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18-2627GENERAL NOTES 01. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS WHICH WILL EFFECT THE INSTALLATION Of ALL NEW WORK. IF DISCREPANCIES ARE DISCOVERED, DESIGNER MUST BE NOTIFIED BEFORE PROCEDING WITH ANY MODIFICATION 10 THE APPROVED DOCUMENTS. 02. ALL CONSTRUCTION SHALL COMPLY WITH ALL STATE, COUNTY, AND LOCAL CODES AND APPLICABLE AMENDMENTS ( LATEST EDITION ). 03. THE CONiRACTOR IS RESPONSIBLE FOR THE ADEQUATE BRACING Of ALL STRUCTURAL AND NONSTRUCTURAL COMPONENTS DURING CONSTRUCTION. 04. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER WHAT DRAWINGS MAY SCALE OR If WRITTEN DIMENSIONS DO NOT EXIST, WHICH ARE NECESSARY FOR CONSTRUCTION, THE CONTRACTOR MUST CONTACT THE DESIGNER TO OBTAIN SAME. 05. IMFORMATION FOR THE BASIC LAYOUT Of THIS DRAWING WAS BASED ON EXISTING OR FIELD DIMENSIONS ( f. D. ). CONTRACTOR MUST VERIFY IN FIELD ( V. I. F.) ACTUAL CONDITIONS AS DISCOVERED AND OBSERVED AND NOTIFY DESIGNER Of ANY DISCREPANCIES. 06. THE CONTRACTOR / OWNER ( IF OWNER BUILDER ), IS SOLELY RESPONSIBLE; FOR THE MEANS AND METHODS Of CONSTRUCTION, AND THE SAFETY OF CONSTRUCTION WORKERS. 01. ALL WORK SHALL BE PREFORMED BY CONTRACTORS POSSESSING VALID CERTIFICATES Of COMPETENCY AND OCCUPATIONAL LISCENSES, RECOGNIZED AND ACCEPTED BY THE LOCAL GOVERNMENT HAVING JURISDICTION, OR BY OWNER. 08. TO THE BEST Of MY KNOWLEDGE, THE PLANS AND SPECIFICATIONS SUBMITTED HEREWITH COMPLY WITH ALL EXISTING INTERPREATIONS AND PROVISIONS Of THE APPLICABLE BUILDING CODES AT THE TIME Of THE PLANS PREPARATION. NO WARRANTY EITHER EXPRESSED OR IMPLIED IS HEREWITH GIVEN. 09. CONTRACTOR / OWNER SHALL VERIFY ALL DIMENSIONS RELATED TO ANY PART Of CONSTRUCTION PRIOR TO BEGINING WORK OR ORDERING FABRICATED MATERIALS REQUIRED FOR CONSTRUCTION. 10, ENGINEER' S SEAL IS FOR APPROVAL Of STRUCTURAL DESIGN ONLY. FEN -e "L ,00 00 0 FENCE OUT I.O '1 m � cv Q... AFPLICABLE CODES: O - FLORIDA BUILDING CODE 2011 6th EDITION O O -FLORIDA BUILDING CODE � EXISTING 2011 6th EDITION - FLORIDA 51UILDING CODE O PLUMBING 2011 6th EDITION FENCE ON LINE OCCUPANCY: R3 LEVEL 3 ALTERATION SQUARE FOOT,4GE CALCULATIONS: Permit ISO. / r EXISTING let FLOOR AC 2108 SQ FT PROPOSED CABANA 85.5 SQ FT REVIEWED BY DATE PROPOSED NOT TUB RM 104 50 FT TOTAL let FLOOR AC 2291.5 SQ FT EXISTING 2nd FLOOR AC 391 SQ FT PROPOSED 2nd FLOOR AC 335.5 SQ FT (2 TOTAL 2nd FLOOR AC Forester Forester 126.5 SQ FT TOTAL AC 3024 SQ FT EXISTING GARAGE Public ,ire 550 SQ FT EXISTING FRONT PORCH 115 SQ FT TOTAL UNDER ROOF L4; H 3689 SQ FT G ANAL 0 0 COVERED OOD DECK - EXISTING F! 0 TIKI NUT it ------------ 20' ASPHALT ROADWAY 501 RIGHT -0 tWAY LEGAL DESCRIPTION: (PARCEL 1) THE COPANS ROAD REAL PROPERTY LOCATED AT 1950 W COPANS ROAD, POMPANO BEACH, FLORIDA 33066: A PARCEL OF LAND IN THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF SECTION 27- TOWNSHIP 48 SOUTH, RANGE 42 EAST, BROWARD COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4); THENCE RUN DUE SOUTH (ON AN ASSUMED BEARING 40.00 FEET ALONG THE EAST LINE OF SAID NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) TO AN INTERSECTION WITH THE SOUTH RIGHT-OF-WAY LINE OF N.W. 24th STREET (COPANS ROAD), AS NOW LOCATED AND CONSTRUCTED, AND THE POINT OF BEGINNING; THENCE CONTINUE DUE SOUTH304.39 FEET ALONG SAID EAST LINE OF NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4); THENCE RUN SOUTH 88 DEGREES 36'15" WEST, 169.77 FEET; THENCE RUN NORTH 00 DEGREES 00'33" WEST, 308.28 FEET TO AN INTERSECTION WITH SAIF) SOUTH RIGHT-OF-WAY LINE; THENCE RUN NORTH 89 DEGREES 54'58" EAST, 169.77 FEET ALONG SAID SOUTH RIGHT-OF-WAY LINE TO THE POINT OF BEGINNING. (PARCEL 2) THE WAREHOUSE REAL PROPERTY: COMMENCING AT THE NORTHEAST CORNER OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) ;THENCE RUN DUE SOUTH (ON AN ASSUMED BEARING 40.00 FEET ALONG THE EAST LINE OF SAID NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) TO AN INTERSECTION WITH THE SOUTH RIGHT-OF-WAY LINE OF N.W. 24th STREET (COPANS ROAD), AS NOW LOCATED AND CONSTRUCTED 12-31-75 TO A POINT; THENCE CONTINUE DUE SOUTH 304.39 FEET ALONG THE EAST LINE OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) TO THE POINT OF BEGINNING; THENCE RUN DUE SOUTH ALONG THE EAST LINE OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) 322.89 FEET TO THE SOUTH LINE OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4); THENCE WESTERLY ALONG THE SOUTH LINE OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) OF THE NORTHWEST ONE-QUARTER (NW 1/4) 218.71 FEET; THENCE NORTHERLY AT AN ANGLE OF 89 DEGREES 50'04" TO A POINT 322.89 FEET; THENCE AT AN ANGLE N 91 DEGREES 23'45" EASTERLY AT A DISTANCE OF 218.71 FEET TO THE PINT OF BEGINNING. FLOOD ZONE: AH - 12055 - 0120 - F BASE ELEVATION: 14 FINISHED FLOOR ELEVATION: 13.53' SiTE FLAN 1 /a l lSc. T 0.8' FENCE OUT 0.21 EXiSTiNG 1st FLOOR /:AFH 1O PLAN 1/411 Sc. 12- 0 Permit ISO. / r Address: REVIEWED BY DATE Structural Electrical -� Plumbing Mech�nical Engln� (2 Forester Forester Fire Police Public ,ire 1-U OtheF o k i _l. L4; H aL iNVOLABDON THIS PERMIT SHALL CCN Req WITH W8F 60YNTON BEACH BUILDING CODES. 0D z VIA Q amw , 12- 0 1-U m z aL Qo p 0D z VIA Q , A 0Q w zLLmt�� NQ z o Uj } L~,;.., v c Q 4 1p F— � ® Q Q ul z O O LU Q U� A i F-uz©W m Z Z O ll— DRAWN BY SUF CHECKED BY DATE 2-12-18` SCALE "�S"iVOifD JOB NO. 17517.12 SHEET 04 I OF SHEETS GENERAL NOTES 01. THE CONTRACTOR SNAIL VERIFY ALL EXISTING CONDITIONS WHICH WILL EFFECT THE INSTALLATION Of ALL NEW WORK. If DISCREPANCIES ARE DISCOVERED, DESIGNER MUST BE NOTIFIED BEFORE PROCEDING WITH ANY MODIFICATION TO THE APPROVED DOCUMENTS. 02. ALL CONSTRUCTION SHALL COMPLY WITH ALL STATE, COUNTY, AND LOCAL CODES AND APPLICABLE AMENDMENTS ( LATEST EDITION ). 