F. 1� 1' -1Q' 21 -0 A.F. BARS GoNT. RE NGIN R o REFER TO STRUCTURAL FL O T S • 24' C Zz RAKED TIE BEAM AO RAKED TIE BEAM THE ACTUAL ROOF AND CEILINrl DEAD LOAD5 MAY 5E USED TO RESIST FOR SIZE t STEEL, f ii (FIELD VERIFY) (FIELD VERIFY) UPLIFT LOADS, BUT THE MAXIMUM CoMBINFr? DEAD LOAD USED TO RESIST 2' j4 FF -- - - - - -_ UPLIFT LOADS SHALL NOT EXCEED 10 POUN'J5 PER SQUARE FOOT (4"19 PA). GLG" HGT. R�ROOFA 1/2" DRYWALL TAPED j O [� FRAMING P L /� � 1'X2' P.T WD FIRESTdP AND IED T TRUE E S `„/ / E , `W V PRECAST LINTEL, BEYOND, a' O.G. MAX. APPLIED TO TRUSSES 1/4"=V-0" AT WINDOWS l SPH6 I�," DEEP PRE -FAB FLOOR 7FIUSSES • 24' � O.C. SEE SHOP DWG 5 BY TRUSS MANUF. TIE H14 N STRONG TIE HURRICANE ; FOUNDATION NOTES (TYPICAL UN,OJ • MAtlUF• SHOP DWG'S TIE HI4 W/ (12) apX1i2' NAILS FOR 1 SHALL SUPERSEDE :'1!S DWG TRUSS AND 13 -8D NAILS FOR 14111111111w wow ALL BUILDINGS SHALL HAVE PRE- CONSTRUCTION TREATMENT PROTECTION AGAINST (I)*ra BAR �aHALL BE INSERTED IN BLOCK CELL AND FILLED i DOUBLE TOP PLATE (TYPICAL = cage I /Z' DRYWALL ON TOP OF I X 2 P -T. FURRING * 24" O/C FOR ALL TRU55ES * BEARING SUBTERRANEAN TERMITE5, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE BUILDING SOLID W/ CONCRETE ON EACH SIDE OF OPENING AND SHALL 1. THE ALLOWABLE BEARING CAPACITY FOR WHICH S. COLUMN REINFORCING DESCENDING INTO WALL) CITY OF SOUJ'�. stlllAMf � REINFORCED MASONRY: PROVIDE R -5 INSULATION DEPARTMENT BY THE L15CENGED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING =XTEND INTO FOOTINGS AND INTO TIE BEAMS. ALL SUCH THIS STRUCTURE 15 DESIGNED TO REST IS 2500 PSF, ISOLATED F=OOTINGS TO BE NOT LESS THAN 46 BAR a' GONG. BLK- W/ I 'S IN BLOCK •ALL EXT. W4LL5 i3ul�.r�IrtilG � STATEMENT: 'THE BUILDING HA5 RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF BARS SHALL BE CONTINUOUS FROM FOOTING TO TIE BEAM. THE SURFACE SOIL CONDITIONS TO BE VERIFIED AT , DIAMETERS ABv, AND BELOW THE JOINT (IF NOT IN CELL FILLED SOLID W/ 6' WD, PT, WALL W/ VERTICAL + �' SUBTERRANEAN TERMITES. TREATMENT f5 IN ACCORDANCE WITH THE RULES AND LAWS BUILDING 61TE BY AN APPROVED 501L5 ENGINEER j`u�,/ ENOUGH SPACE GONG. * CORNERS AND • ESTABLISHED BY THE FLORIDA DEPARTMENT OF ACzRIGULTURAL AND CONSUMER SERvIGEa." --I -IUM SLUMP REQUIREMENT FOR / \ STUDS * 16' O.G. (MAX SPACING) 32' ' O/C MAX. AND EA � "5 BAR VERT. IN STRUCTVRAL SE ;� RUfv 1` AND 4' BLOCKING � 1 GROUT SHALL BE 9 INCHES tl INCH AS „r� SIDE OF ALL OPENINGS, EACH CONC, FILLED PRIOR TO THE INSTALLATION OF ANY FOOTING FOUNDATION SYSTEM FOR NEW BUILDINGS, j�ER R440�,5./ •53 2. ALL CONCRETE SHALL MEET 3,000 P51 °AT 28 �L � X 9. SPLICES IN REINFORCING BARS TO BE W/ "b LADDER TYPE CELL • 32" O.G. STRUCTURES, OR ADDITIONS, THE BUILDING OFFICIAL SHALL BE PROVIDED WITH A STATEMENT OF DAYS. THE MAXIMUM SLUMP SHALL BE 5' (t 1 ") CONTINUOUS AND NOT LESS THAN 46 BAR DURAWALL JOINT REINF. CTYP. • U,N.Od ALL BEARING WALL LUMBER ALLOWABLE BEARING CAPCITY FROM AN ARCHITECT OR ENGINEER (2001 FBC, RESIDENTIAL REINFORCED UNIT MASONRY HA5 BEEN DIAMETERS, AT CORNERS ANp /OR CHANGES IN THE EVERY COARSE, SHALL BE GRADE 2 (F'b =1350ps1) g4"PROVEDBY:��.,.... SECTION R4404,2 -2) DE5IGNED IN ACCORDANCE WITH ACI DIRECTION IT SHALL BE 48 BAR DIAMETERS (TYPICAL) APPLIED WD BASE { 530- 95 /ASGE 5 -95. 