03. THE CONTRACTOR IS RESPONSIBLE FOR THE ADEQUATE BRACING Of ALL STRUCTURAL AND NONSTRUCTURAL COMPONENTS DURING CONSTRUCTION. 04. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER WHAT DRAWINGS MAY SCALE OR IF WRITTEN DIMENSIONS DO NOT EXIST, WHICH ARE NECESSARY FOR CONSTRUCTION, THE CONTRACTOR MUST CONTACT THE DESIGNER TO OBTAIN SAME. 05. IMFORMATION FOR THE BASIC LAYOUT Of THIS DRAWING WAS BASED ON EXISTING OR FIELD DIMENSIONS ( F. D. ). CONTRACTOR MUST VERIFY IN FIELD ( V. I. F.) ACTUAL CONDITIONS AS DISCOVERED AND OBSERVED AND NOTIFY DESIGNER OF ANY DISCREPANCIES. 06. THE CONTRACTOR / OWNER ( If OWNER BUILDER ), IS SOLELY RESPONSIBLE; FOR THE MEANS AND METHODS Of CONSTRUCTION, AND THE SAFETY Of CONSTRUCTION WORKERS. 07. ALL WORK SHALL BE PREFORMED BY CONTRACTORS POSSESSING VALID CERTIFICATES Of COMPETENCY AND OCCUPATIONAL LISCENSES, RECOGNIZED AND ACCEPTED BY THE LOCAL GOVERNMENT HAVING )URISDICTION, OR BY OWNER. 08. TO THE BEST Of MY KNOWLEDGE, THE PLANS AND SPECIFICATIONS SUBMITTED HEREWITH COMPLY WITH ALL EXISTING INTERPREATIONS AND PROVISIONS Of THE APPLICABLE BUILDING CODES AT THE TIME Of THE PLANS PREPARATION. NO WARRANTY EITHER EXPRESSED OR IMPLIED IS HEREWITH GIVEN. 09. CONTRACTOR / OWNER SHALL VERIFY ALL DIMENSIONS RELATED TO ANY PART Of CONSTRUCTION PRIOR TO BEGINING WORK OR ORDERING FABRICATED MATERIALS REQUIRED FOR CONSTRUCTION. 10. ENGINEER' S SEAL IS FOR APPROVAL Of STRUCTURAL DESIGN ONLY. FEN xL 00 00 O0 PENCE OUT 1.0' APPLICA5LE CODES: - FLORIDA 5UILDING CODE 2011 (oth EDITION - FLORIDA 5UILDING CODE EXISTING 2011 (oth EDITION - FLORIDA 5UILDING CODE 1=LUl"i81NCz )01-1 nth EDITION FENCE ON LINE OCCUPANCY: R3 LEVEL 3 ALTERATION SQUARE FOOTAGE CALCULATIONS: BY EXISTING let FLOOR AG 2108 50 FT 5 -21 -IS PROPOSED CABANA 85.5 SQ FT PROPOSED HOT TUB RM 104 50 FT TOTAL let FLOOR AC 2291.5 SQ FT EXISTING 2nd FLOOR AC 391 SQ FT PROPOSED 2nd FLOOR AC 335.5 50 FT TOTAL 2nd FLOOR AC 126.5 50 FT TOTAL AC 3024 SQ FT EXISTING GARAGE 550 SQ FT EXISTING FRONT PORCH 115 SQ FT TOTAL UNDER ROOF 3689 SQ FT LEGAL DESCRIPTION: LOT 24, BOYNTON ISLES, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 25 PAGE 34, OF THE PUBLIC RECORDS OF PALM BEACH COUNTY, FLORIDA GANAL SITE PLAN 1/0" Sc, FENCE OUT 0.21 EXISTING lot FLOOR / DEMO PLAN 1/4" Sc. 4 T REVISIONS BY DATE 5 -21 -IS U z N U� Q z z z Qo 0 OD owe Q , A LLQ C v > wQ�� '�� .-M r Q z 73 Ql Lu 113L 0 Q z OQ v Z� LU Z Q� m 0 �O Q z O 11— OUl� O lu 2 3:-j U Q ui ) v M lu O z OL Z 3 "t o OL (p M DRAWN BY SDP CHECKED BY DATE 2-12-18 SCALE AS NOTED JOB N0. 17517.12 SHEET A 1 4,0 OF SHEETS CI, N m I N (V N N 1 cQ MIRROR C4 ol all PROPOSED CABANA BAT / STORAGE m A R OM m 0HOT TUB MASONRY OPENING NOTE, VERIFY ALL EXTERIOR DOOR t WINDOW ROUGH OPENINGS WITH WINDOW MFG PRIOR TO BEGINNING CONSTRUCTION GLAZING NOTE: ALL GLAZED OPENINGS SHALL BE EITHER IMPACT RESISTANT GLASS OR SHALL HAVE APPROVED SHUTTERS ANCHORED PER MFG SPECS EX15TING MASTER BEDROOM I I I I 1 I GLASS u MASTER GLASS_ BATHROOM c� w EXISTING BATH 2 EXISTING BEDROOM 2 PROPOSED 1st FLOOR PLAN CEMENT TILE ROOF 12 MATCH (MATCH EXISTIN(3) ..I VERIFYCx VERIFY z z MIRROR C4 ol all PROPOSED CABANA BAT / STORAGE m A R OM m 0HOT TUB MASONRY OPENING NOTE, VERIFY ALL EXTERIOR DOOR t WINDOW ROUGH OPENINGS WITH WINDOW MFG PRIOR TO BEGINNING CONSTRUCTION GLAZING NOTE: ALL GLAZED OPENINGS SHALL BE EITHER IMPACT RESISTANT GLASS OR SHALL HAVE APPROVED SHUTTERS ANCHORED PER MFG SPECS EX15TING MASTER BEDROOM I I I I 1 I GLASS u MASTER GLASS_ BATHROOM c� w EXISTING BATH 2 EXISTING BEDROOM 2 PROPOSED 1st FLOOR PLAN CEMENT TILE ROOF 12 MATCH (MATCH EXISTIN(3) EXISTIN VERIFYCx VERIFY ELEV. T. O. BEAM (+/-) 4-2" (MATCH EXIST) EXISTING FAMILY RO: W'I'C' EXISTING FOYER EXISTING STUCCO (FINISH TO ' MATCH EXISTING) - - - - ELEV. FIN FLOOR ' +/-O'-O" (MATCH EXIST) PROP ADDITION PROPOSED FRONT E-LEVATION 1/4" Sc. PROPOSED ROOF PLAN 1141' Sc. III CEMENT TILE ROOF (MATCH EXIST) ON 900 FELTS HOT MOPPED ON LAPPED 30# FELTS TIN TAGGED ON 5/81' EXT, GRADE G.D.X. PLYWOOD SHEATHING ON PRE -ENG., PRE-MFGR, WOOD TRUSSES AT 2411 O. C, APPROVED ANCHOR AT EACH TRUSS —k ELEV. T.O. TIE BEAM f(+/-) +81-2" (MATCH EXISTING) GALV. MTL, DRIP EDGE ON PT 1x2 ON PT 2x8 FASCIA (MATCH EXISTING) 5/8" TWO COAT STUCCO ON GALV MTL H( RIB LATH 0 IME 21-0" I 111x22 1/2" ALUM SCREEN VENTS AT MAX 8' OC 5/8" TWO COAT STUCCO (FIN i TO MATCH EXISTING) II i I I ( ELEV. T,O. SLAB; +/- 0'-0" MATCH EXISTING 1-1/2" BLOCK RECESS POURED CONC. GRADE BEAM (SEE STRUCTURAL DRAWINGS) � I � I I PROPOSED ADDITION PROPOSED REAR ELEVATION 1/411 Sc, 51 12 VERIFY MATCH EXIST R-30 BATT INSUL. 5/8" GYP BD CLG POURED CONC, TIE BEAM (SEE STRUCTURAL DRAWINGS) 1/2" GYP BD ON PT 1x2 FURRING STRIPS UJ/ 4.2 INSULATION POURED CONC SLAB 4 GRADE BEAM (SEE STRUCTURAL DRAWINGS) PILINGS PER STRUCTURAL DRAWINGS TYPICAL 011E STORY WALL SECTION 3/4" Sc. U z z N 1�U m z QO O ON z Q Q 00 u Q (Y- LL U I.0 jtj Lu LIJ o U z1 1- AC � f --_p Q ul z 06zz t� U Lu >u �N�FuOffff Q n U UJ D uj �/ m � D z O DRAWN BY BDF CHECKED BY DATE 2-12-18 SCALE AS NOTED JOB N0. 17517.12 SHEET A2.0 OF SHEETS PROPOSED ADDITION PROP06ED LEFT SIDE ELEVATION 1/4" Sc, N r O m 0 m PROPOSED let FLOOR ELECTRICAL PLAN \ \ EXISTING t FAMILY � ROOM i t t 1 , I I 1 --I I t t I 1 1 J t / / / 1 EXISTING rr FOYER r t f I t 114 It Sc. 1 nAn AMP @240 VOLTS A/A; LUAU 17600 A/C @ 65% 11440 TOTAL 50666.8 211.11167 ELECTRICAL. GENERAL LIGHTING S' !M13OL 4 INCH RECESSED 1 r ADDITION z ATER HEATERSMALL f luorescent f ixturs 1 zz fan • - 111 i 1/ �i - -• ■ i i ■ • 11 ■o■■o®�■® ®�®���■ switch 5 $ wa 1 I mount 1 1 1 • - •WER DOCK i • 1 �= / •GARAGE DOOR KITCHEN LIGHTS ■ia� --�ommimmo� DEMAND HEATERS 0� � ! ■d �. ' • - + i ■ LL _ ATTIC LIGHT ®��®ice■■� o !� ' U r- ,=@!POOL PUMP W a i '• • :li zo M ®���i®�■ice A LL 'z U.C. REFRIG o �� �� ■�■®ice■■� ao AM UNIT �� zap 3 aoa� 0- EXTERIOR LIGHTS 0���$LLI U U LAUNDRY OUTLET �® IIIIIIIIIIIIIIIIIIIIIII■ -- - PUMPjr ■ :!!■� iu� z ov :GARAGE DOORS 1111111MIIIIIIA/C • • .. •' SERVICE OUTLET � / . =� 1 • - BATH ®��]®i��3i1■®OUTSIDE mmm�lm■■_ m 0 0 w GFI LIGHTS �ommim�m� BALANCE @ 40% ��� OWN m 111 ��. � ■ 111■ /ii �.' ' ■ 11#■ !#i AMP @240 VOLTS A/A; LUAU 17600 A/C @ 65% 11440 TOTAL 50666.8 211.11167 ELECTRICAL. COUNT S' !M13OL 4 INCH RECESSED 1 r 42CIR z ATER HEATERSMALL f luorescent f ixturs 1 zz fan 2 1 outlet I 1 6 1 N I ■o■■o®�■® ®�®���■ switch 5 $ wa 1 I mount 1 1 1 • - •WER DOCK PANEL #1 FED W/ 3/#3/0 CU 200 AMP MAIN A R A%At 1^ )J 1l C1 Ji M11- PANEL #2 FED W/ 3/#3/0 CU 200 AMP MAIN ATA/(- Mete Ji u blip A{A11", 14.55 13.65 200 AMP' �■mmi®�m■ MAIN 22KAIC 42CI.R I 42CIR z ATER HEATERSMALL � zz REFRIDGERATOR N APPLIANCE ■o■■o®�■® ®�®���■ ® • - •WER DOCK i • 1 �= / •GARAGE DOOR KITCHEN LIGHTS ■ia� --�ommimmo� �rii�3�■� 0� � ! ■d OU�1'nQ/ `ER HEATER 1 CA1 LL _ ATTIC LIGHT ®��®ice■■� o !� ' U r- WATER HEATER 2 z W a ty zo M ®���i®�■ice A LL 'z o �� �� ■�■®ice■■� ao W �� zap 3 aoa� 0- EXTERIOR LIGHTS 0���$LLI U U LAUNDRY OUTLET �® - DISPOSAL ®��®ice®■■C■ iu� z ov U 1111111MIIIIIIA/C • • .. •' SERVICE OUTLET � / . =� 1 • - BATH ®��]®i��3i1■®OUTSIDE mmm�lm■■_ m 0 0 w GFI LIGHTS �ommim�m� ��� ■�■®ice■■� �� �ommi■S m� PANEL #2 FED W/ 3/#3/0 CU 200 AMP MAIN ATA/(- Mete Ji u blip A{A11", 14.55 13.65 2SETS 3-3/OCU FPL 200 AMP 200 AMP' MAIN 22KAIC MAIN 22KAIC 42CI.R I 42CIR z RANGE OVEN zz REFRIDGERATOR N FTAI ■o■■o®�■® ®�®���■ ® EAST BATHROOM - ` - BATH i • 1 �= - :.• . • til'`I■��®ice Q 0� � ! ■d OU�1'nQ/ `ER HEATER 1 CA1 LL _ • - , i * - • ®��®ice■■� o !� ' U r- WATER HEATER 2 z W a ty zo M Uz A LL 'z o Q � �� ■�■®ice■■� ao W �� zap 3 aoa� 0- ��— 0���$LLI U U ztoa Q 2 iu� z ov U 5u O U z LU m 0 0 w o ��� ■�■®ice■■� �� 2SETS 3-3/OCU FPL 200 AMP 200 AMP' MAIN 22KAIC MAIN 22KAIC 42CI.R I 42CIR #2 G.E.C. 3-3/0 CU 211C C.V.B. GROUNDING INTERFACE 17.8 16.6 ELECTRICAL NOTES 1, CONTRACTOR SHALL VERIFY W/FPL THE LOCATION OF SERVICE AND SHALL LOCATE METER 4 PANELS AS REQUIRED 2, ALL WIRE SHALL HAVE THWN COPPER UNLESS OTHERWISE NOTED 3, WHERE REQUIRED BY CODES, SERVICE AND FEEDER CONDUCTIORS SHALL BE COPPER OF EQUAL AMPACITY 4, ALL BRANCH CIRCUITS IN RACEWAY OR NONMETALLIC SHEATHED CABLE 5, COORDINATE RACEWAY INSTALLATIONS W/OTHER TRADES PRIOR TO CONSTRUCTION 6, VERIFY ALL CONDUCTORS AND BREAKEERS W/EQUIPMENT MFG SPECS 1. PROVIDE DISCONNECT SWITCH OF SIZE AS REQIRED BY LOAD AND UNITS 8, PROVIDE NON -FUSIBLE GENERAL DUTY SAFTY SWITCHES AT A/C EQUIP, AND AT PUMPS NOT VISIBLE FROM CIRCIUT BREAKER PANEL AND AS PER MFG RECOMMENDATIONS S, PROVIDE GF1 BREAKERS FOR ALL BATHROOMS, GARAGE, AND EXTERIOR OUTLETS AS SHOWN ON PLANS 10. ELECTRICAL FIXTURES, TRIM AND APPLIANCES SHALL BE APPROVED AND AS SELECTED BY OWNER 11, PROVIDE PRE -WIRED TELEPHONE OUTLETS AS SHOWN ON PLANS. 12, PROVIDE PRE -WIRED TV OUTLETS AS SHOWN ON PLANS 13, DEDICATE CIRCUITS SHALL HAVE NO MORE THAN 6 DUPLEX RECEPTICALS 14, ALL RECEPTICALS WITHIN 6'-O" OF SINK 85HALL HAVE GaF1 OUTLETS 15, ALL CLOSET LIGHTING SHALL COMPLY WITH SEC, 4108 16, SMOKE DETECTORS SHALL BE HARD WIF:ED AND HAVE SELF CONTAINED BATTERY BACKUP, DETECTORS SHALL BE TANDEM WIRED SO ALL DETECTORS SOUND SIMULTANEOUSLY 1-7. ALL OUTLETS SHALL BE TAMPER PROOF AS REQUIRED BY NEC, CURRENT EDITION. 18, ALL BREAKERS SHALL BE AFCI AS REQUIRED BY NEC, CURRENT EDITION, REVISIONS BY DATE U z zz N m �w ZaL aO Q 0� OU�1'nQ/ CA1 LL LUz o !� ' U r- cv z W a ty zo M Uz A LL 'z o Q � ALMt�-�zQz ao W z zap 3 aoa� 0- ��— 0���$LLI U U ztoa Q 2 iu� z ov U 5u O U z LU m 0 0 w o DRAWN BY 50f= CHECKED BY DATE 2-12-18 SCALE AS NOTO JOB NO. 17517.12 SHEET A30,0 OF SHEETS 0- #5 @48"O.C. MAX „_ ah (SEE PLANS) DUR–O–WALL METAL liar. REINF. @ 16" O.G. —ALL CMU WALLS ROUGHEN THE SURFACE AND APPLY BONDING AGENT AS PER MANUF.SPEC5 4k s NEW 602 GONG. SLAB (SEE PLANS AND NOTES) NEW GRADE BEAM SEE 8"x8"x1/2" ST'L PLATE ' �PLANS AND SCHEDULE FOR W/(4)5/8"0x8" NELSON .,% \ �� SIZES STUDS TYP FOR ALL `-' HELICAL PIER PILES PILES E �' \ `s BY OTHERS 12 TON j < CAPACITY DEPTH TO ` ACHIEVE CAPACITY INTALL BY RED MANUFACTURERS 5PEC'S EXIST. ot T.O. BEAM EL.+8'-2" -- SEE ARCH. PLANS (V.I.F.) #5 DOWELL INTO EXIST. TIE BEAM NIM. 4 " TYP PROVIDE TO EXISTING BLOCK 1#5 4 FILLED w/ CONC. OVERCUT THE EXI5'T MANSORY MIN. 8" OR MORE IF REQU I RED FOR OPENING. (V.I.F.) #5 DOWELL INTO EXIST. FOOTING MIN. 4" TYP EXIST. ,,, T.O.SLAS _ EL.+ 0 1-011 SEE ARCH. PLA (V.I.F.) DETAIL D/51 SCALE 3/4' EXIST. GONG. SLAB -" EXISTING FOUNDATION (G.C. V.I.F.) FOUNDATION CONNECTION DETAIL 8/51 #5 DOWELL INTO EXIST. TIE BEAM NIM. 4 If TYP PROVIDE TO EXISTING BLOCK 1#5 It FILLED w/ CONC. OVERCUT THE EXIST MAN50RY MIN. 8" OR MORE IF REQUIRED FOR OPENING. (V.I.F.) #5 DOWELL INTO EXIST. FOOTING MIN. 4" TYP SCALE 1" = 1'-0" EXIST. NEW CONCRETE BEAM (SEE PLANS AND > SCA4EDULES FOR SIZES AND REINFORCING) DRILL*EPDXY #5 DOWELS MIN. 6" INTO EXI5'T TIE BEAM/BEAM * LAP IN. 30 TYP. XX / r ,/, 1 NEW CMU WALL w/ /i� .F; VERTICAL REINFORCING (SEE � aPLANS AND SCHEDULES FOR REINFORCING SIZES AND LOCATIONS) NEW CONCRETE STARTING COLUMN (SEE PLANS AND `r SCHEDULES FOR REINFORCING SIZES AND LOCATIONS) , #5 DOWELS W/8" HOOK @16"O/C DRILL*EPDXY MIN. 4" INTO EXIS'T y hl. I REINF. FILLED CELL/GONG. COL. G.G. V.I.F. EXISTING FILL CELL/COLUMN .i <. (OTHERWISE PROVIDE FILL CELL SEE DETAILS) NEW CONCRETE 41F FOOTING (SEE PLANS AND SCHEDULES FOR REINFORCING SIZES x _ _ AND LOCATIONS) r 11� PROVIDE (2)#5 36" LONG DRILL It EPDXY DOWELS MIN 6" EMB. INTO EXIST. GONG. XI5TING FOOTING FOOTING FOR NEW (SEE PLANS) FOOTING (TYP) TYP STARTER COLUMN DETAIL C/51 SCALE 3/4" 3�_gu V -21u m I I ( I �— 8"x12"5TARTER COLUMN REFER TO DETAIL C/51 I `— EXISTING M.O.TO BE CLOSED WITH DRYWALL FRAMING NEW F.G. REFER TO DETAIL D/51 B ( Sl I EXISTING M.O. TO �— BE CLOSED WITH DRYWALL FRAMING ( �-- 8"x12"STARTER COLUMN REFER TO DETAIL C/Sl EXISTING SLAB ( L I ( I I I EXISTING SLAB I I ( ---------------- — — — — — — — — — — — — — — — — — — — — — — GENERAL NOTES: • CONTRACTOR TO VERIFY EXISTING FOUNDATION • CONTRACTOR TO VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. CONCRETE SLABS SHALL BE 602" THICK, W/#5@12" O.C. SHORT WAY #4@12" O.G. LONG WAY. DRILL 4 EPDXY #5 BARS INTO EXISTING FOUNDATION MIN. 6" EMB. G.G. TO COORDINATE WIDTH AND DEPTH OF NEW M.O. 4 STEPS TO RECEIVE NEW TRACKS AND T.H. AND WATERPROOF ACCORDINGLY. 