3. REINFORCING STEEL :WIRE WELDED FABRIC 501E REPORT ALLOWS 2500 PSF BEARING PRESSURE, AND ONLY AFTER THE SOIL IMPROVEMENT ASTM A 185, REINFORCING BARS 457M 4615, HORIZONTAL JOINT 4' GONG. SLAB 2500 PSI CONCRETE AND CONCRETE TIE WIRE 45TM A82 10, INITIAL TRUSS ENGINEERING MUST BE SUBMITTED i INFOR�CEMENTSEE W/ I X 6 I(< ( W,W,F, OVER ME45URES, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER'S REPORT DESCRIBES, HAVE BEEN 6 MIL THICK (MINIMUM) �'•n -+ CARRIED OUT. CONSTRUCTION SHALL BE IN TO ENGINEER OF RECORD FOR APPROVAL PRIOR VAPOR 5ARRIER ON TOP OF SIMPSON STRONG TIE STllp PLATE ACCORDANCE W/ ACI 301 SLABS (EXTERIOR) 1 1/2' TO POURING ANY SLAB OR FOOTINGS. 1/2' STUCCO ON WELL COMPACTED, TERMITE 5 E 'X8'XI(o' GONC, TREATED, CLEAN SAND FILL, TIE SPH(a W/ (10) IODXIi2" NAILS CONCRETE SLAB ON GRADE SHALL BE WELDED WIRE MESH, PER SPECIFICATIONS LISTED, IN MINIMUM CLEAR SLABS (INTERIOR) 3/4' BLOCK (SOIL TO BE COMPACTED To (TYPICAL FOR ALL 57up5 TOP THE MINIMUM LENGTH OF LAP FOR its 2600 P,tF,) (SEE SOIL AND BOTTOM) COMPLIANCE WITH ACI -318 PROVI810N5. DEFORMED 5AIR5 IN GROUT, IN7 E A 11ON COVERAGE BEA^15 AND COLUMNS 11/2' ENGINEERS REPORT) 11. GENTERLINE5 OF FOOTINGS SHALL COINCIDE WITH u i AFTER BREAKING GROUND, A SIGNED AND SEALED LETTER WILL BE PROVIDED TO THE BUILDINGz CENTERLINES OF COLUMNS UNLESS OTHERWISE OR COMP'RE55!ON,SHALL BE B 2X6 P,T. SOLE PLATE ATTACHED OFFICIAL TO VERIFY BEARING CONDITIONS ARE AS ASSUMED. DIAMETERS, BUT NOT LESS THAN 12 OF STEEL FORMED CONCRETE BELOW GRADE 2 NOTED ON PLANS OR SECTIONS. "5 TRANSFER BARS *12' O /G. TO SLAB U51NG �" WEDGE BOLTb INCHE5. (A5 PER 84401.5.6.1) UNIFORMED CONCRETE BELOW GRADE 3' p W/ �' EMBEDMENT (MIN) • Ib' O,C, THE GARAGES SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC, AREA BY NOT LE55 W/ OVERSIZED WASHER (3" 50 THAN I/2" GYPSUM BOARD APPLIED TO THE CsARAGE SIDE. GARAGE5 BENEATH HABITABLE ALL BAR SPLICES SHALL BE 30 BAR DIAMETERS. 12. CONTRACTOR TO VERIFY ALL MASONRY 0' -0' (11.31' NGVD) MIN) ROOMS SHALL BE SEPARATED FRAM ALL HABITABLE ROOMS ABOVE BY NOT I.-ES THAN 5/S' TYPE OPENINGS W/ WINDOW < DOOR MANUFACTURER'S -- -- - --- - �'-' HU ti CUUIVALENT. WHERE THE SEPARTION 15 AFLOOR- CEILING ASSEMBLY, THE SPECIFICATION5 PRIOR TO LOCATING FILLED CELLS. FLOOR _ 1= x111 X GYP5UM BOARD ORE y y % y y; i / /, // /. , a a STRUCTURE SUPPORTING THE SEPARTAION SHALL ALSO BE PROTECTED BY NOT LE55 THAN 1/2' NOTE: 4. CLEAN OUT OPENINGS SHALL BE PROVIDED AT i, ! y ' 13" TIE BEAM SCHEDULE DEPTHS ARE MINI1" IUI"1 AND BOO O`/ % % \�/ -/O O` i `. ^ `\ --- �� W.N.F. GYPSUI`1 BOARD OR EQUfVALENT. CONTRACTOR 4HALL I =IELD VERIFY