0 Foundation Plan EXISTING SLAB ------------------------------ m--------------- ----------- NOTE: REFER TO OTHER ARCHITECTURALS FOR ADDITIONAL DIMENSIONAL INFORMATION. DOOR AND WINDOW ROUGH OPENINGS REQUIRE VERIFICATION BY THE CONTRACTOR PRIOR TO BUILDING. ARCHITECT/ENGINEER WILL NOT BE RESPONSIBLE FOR ANY DISCREPANCIES BETWEEN CONSTRUCTION DOCUMENTS AND WINDOW / DOOR SUPPLIER DATA COLUMN SCHEDULE MARK SIZE TIES REINFORCING REMARKS Go) 811x8" PLATE W/(4)3/4"0x8" NELSON STUDS 1#5 VERT. FILLED CELLS IN 8"x16" PC–I. FILLED CELLS 3A 8"x12" 2#5 VERT. FILLED CELLS ® 811x12" #3@8" O.C. 4#5 VERT. FORMED P.C. A `°1 N .. IA a KEW SI.AB SEEN TES J — PC7 1 = i IN _ _i IN ' �I r� 0A, 4. FT 1Ato m., (i p .A 1 2A lA 4 PC -1 I I ( I �— 8"x12"5TARTER COLUMN REFER TO DETAIL C/51 I `— EXISTING M.O.TO BE CLOSED WITH DRYWALL FRAMING NEW F.G. REFER TO DETAIL D/51 B ( Sl I EXISTING M.O. TO �— BE CLOSED WITH DRYWALL FRAMING ( �-- 8"x12"STARTER COLUMN REFER TO DETAIL C/Sl EXISTING SLAB ( L I ( I I I EXISTING SLAB I I ( ---------------- — — — — — — — — — — — — — — — — — — — — — — GENERAL NOTES: • CONTRACTOR TO VERIFY EXISTING FOUNDATION • CONTRACTOR TO VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. CONCRETE SLABS SHALL BE 602" THICK, W/#5@12" O.C. SHORT WAY #4@12" O.G. LONG WAY. DRILL 4 EPDXY #5 BARS INTO EXISTING FOUNDATION MIN. 6" EMB. G.G. TO COORDINATE WIDTH AND DEPTH OF NEW M.O. 4 STEPS TO RECEIVE NEW TRACKS AND T.H. AND WATERPROOF ACCORDINGLY. 0 Foundation Plan EXISTING SLAB ------------------------------ m--------------- ----------- NOTE: REFER TO OTHER ARCHITECTURALS FOR ADDITIONAL DIMENSIONAL INFORMATION. DOOR AND WINDOW ROUGH OPENINGS REQUIRE VERIFICATION BY THE CONTRACTOR PRIOR TO BUILDING. ARCHITECT/ENGINEER WILL NOT BE RESPONSIBLE FOR ANY DISCREPANCIES BETWEEN CONSTRUCTION DOCUMENTS AND WINDOW / DOOR SUPPLIER DATA COLUMN SCHEDULE MARK SIZE TIES REINFORCING REMARKS Go) 811x8" PLATE W/(4)3/4"0x8" NELSON STUDS 1#5 VERT. FILLED CELLS 2A 8"x16" 2#5 VERT. FILLED CELLS 3A 8"x12" 2#5 VERT. FILLED CELLS ® 811x12" #3@8" O.C. 4#5 VERT. FORMED P.C. -- DENOTES HELICAL PILE HELICAL FILE SCHEDULE MARK CAPACITY PLATE REMARKS PC- 1 12 TON 12"x12"1/2" PLATE W/(4)3/4"0x8" NELSON STUDS PC -2 12 TON W/HUNCH INSTALL PER MANUFACTURER SPECS W 16x16 3#6 3#6 CONTRACTOR TO VERIFY WITH GEOTECHNICAL ENGINEER FOR PILE CAPACY GRADE 5EAM SCHEDULE MARK SIZE (INCHES) REINFORCING TIES FOR STIRRUPS REMARKS TOP MID IBOT 'C' 'E' 'D' GB -1 W 16x16 3#6 3#6 #300 "O.C. Scale: 1/4"=1'-0" REVISIONS I DATE ® �n N >ZwW ¢pNU zu�H W W O �o In V 1 => ink\ ^rw/ 1y O Z � DATE: 02-25-2018 DESIGN BY: DRAWN BY: R.B. REVIEWED BY: H.T. i .h #5 @48"O.C. MAX (SEE PLANS) DUR-O-WALL METAL REINF. @ 16" O.G. ALL CMU WALLS ROUGHEN THE SURFACE AND APPLY — BONDING AGENT AS PER MANUF.SPECS EXIST. SEE ARCH. PLANS _v' ',._\ ' \" //' �\ L- EXIST. GONG. \ \�'\/". SLAB EXIST FOUNDIATION (G.G. V.I.F.) FOUNDATION CONNECTION DETAIL 8/Sl SCALE 1 1'-0" #5 DOWELL INTO ,_ n #5 DOWELL INTO EXIST. TIE BEAM 9; \ — 2 0, I EXIST. TIE BEAM NIM. 4 "TYP 1 MIN. OVERLA? � ;-_ _ NIM. 4 "TYP A PROVIDE TO ! Q w PROVIDE TO EXISTING BLOCK 1#5 I ."" �' '� e� EXISTING BLOCK � m p ' 1#5 * FILLED w/ 4 FILLED w/ CONC.I o Z* ; -� I GONG. JI < rd , �i�ljz r ;. 8 ; ( , NEW .. rr OPENING (SEE f PLANS) r«° OVERGUT THE 1 OVERCUT THE 1f 1 . II EXIST MAN50RY EXIST MANSORY .. f \ I _... MIN. 8" OR MORE IF l�f MIN. 5" OR MORE IF REQUIRED FOR ;I _ REQUIRED FOR OPENING. (V.I.F.) I£ i;,l / 'I I OPENING. (V.I.F.) I , g Lu \ #5 DOWELL INTO EXIST. FOOTING_ - z MIN. 4" TYPIIrli (V.I,F.) d�Ia �W SEE ARCH. 1'! 1 iu �1 EXIST. � #5 DWELL I NTO T.O.SLAB _EXISTFOOTING EL. +0'-O n ��RIXMIN. 4" TYP /rSEE ARCH. PLANS ;�i`'%r�' °' °' ' \\`y''r'fr�l` ,i.��' '';/,-', rr �\��"- ,�% V.I.F. ,+r . 'Y a. NEW DOOR OPENING IN 'EXISTING WALL DETAIL D/91 SCALE 3/4' EXIST. ; NEW CONCRETE BEAM (SEE PLANS AND SCHEDULES FOR �1: SIZES AND REINFORCING) DRILL*EPDXY #5 /« DOWELS MIN. 6 INTO EXIST TIE BEAM/BEAM 4 LAP MIN. 30" TYP. 3(€ NEW CMU WALL w/ ----; .r- ----- VERTICAL E " REINFORCING (SEE if ' PLANS AND 1 SCHEDULES FOR REINFORCING SIZES AND LOCATIONS) p I NEW CONCRETE __ /, /f l,,i r STARTING COLUMN _-- -�I (SEE PLANS AND 5CHEDULES FOR REINFORCING SIZES AND LOCATIONS) #5 DOW ELS W/8" 1-1COK \\s _ @I6"O/C DRILL*EPDXY / MIN. 4" INTO EXIS'T REINF. FILLED CELL/GONG. COL. °�;I1""�� G.G. V.I.F. EXISTING FILL CELL/COLUMN e"fI,m� (OTHERWISE ____ u `au \ PROVIDE FILL CELL s\` \ SEE DETAILS) NEW CONCRETE -� ��FOOTING SEE PLANS AND SCHEDULES FOR REINFORCING SIZES A NS IO " AND LOG T ) PROVIDE (2)#5 36 ro .I 1 1 / i o I r . I- ;,,- e LONG DRILL I � EPOXY DOWELS MIN 6'r EMB. INTO ' EXIST. GONG. XISTING FOOTING FOOTING FOR NEW (SEE PLANS) FOOTING (TYP) TYP STARTER COLUMN DETAIL C/51 SCALE 3/4" = l' -O" - NEW 012" CONC. SLAB (SEE TIES REINFORCING REMARKS PLANS AND NOTES) 811x8" O 1#5 VERT. NEW GRADE BEAM SEE 8"x8"x1/2" 5T'L PLATE \�f!' \ ' '` PLANS AND SCHEDULE FOR SIZES W/(4)5/81*8" NELSON fn 2#5 VERT. STUDS TYP FOR ALL ® 8"x12" HELICAL PIER PILES 12 PILES'%x \` /\ BY OTHERS TON TO CAPACITY DEPTH 4 ACHIEVE CAPACITY I NTALL BY 1A -.NEW `S AB 1. MANUFACTURERS SEE. I*c SPEC'S EXIST. SEE ARCH. PLANS _v' ',._\ ' \" //' �\ L- EXIST. GONG. \ \�'\/". SLAB EXIST FOUNDIATION (G.G. V.I.F.) FOUNDATION CONNECTION DETAIL 8/Sl SCALE 1 1'-0" #5 DOWELL INTO ,_ n #5 DOWELL INTO EXIST. TIE BEAM 9; \ — 2 0, I EXIST. TIE BEAM NIM. 4 "TYP 1 MIN. OVERLA? � ;-_ _ NIM. 4 "TYP A PROVIDE TO ! Q w PROVIDE TO EXISTING BLOCK 1#5 I ."" �' '� e� EXISTING BLOCK � m p ' 1#5 * FILLED w/ 4 FILLED w/ CONC.I o Z* ; -� I GONG. JI < rd , �i�ljz r ;. 8 ; ( , NEW .. rr OPENING (SEE f PLANS) r«° OVERGUT THE 1 OVERCUT THE 1f 1 . II EXIST MAN50RY EXIST MANSORY .. f \ I _... MIN. 8" OR MORE IF l�f MIN. 5" OR MORE IF REQUIRED FOR ;I _ REQUIRED FOR OPENING. (V.I.F.) I£ i;,l / 'I I OPENING. (V.I.F.) I , g Lu \ #5 DOWELL INTO EXIST. FOOTING_ - z MIN. 4" TYPIIrli (V.I,F.) d�Ia �W SEE ARCH. 1'! 1 iu �1 EXIST. � #5 DWELL I NTO T.O.SLAB _EXISTFOOTING EL. +0'-O n ��RIXMIN. 4" TYP /rSEE ARCH. PLANS ;�i`'%r�' °' °' ' \\`y''r'fr�l` ,i.��' '';/,-', rr �\��"- ,�% V.I.F. ,+r . 'Y a. NEW DOOR OPENING IN 'EXISTING WALL DETAIL D/91 SCALE 3/4' EXIST. ; NEW CONCRETE BEAM (SEE PLANS AND SCHEDULES FOR �1: SIZES AND REINFORCING) DRILL*EPDXY #5 /« DOWELS MIN. 6 INTO EXIST TIE BEAM/BEAM 4 LAP MIN. 30" TYP. 3(€ NEW CMU WALL w/ ----; .r- ----- VERTICAL E " REINFORCING (SEE if ' PLANS AND 1 SCHEDULES FOR REINFORCING SIZES AND LOCATIONS) p I NEW CONCRETE __ /, /f l,,i r STARTING COLUMN _-- -�I (SEE PLANS AND 5CHEDULES FOR REINFORCING SIZES AND LOCATIONS) #5 DOW ELS W/8" 1-1COK \\s _ @I6"O/C DRILL*EPDXY / MIN. 4" INTO EXIS'T REINF. FILLED CELL/GONG. COL. °�;I1""�� G.G. V.I.F. EXISTING FILL CELL/COLUMN e"fI,m� (OTHERWISE ____ u `au \ PROVIDE FILL CELL s\` \ SEE DETAILS) NEW CONCRETE -� ��FOOTING SEE PLANS AND SCHEDULES FOR REINFORCING SIZES A NS IO " AND LOG T ) PROVIDE (2)#5 36 ro .I 1 1 / i o I r . I- ;,,- e LONG DRILL I � EPOXY DOWELS MIN 6'r EMB. INTO ' EXIST. GONG. XISTING FOOTING FOOTING FOR NEW (SEE PLANS) FOOTING (TYP) TYP STARTER COLUMN DETAIL C/51 SCALE 3/4" = l' -O" 0 8"x 12"STARTER COLUMN REFER TO DETAIL C/Si EXISTING M.O.TO BE CLOSED WITH DRYWALL FRAMING NEW F.C. REFER TO DETAIL D/51 /11_5� EXISTING M.O. TO BE CLOSED WITH DRYWALL FRAMING 8"x12"STARTER COLUMN REFER TO DETAIL C/Sl I I I EXISTING SLAB i I I I I I I I I I EXISTING SLAB I I I I I I I I I I � I — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — s GENERAL NOTES: • CONTRACTOR TO VERIFY EXISTING FOUNDATION • CONTRACTOR TO VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS, CONCRETE SLABS SHALL BE 0Y" THICK, W/#5@12" O.G. SNORT WAY 4 #4@12" O.G. LONG WAY. DRILL * EPDXY #5 BARS INTO EXISTING FOUNDATION MIN. 6" EMB, G.G. TO COORDINATE WIDTH AND DEPTH OF NEW M.O. * STEPS TO RECEIVE NEW TRACKS AND T.H. AND WATERPROOF ACCORDINGLY. I � I I ( I L ---------------J 1111 1111111111111 ;piii� am �. EXISTING SLAB NOTE: REFER TO OTHER ARCNITECTURALS FOR ADDITIONAL DIMENSIONAL INFORMATION. DOOR AND WINDOW ROUC#4 OPENINGS REQUIRE VERIFICATION BY THE CONTRACTOR PRIOR TO BUILDING, ARCHITECT/ENGINEER WILL NOT BE RESPONSIBLE FOR ANY DISCREPANCIES BETWEEN CONSTRUCTION DOCUMENTS AND WINDOW t DOOR SUPPLIER DATA COLUMN SCHEDULE MARK 3A TIES REINFORCING REMARKS to 811x8" O 1#5 VERT. FILLED CELLS 2A 8"x16" 2#5 VERT, FILLED CELLS 3A fn 2#5 VERT. I FILLED CELLS ® 8"x12" #3@8" O.G. q.#5 VERT. 70 P _ 4 1A -.NEW `S AB 1. SEE. I*c TES. _T C,4 N v, 'A i N. . 21 tV � � — o 1A \ G8-1 lA 2A to 4 PC -1 0 8"x 12"STARTER COLUMN REFER TO DETAIL C/Si EXISTING M.O.TO BE CLOSED WITH DRYWALL FRAMING NEW F.C. REFER TO DETAIL D/51 /11_5� EXISTING M.O. TO BE CLOSED WITH DRYWALL FRAMING 8"x12"STARTER COLUMN REFER TO DETAIL C/Sl I I I EXISTING SLAB i I I I I I I I I I EXISTING SLAB I I I I I I I I I I � I — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — s GENERAL NOTES: • CONTRACTOR TO VERIFY EXISTING FOUNDATION • CONTRACTOR TO VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS, CONCRETE SLABS SHALL BE 0Y" THICK, W/#5@12" O.G. SNORT WAY 4 #4@12" O.G. LONG WAY. DRILL * EPDXY #5 BARS INTO EXISTING FOUNDATION MIN. 6" EMB, G.G. TO COORDINATE WIDTH AND DEPTH OF NEW M.O. * STEPS TO RECEIVE NEW TRACKS AND T.H. AND WATERPROOF ACCORDINGLY. I � I I ( I L ---------------J 1111 1111111111111 ;piii� am �. EXISTING SLAB NOTE: REFER TO OTHER ARCNITECTURALS FOR ADDITIONAL DIMENSIONAL INFORMATION. DOOR AND WINDOW ROUC#4 OPENINGS REQUIRE VERIFICATION BY THE CONTRACTOR PRIOR TO BUILDING, ARCHITECT/ENGINEER WILL NOT BE RESPONSIBLE FOR ANY DISCREPANCIES BETWEEN CONSTRUCTION DOCUMENTS AND WINDOW t DOOR SUPPLIER DATA COLUMN SCHEDULE MARK SIZE TIES REINFORCING REMARKS to 811x8" PLATE W/(4)3/4"(6x8" NELSON STUDS 1#5 VERT. FILLED CELLS 2A 8"x16" 2#5 VERT, FILLED CELLS 3A 8"x12" 2#5 VERT. I FILLED CELLS ® 8"x12" #3@8" O.G. q.#5 VERT. FORMED P.C. * DENOTES HELICAL PILE � SCS-IEDULE PLICAL FILE MARK CAPACITY PLATE REMARKS PC- 1 12 TON 12"x12"1/2" PLATE W/(4)3/4"(6x8" NELSON STUDS LEC--2jLE9--2j 12 TON W/HUNCH INSTALL PER MANUFACTURER SPECS W 16x16 3#6 3#6 CONTRACTOR TO VERIFY WITH GEOTECHNICAL ENGINEER FOR PILE CAPACY GRADE SEAM SCHEDULE MARK SIZE (INCHES) REINFORCING TIES FOR STIRRUPS REMARKS TOP MID BOT 'C' 'E' 'D' GB -1 W 16x16 3#6 3#6 #3@l0 "O.C. Scale: 114"=1'-0" REVISIONS I DATE ® �n N 14 H Mtn �w>Co 0 N N � z��H CD W n O O In ry Ill 75; nom` t_..L I- 0 LLJ O Z LL_ .. 4e -t Fe T DATE: 02-25-2018 . DESIGN BY: DRAWN BY: R.B. REVIEWED BY: H.T. i PLYWOOD ROOF S-1 0 0. 