LOCATION THE BOTTOM OF ALL CELLS, CONTAINING � • � � � ; `,\ `, \ ! f�• ;�,, , ,• OF EXISTING FILLED CELLS/ CONC. COLUMNS PRIOR REINFORCEMENT AND ANY OVERHANGING MORTAR MAY BE INCREASED 8' MAXIMUM TO FIT BLOCK MASONRY UNITS SHALL BE PRE5ERvATIvE A ALL WOOD IN DIRECT CONTACT WITH CONCRETE AND /OR TO INSTALLATION OF NEW OPENINGS. (1)"5 BAR SHALL W LL. \ \�% \ \ `. y ` . a, \\ y� ,, \�\ \ ,,`,� ;",j \ \ y G' :iE - - TREATED. BE INSERTED IN EXIT'G BLOCK CELL AND FILLED OF OBSTRUCTION SHALL 3E REMOVED FROM THE \ y y y \ ; O j 'FOOTING SCHEDULE FOR FOUNDATION' N D- � \\ i i ^�\\ y i', %;O\O 2 I� IO \ p LE R t SOLID W/ GONG ON EACH 5!DE OF NEW O 'EKING SIDES OF SUCH CELL WALLS, AND SHALL BE / .;x; y / « F 14_ CONTRACTOR TO VERIFY ARCHITECT HAS O� y i /,, ,';; /yy y THE 5 BAR SHALL BE DRILL�D SOLIDLY FILLED WITH CONCRETE IN LIFTS �/ �, /y ,,,' , y ' %; y ,\ // i �/ Oi 1 �G LE CONCRETE MASONRY UNITS SHALL CONFORM TO THE FOLLOWING STANDARDS: T ti COMPLIED WITH LAYOUT 4 5F'ACING OF FILLED ` y l �� NOTED INTO E'.XIST'G SLAB W/ 1" EMBEDMENT AND NOT �XCEEDING 4 FEET IN HEIGHT. / -' < \ // ` y \ O ASTM C 55 FOR CONCRETE BRICKt ASTM C 13 FOR CALCIUM SILICATE FACE G 5 AN COLUMNS A5 PER NGIN ERING \ t \ \\' \' O ` \ `'.'•O`' ` \ I BRICKS ASTM C 90 FOR LOAD - BEARING CONCRETE t-1A50NRY UNITS OR ASTM SHALL BE EXTENED 3 -1/2' INTO EXIST'G BM" ASV. ELL D R E E ,NOTE: ALL STEEL LAPS ARE O �5 X BAR' AND CORNER'S � A �y ��..- - - - - -- � � >� ?^O C 144 FOR PREFACED GONGRETE AND CALCIUM SILICATE MASONRY UNITS. 1 5. ALL WATER CLOSETS, SHOWER HEADS, LAvS 4ND %�/ BARS ARE 6 x BAR + y 'V�•���/ UNDER RATIONAL ANALYSIS. r / �,'��0 O'/ I(l�- ©071 SINKS TO COMPLY WITH TABLE 46 -R2 OF FBC 20)01. IS_ FOUNDATION DE R L L <' ' , ��' x'; ;� �yj y y ,° ;�'; BY RATIONAL ANALYSIS, MONOLITHIC FOOTINGS SHALL HAVE 'WHERE ALL NEW WINDOWS OCCUR, FILL /O - - UNLE55 OTHERWISE DETERMINED \� i / �'y i - O �y � / �` <j' Oi�i � / w "� 51IFFT OF THE FOUNDATION. SAID REIFORGEMENT DELL ON EACH SIDE SOLID W/ GONG. y �. // ,�,A ��` "� �. !� y �`. j' �,�� TRANSFER REINFORCEMENT ALONG THE PERIMETER , TO MEET PRODUCT APPROVAL ON NEW /� � �� : r �� V` O �: A.''.A ` <• , AOO SHALL BE NO LESS THAN 04 REINFORGINCs STEEL BARS SPACED NO GREATER THAN 12 INCHES ON 6. WATER SERVICE SHALL COMPLY WITH F.B.G. 16. UNIT MASONRY DONE: UNDER RATIONAL S5 THAN 5 FEET IN LENGHT PLUS A STANDARD AGI HOOK AND SHALL \ \ \ A��� h \ ��\ r CENTER AND SHALL BE NO LE E 2007 TABLE 46 -Q ANALYSIS, FOUNDATION UNDER RATIONAL O THE SLAB SECTION COMMENGINCs At A POINT NO LESS THAN 3 515, TRANSFER 5,4R5 NOT FG2U1 (UNO) / V ' % \1: / °* �> /'�.`'• j.y�% % %; ` > %,�` r' y 'y` .` / /;�,�,` >� �' `��O C. 1 BE PLACED t0 TRANSFER INTO ANAL.1 R R R RED G FORM, AS PER FBG 84404,5,1,13, (SEE FOUNDATION SCHEDULE FOR 51ZE INCHES FROM THE EDGE RM O // r - 1. SLAB SHALL NOT B_ LOADED UNTIL 12 HOURS !, AND SPACING OF REINFORCEMENT) AFTER TYPICAL WALL DETAIL S- I -- - 1/2" = 1' -0" w HFf -T