5-2 5-3 VERTICAL NO. REVISIONS DATE PROVIDE 2"x4" SHEAR DIAPHRAGM SCHEDULE 15-1 1 S-1 4 S-2 4 S-2 2 5-2 REINFORCEMENT, I' ACCORDING TO THE 2010 F.B.C. SUPPLEMENT BLOCKING @ ALL AS REQUIRED 2. NAIL SPACING PLYWOOD SEAMS, NAIL SHEATHING W/ 10D PANEL FRAMING/ MINIMUM m OTHER COMMON 'E' 'C BAR 'E' BAR (SEE PLAN) • •` GROUT, AS 3. 48" BACK OF GAB n GRADE TRUSS PANEL DIAPH_ PANEL NAIL SIZE REMARKS E BAR ( ND) REQUIRED NAILS @ 4 O/C @ PERIMETER SPCC_ THICKNESS BOUNDRIES P AR Ilk EDGES TOP AR TOP BAR i (SEE PLAN) 4 END. NAILS M @ 6" O/C I N FIELD APA RATED 2'-0" 5/a" NOM. 6" ZONE 2 d3 4" 0 ZONE 3 UNBLOCKED IOd @ 4" 0. C. PREFABRICATED WOOD ROOF SHEATHING MAX. „ im d DIAPHRAGM P'' Y. 9 Y u 6 ZEE 2 v" .., v• v ®• ®'.®' :"., ® .�'' P ®" TRUSSES 24 ON EXP. i UN O_ CONCRETE �n CDX ENTER SEE ROOF OR EQUAL 6" ZONE 1 6" ZONE 4 ® a :• MASONRY PLYWO NOTES: ; �', �'" BOTT. SHEATH 1. INSTALL PLYWOOD PANELS AS SHOWN ON DETAIL BELOW: 2. SPACE NAILS � 10" OL. ALONG INTERMEDIATE FRAMING �'. HOOPS OR 1 -LOOPS OR LL BLOCKING (IF REQ'D) MEMBERS FOR FLOORS AND !o" FOR ROOFS. V . STIRRUPS BAR SE STIRRUPS . �• o - M O 3. ZONES ARE A5 SHOWN. SPACED FROM 6' "MIN. NO .. ':' SPACED FROM U (DIRECTION OF e •• W M 7S 1 . ' SUPPORT FACE p' V'. ` SUPPORT FACE �. DOWELS MAY BE BENT H cn WD. TRUSSES c' . . ORF AS SCHEDULED AS SCHEDULED ` t UP TO 1 IN. LATERALLY . '. ,. 4 PER 6 IN. VERTICALLY fs FDIAPHRAGM BOUNDARY w W NOTES: �'• � O r- U '_ PROVIDE 1/8" CONCRETE LATERAL BRACING t— M DENOTES MIDDLE STRIP G DENOTES CENTER STRIP •. • FOUNDATION Z SPACING AT PAN 2— L DENOTES LONGER OF TWO ADJACENT CLEAR 5PAN5 LI OR L2 EDGES �� 2 3— FLOOR SLAB STEEL PARALELL TO LONGER SPAN SHALL HAVE ._ y e . •N • .� (SEE PLAN} Z m H 10d NAILS AT 6 O.C. DIAD ,4M 3/�" MIN. CONC. COVERAGE UNLESS OTHERWISE SHOWN a . «�. � o U 2"x WOOD FASCI IN FIELD AND a a 4— 25% OF ALL COL. REINF. SHALL BE PLACED WITHIN A WIDTH o O "A+T" AND "B+T" WHERE "A" AND "B" ARE COLUMN DIMENSIONS SEE TYPICAL WALL '` INTERMEDIATE a " n IMPROPERLY LOCATED FOUNDATION DOWELS MAY BE BENT TO ALIGN WITH VERTICAL W >w• T IS THE SLAB THICKNESS SECTION NAILED W/ SUPPORTS AND a 5- 50TTEM BARS CONTINUOUS OVER SEVERAL SPANS MAY BE MASONRY CORES. CONCRETE COLUMN DOWEL BARS THAT ARE OUT OF POSITION ARE y,- -� '" Q, °� `w USED PROVIDED THAT THE NON -CONTINUOUS END IS EXTENDED PERMITTED TO BE BENT 1 INCH LATERALLY FOR EACH 6 INCHES OF BAR �J W 116 EACH " ;pRLE " ' t ��, �r, ;4 � �L A�- C�"L a c '�z > ; ' PROTRUDING FROM THE FOUNDATION L� ENDSj1T�RST 48 3,b, ,.> Y OVER THE SUPPORTS AS SHOWN IN THE BAR DIAGRAM ME UNDO ERIMR ; a} z BAR BENDING DIAGRAM FOR CONCRETE TYPICAL FOUNDATION DOWEL ALIGNMENT171 N.T. N.T.S SHEATHING L '�` �a° Q 0�YPICAL ROOF DF�AIL N.T.S r 1/2 COLUMN STRIP MIDDLE STRIP COLUMNSTRIP MIDDLE STRIP COLUMN STRIP I' r 0 0 s 30 ROOF (LA/4) (LA/2) (LA/4 LB/°4) (LB/2) (LB/.4 + CANT) � ROOF,�p<s� tt 0Ci�C3 C7 0 0 0 0 0 0 EDGE �— EDGE €s 0 0 f Q G D Lo a 0.30L1(50%) 0.30L(50%) 0.30L(50%) 19/32" COX PLYWOOD 0.20LI(50%) A 'G' 0.20L(50%) AT 'C' 0.20L(50%) A W 'G' SHEATHING 0.22L1 AT M 0.22L AT M 0.22L AT M 3 G-�,48LE END 3 °� Q) ry 2x4 S.Y.P. +1 VERT. STRUT ATTACH V ROOF COEFFICIENTS COMPONENTS TO TOP 4 BOTT_ CHORD W/ C3) 16 (INCLUDING � ;,� •. , ®', ' .. �•'..� , , �•.•. �?`•' , , T VERT. WEB NOT PROVIDED BY a= DISCONTINUOUS TOP BAR T TOP BAR TOP BAR T ® LLJ OVERHANG) AND CLADDING (ENCLOSED V • , v a v, e '. W BUILDINGS) AS PER F.B.C_ 2010 EDGE OF SLAB . TRUSS MANUFACTURER MEAN Ha '' . •.`.. .. .. ®..a .:."� • . � .:. � .— a '' : V'." . V '' : V�.'.. v : �.. sr. V�... cr : �".'.. v " V � 'a• .g' ... "9' '" .�' 'Sa' .V fib.-�r.o.i.: A.n.l�i�. "�' '' .�• '' 'Ci• ''11.'C€• "' '' vid STD. 40' NOOK o V �ry v v Z LL 2x4 SYP_ �'2 GROSS BRACING �' 17 50TT BAR 'B' 50TT BAR B 50TT BAR B (WHERE HOOKS A DISTANCE ARE LONGER THAN 3/4" GL. BARS PARALELL TO V'' : V' ' ' ' V ' ' ATTACH CROSS BRACING TO STRUTS W/ (2) 16d NAILS_ ATTACH TO TRUSS WEB W/ (2) trod NAILS_ 2 1x4 S_Y.P_ +2 LATERAL BRACING 0 AT 6'-0" CIC OR PER PLAN. 2 WIND LOAD SOWEDULE 110 MPH ROOF WIND LOADS ROOF AREA 1 2 3 PRESSURE (PSF) 49 SEA 85.4 SUCTION (PSF) 39 '15 €.. " DEPTH OF SLAB , MIN LONG SPAN BETWEEN COL. �.A o.V .'v BOTT. REINF. AT INTERSECTION OF d TURN DIAGONALLY) COL, STRIPS (WHERE CALLED FOR) �Q (, L1 �, (, L2 LA LB LC CANTILEVER CENTER OF EXTERIOR SUPPORT CENTER OF INTERIOR SUPPORT CENTER OF INTERIOR SUPPORT BEAM, WALL OR COLUMN BEAM, WALL OR COLUMN BEAM, WALL OR COLUMN �4 fa _ 3 CORNER DISTANCE, A = 6' MET EYP 1 CAL OAK DIAGRAM FLA I b ROOF ZONING DIAGRAMN.T.s PLAN VIEW SCALE N.T.S.. 9 GAUGE _VERTICAL REINFORCEMENT DUR-O-WALL 8 PER PLAN LADDER TYPE HORIZONTAL TYPICAL INTERIOR TRUSS CROSS -BRACING ROOF DIAPHRAGM DETAIL RCE- ,N.T.S, N.T.S - OTHER OTHEREBLOCK DATE: 02-25-2018 COURSE DESIGN BY: DRAWN BY: R.B. COLUMN WITH I VERTICAL REINFORCEMENT (SEE COLUM REINFORCEMENT SCHEDULE FOR DETAIL) PER PLAN REVIEWED BY: H.T. CONTINUOUS LATERAL TYPICAL HORIZONTAL REINFORCING PROVIDED BRACING, AS REQ'D_ AT EVERY OTHER COURSE (16" VERTICALLY) STANDARD NO. 9 LADDER TYPE FOR REIN- FORCEMENT MUST EXTERIOR WALLS TYPICAL REINFORCEMENT MUST EXTEND 4" MIN. AT SIDE WIRES. 9 GAUGE DUR-O-WALL D LADDER TYPE SHEATH N HORIZONTAL REINFORCE- MASONRY MENT EVERY UNITS 45^ FILLED CELL CORNER DETAIL OTHER BLOCK COMPRESSION WEB DIAGONAL BRACING REINFORCEMENT (SEE COLUMN COURSE WALL DETAIL (SLOPING OR VERTICAL) SCHEDULE FOR DETAILS) DIAGONAL BRACING O CONT. BOND BEAM, SEE PLANS CONTINUOUS LATERAL NAILED TO OPPOSITE AND SCHED. FOR SIZE AND REINF BRACING SIDE OF WEB TO PREVENT LATERAL PREFAB. 9 GAGE GALV. HORIZ. CORNER MOVEMENT JOINT REINF. ©16" (DUR-O-WAL LADDER PLACE METAL LATH/CAVITY CAP OR WIRE — SCREEN OVER CELLS NOT TO BE CEILING AT 20'-0" SPACING TYPE PREFAB CORNER, OR SIMILAR) (EVERY FILLED WITH GROUT (SHEET METAL DIAGONALS OTHER COURSE) FROM 5ED AND FELT PROHIBITED) MAY AT CONTINUOUS LATERAL BRACING LOCATED 2�6 TERM. VERT. WALL SPACING ON OR NEAR PANEL REINF. IN STD. 90° HKS. (BOTH ENDS) POINT (S'-0" TO O 6" GROUT -FILLED CMU CELLS, [� 10'-0" SPACING) TO EXCEED PLACE 04 FEET; UT IN IFPU DTS OLE r'1 9 GAGE GALV. HORIZ. JOINT REINF. @ OR VIBRATE IN PLACE BOTTOM CHORD 16" (DUR-O-WAL LADDER TYPE, OR CMU CELLS CONTAINING REINF. SHALL BE OF TRUSSES HORIZONTAL REINFORCEMENT DETAIL @ COLUMN SIMILAR) (EVERY THIRD COURSE) FILLED SOLIDLY WITH GROUT; VERT. CELLS --j (•�j ~ " SHALL PROVIDE A CONTINUOUS CAVITY, 45 (TYP) N.T.S FREE OF MORTAR DROPPINGS, AND AT O LEAST 2" x 3" IN SIZE VERT. REINF. IN GROUTED CELLS, SEE PLAN FOR SIZE AND SPACING, PROVIDE TYPICAL JOINT REINFORCEMENT DETAIL MATCHING FDN. DOWELS, LAP SPLICE AT CORNER 48 BAR DIA. CONCRETE CMU UNITS (CMU) ERECT AND BRACE WOOD TRUSSES IN ACCORDANCE WITH THE "TRUSS PLATE INSTITUTE" BRACING , COMPLYING WITH ASTM C-90, ^ a WOOD TRUSSES. COMMENTARY AND RECOMMENDATIONS, BWT-16, BRACING IN THE PLAN OF THE WEB MEMBERS : 2X4 DIAGONAL BRACING NAIL PLYWOOD SHEATING TO IN RUNNING BOND WITH JOINTS ATTACHED W/(2) 16d NAILS AT BLOCKING W/ 10d NAILS 4 IN. OC. PREFAB. 9 GAGE GALV. HORIZ. "T" ~� a. THE TRUSS FABRICATOR 15 TO PROVIDE AND LOCATE CONTINUOUS LATERAL BRACING FOR PROVIDE BRACING EVERY OTHER EACH TRUSS WEB MEMBER, AS REQUIRED. EACH END VALLEY TRUSS AT MAXIMUM SPACING OF WALL INTERSECTION JOINT REINF. @ b. RESTRAIN LATERAL BRACING WITH CONTINUOUS DIAGONAL BRACING (MIN. 2" THICK NOMINAL 2x4 CONT. BLOCKING 48 IN, OC. 16" (DUR-O-WAL LADDER TYPE PREFAB TEE, OR SIMILAR) (EVERY FACE SHELLS WITH TYPE M MORTAR; ' FmL•� LUMBER)_ 2-16D TOE NAIL c. A MINIMUM OF TWO ROWS OF DIAGONAL BRACING IS REQUIRED, ONE AT EACH VERTICAL WEB OTHER COURSE) PLACE MORTAR ON CROSS WEBS MEMBER CLOSEST t0 BEARING LOCATIONS. ADJACENT TO CELLS WHICH WILL BRACE THE BOTTOM CHORDS WITH CONTINUOUS LATERAL BRACING SPACED AT 6 ROOF SHEATHING BELOW �6 BE GROUTED TO PREVENT LEAKAGE FEET, NAILED TO THE TOP OF THE BOTTOM CHORD_ ATTACH DIAGONALS AT 45' TO SIMPSON MTS16 TWIST 2 2\s O THE LATERAL BRACES (EACH END). IF BUILDING EXCEEDS 60 FEET IN LENGTH, HURRICANE STRAP " = o O ATTACH DIAGONAL BRACING AT 20'-0" SPACING. FROM VALLEY 24 O/C VALLEY TRUSSES r LING : TRUSSES TO 1 MORTARSET SBEDOURSE IN FULL f=1 ri TOP CHORD BRA LOWER TRUSS LOWER ROOF TRUSSES �`L O� CLEAN-OUT OPENINGS AT GROUT a_ IF PLYWOOD DECKING I5 APPLIED DIRECTLY TO TOP CHORD, PROPERLY LAPPED AND NAILED @ MAX SPACING OF `v 9 GAGE GALV. HORIZ. JOINT REINF. ® FILLED CELLS, REQUIRED IN WALLS O Q TO DEVELOP DIAPHRAGM ACTION, BRACING IS NOT REQUIRED. 6'-0" W/(7) 16d 16" (DUR-O-WAL LADDER TYPE, OR OVER 4 FEET HIGH M NAILS (TYP.) SIMILAR) (EVERY OTHER COURSE) W b_ IF PURLINS ARE USED, DIAGONAL TOP CHORD BRACING IS REQUIRED AT EACH END_ IF TO VALLEY TRUSS & FOUNDATION, SEE PLAN AND O BUILDING EXCEEDS 60 FEET IN LENGTH, ATTACH DIAGONAL BRACING AT 20'-0" SPACING, TRUSS BELOW SCHED. FOR SIZE AND REINF. M TYPICAL JOINT REINFORCEMENT DETAIL AT WALL INTERSECTION TYPICAL INTERIOR TRUSS BRACING TYPICAL VALLEY TRUSS DETAIL TYPICAL REINFORCED CMU WALL CONSTRUCTION N.T,S N.T.S N.T.S 5LA55 NOT EXPOSED TO THE WEATHER: 0.75" SLA55 EXPOSED TO THE WEATHER: 1.50" E CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR SPACING FOR CONTROL JOINTS 8 ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF "THE STANDARD CODE FOR WELDING IN BUILDING �� CONSTRUCTION OF THE AMERICAN WELDING SOCIETY. WELDING ELECTRODES SHALL BE E70XX-LOW HYDROGEN FOR SHIELD AND METAL ARC WELDING. O. REVISIONS DATE STRUCTURAL GENERAL NOTES: EXPRESSED AS RATIO OF PANEL 3 :: �: TO CONCRETE PLACEMENT FOR REVIEW OF A/E, CONCRETE SLUMP SHALL NOT EXCEED 5 +/- 1 PRIOR TO THE ADDITION LENGTH TO HEIGHT L/H C GROUT FOR COLUMN SASE PLATES AND PRESET BEARING PLATES SHALL 13E NON -SHRINK GROUT BY "EMBECO" OR I A THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO COMMENCING WITH CONSTRUCTION. THE CONTRACTOR SHALL G SOIL PREPARATION AND COMPACTION SHALL BE DONE AS FOLLOWS: B THE CONTRACTOR MUST USE STRUCTURAL DRAWINGS IN CONJUCTION WITH ARCHITECTURAL, CIVIL, PLUMBING, MECHANICAL APPROVED EQUAL. (5,000 PSI MINIMUM) NOTIFY THE ENGINEER OF ANY FIELD CONDITIONS WHICH MAY NOT BE IN ACCORDANCE WITH THE DESIGN CONDITIONS SOIL TEST SHALL DETERMINE HOW GROUND PREPARATION 15 TO BE DONE. IF 501L TEST WARRANTS EXTREME MEASURES AND ELECTRICAL DRAWINGS TO COORDINATE LOCATION OF DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, 2 AND CRITERIA. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOB SITE CONSTRUCTION SAFETY. REFER TO D15REGARD A THROUGH G, USE 501L TEST REPORT RECOMMENDATIONS BY GEOTECHNICAL ENGINEER: OPENINGS, REGLET5, BOLT SETTINGS, SLEEVES DIMENSIONS, ETC. (DRAWINGS NOT BE SCALED) DISCREPANCIES BETWEEN 3. ARCHITECTURAL PLANS FOR FINISHED FLOOR ELEVATIONS, SLOPES, STEPS AND RECESS. REFER TO THE MECHANICAL A. STRIP ON FOOT OF EXISTING SOIL THREE (5) FEET PAST EXTERIOR BUILDING LINES, ALL DETERIOU5 MATERIALS MUST BE INFORMATION PRESENTED WITHIN PROJECT SPECIFICATIONS AND WITHIN STRUCTURAL NOTES ON PLANS SHA! -L BE BROUGHT AND MECHANICAL SLEEVES AND OPENINGS. THE ARCHITECT 4 ENGINEER SHALL NOT BE RESPONSIBLE FOR COMPLETELY REMOVED. TO THE ATTENTION OF THE ENGINEER BY THE CONTRACTOR PRIOR TO PRESENTING HIS OR HER BID. IF SUCH A 4. CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCE OR PROCEDURE OR THE SAFETY PRECAUTIONS INCIDENT B. COMPACT BOTTOM OF EXCAVATION WITH MEDIUM DUTY VIBRATOR ROLLER. DISCREPANCY IS DISCOVERED SUBSEQUENT TO BIDDING, THE CONTRACTOR SHALL BE RESPONSIBLE FOR IMPLEMENTING THE THERETO. C. CHECK DENSITY OF 06% OF MODIFIED PROCTOR HAS BEEN REACHED FOR A DEPTH OF TWO (2) FEET BELOW COMPACT OPTION SUBSEQUENTLY SELECTED BY THE ENGINEER AT NO ADDITIONAL COST. CONTRACTORS SHALL BE RESPONSIBLE FOR B STRUCTURAL DRAWINGS SHALL BE COORDINATED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, SURFACE BEFORE ADDING FILL. MINIMUM DENSITY OF cf5%, FILL SHALL BE PLACED N SIX (6) INCH LIFTS AND FINAL VERIFICATION OF ALL DIMENSIONS, ELEVATIONS, CLEARANCES, ETC, OF THE FRAMING SHOWN ON THE STRUCTURAL DRAWINGS AGAINST INFORMATION PROVIDED BY MANUFACTURERS OF SELECTED MECHANICAL EQUIPMENT PRIOR TO v N MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS AND OTHER D. AFTER EXISTING GROUND HAS REACHED COMPACTED TO ACHIEVE APPROVED DENSITY BEFORE NEXT LIFT 15 ADDED. PRECEDING WITH ANY RELATED PORTION OF WORK. ITEMS REQUIRING SUCH REVIEW SHALL INCLUDE ELEVATORS (ELEVATOR DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. E. FILL SHALL BE A-3 SAND FREE FROM DELETERIOUS MATERIAL AND WELL GRADED. PITS, BEAMS ABOVE ELEVATOR DOORS, ETC.) ESCALATORS, DUCTS, COOLING TOWERS, ETC. CONTRACTOR SHALL BE G ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYP. AND SHALL BE CONSTRUCTED TO F. VERIFICATION OF TEST FOR MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D-1557, AA5HO-180 SHALL BE FILED WITH SOLELY RESPONSIBLE FOR ANY REMEDIAL WORK AND FOR ITS IMPACT ON THE WORK SCHEDULE RESULTING FROM FAILURE U APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE DIFFERENT DETAIL 15 SHOWN. BUILDING OFFICIAL. TO PROVIDE EARLY NOTIFICATION OF SUCH CONFLICTS TO THE DESIGN TEAM. POTENTIAL CONFLICTS, ERRORS OR OMISSIONS PRESENT WITHIN THE DRAWINGS (WHETHER WITHIN STRUCTURAL DRAWINGS OR BETWEEN STRUCTURAL, M �O D ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS D GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING LOCATIONS OF ALL CONCRETE FOOTINGS/PADS, LOAD WOOD HEADERS CONCRETE BEAMS/ TIE BEAMS AND HEIGHT ARCHITECTURAL AND M.E.P. DRAWINGS) SHALL BE IDENTIFIED BY THE CONTRACTOR DURING NIS/HER EARLY REVIEW OF w ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING BEARING WALLS , STEEL/ CONCRETE/ COLUMNS WOOD THE PROJECT DOCUMENTS. SUCH CONFLICTS ERRORS OR OMISSIONS SHALL BE COMMUNICATED TO THE ARCHITECT IN WITH THE EFFECTED PART OF THE WORK. ELEVATIONS OF EACH WITH TRUSS MANUFACTURERS SHOP DRAWINGS BEFORE THE POURING OF CONCRETE FOOTINGS/PADS ' WRITING PRIOR TO COMMENCEMENT OF WORK. IN THE EVENT OF FAILURE TO PROVIDE SUCH A NOTICE AND SUFFICIENT TIME w d > Z w W E THE STRUCTURE 15 DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING 15 COMPLETE. IT IS THE AND SLAB. FOR A RESPONSE, THE CONTRACTOR SHALL BECAME RESPONSIBLE FOR COST OF ALL WORK OR REMEDIAL WORK RESULTING U CONTRACTORS RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE E COORDINATE A/C AND ELECTRICAL PLANS FOR REQUIRED OPENING IN SLAB. FROM SUCH CONFLICTS, ERRORS OR OMISSION, AS WELL AS FOR ITS IMPACT ON THE PROJECT SCHEDULE. (CONTRACTOR BUILDING AND ITS COMPONENTS DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, AGREES THAT HE WILL HOLD OWNER, ARCHITECT, ENGINEER AND/OR ANY OF THEIR EMPLOYEES OR AGENTS. HARMLESS r� N 5HEETHING, TEMPORARY BRACING, GUYS, OR TIE DOWNS. SLABS ON GRADE NOTES: FROM ANY AND ALL DAMAGE AND CLAIMS WHICH MAY ARISE BY A REASON OF ANY NEGLIGENCE ON THE PART OF THE F THE CONTRACTOR SHALL SUPPLY THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION REQUIREMENTS AND 'SLAB A SLABS ON GRADE SHALL BE 4" THICK, UNLESS OTHERWISE NOTED ON THE PLANS, REINFORCED WITH 6"x6"-10/10 WELDED CONTRACTOR OR ANY OF HIS SUBCONTRACTORS OR ANY MATERIAL AND EQUIPMENT SUPPLIES AND/OR ANY OF THEIR EMPLOYEES OR AGENTS IN THE PERFORMANCE OF TH15 CONTRACT. IN CASE ANY ACTION IS BROUGHT AGAINST THE Z ON GRADE' THICKNESS TO HANDLE CONSTRUCTION LOADS WIRE FABRIC PLACED @ MID DEPTH W/MESH UP CHAIR ON 6 MIL VISQEEN OVER TERMITE TREATED SOILS. FILL MATERIAL OWNER, OR ARCHITECT OR ENGINEER OR ANY OF THEIR EMPLOYEES OR AGENTS, CONTRACTOR SHALL ASSUME FULL a ~ "- UNDER SLAB SHALL BE GLEAN SAND AND/OR ROCK AND SHALL BE COMPACTED TO A MINIMUM OF %% DENSITY, IN LIFTS RESPONSIBILITY FOR DEFENSE THEREOF, TO THE FULL SATISFACTION OF LATTER PARTY. 6J CODES NOT TO EXCEED 12" IN DEPTH. SLABS ON GRADE SHALL BEAR ON SOIL HAVING A MINIMUM SOIL BEARING CAPACITY OF W 2' 500 P.S.F. WALLS. COLUMNS AND BEAMS PENETRATING SLABS ON FILL. SHALL BE ISOLATED BY PREMOLDED JOINT C WHERE CRITICAL DIMENSIONS CANNOT BE DETERMINED FROM THE PLANS, OR WHERE NEW WORK ADJOINS EXISTING FBC 2017 6TH EDITION u FILLER 1/2 THICK, UNLESS OTHERWISE NOTED ON PLANS. CONSTRUCTION OR WHERE ONE MATERIAL ADJOINS A PREVIOUSLY PLACED MATERIAL WITH A MORE RESTRICTIVE , ROOF LOADS: TOLERANCE THAN IN-PLACE MATERIAL, CONTRACTOR SHALL TAKE FIELD MEASUREMENTS AS REQUIRED TO COMPLETE TOP CHORD LIVE LOAD 20 PSF MASONRY NOTES: SHOP DRAWINGS AND INSTALLATION. REPORT ANY D15CREPANGIE5 EXCEEDING 3% BETWEEN FIELD MEASUREMENT TOP CHORD DEAD LOAD 20 PSF DIMENSIONS AND SCALED DRAWING DIMENSIONS TO ARCHITECT BEFORE PROCEEDING WITH WORK. DO NOT SCALE IZ BOTTOM CHORD LIVE LOAD 10 PSF A THE UNIT MASONRY AND REINFORCING 15 DESIGNED IN ACCORDANCE WITH AIG 530/530.1-05, TMS 402-05, AC1530-05, DRAWINGS: USE DIMENSIONS. BOTTOM CHORD DEAD LOAD 10 P5F ASCE5-05 BUILDING CODE REQUIREMENTS. ALL THE MASONRY UNITS SHALL BE CONSTRUCTED IN ACCORDANCE WITH D WHERE A LINE OF STRUCTURE, OPENING LOCATION, OR DIMENSION IS CRITICAL AND BASED ON REQUIREMENTS OF ANOTHER TOTAL ROOF LOADS 60 PSF SPECIFICATIONS TMS602-05, AG1530.1-05, ASCE6-08. TRADE OR SUBCONTRACTOR, THAT SUBCONTRACTOR SHALL SUBMIT A SHOP DRAWING WITH THE REQUIRED DIMENSIONAL ZQ o -)WIND LOADS: B CONCRETE BLOCKS SHALL CONFORM TO ASTM C-qO (f'm=1500 PSI) INFORMATION UPON WHICH THE CONTRACTOR SHALL BASE THE LAYOUT AND CONSTRUCTION. THIS PROCEDURE IS 0 A A CHAPTER 6 OF ASCE 7-10 SCE 7-1 MANDATORY FOR CURTAIN WALL SYSTEMS, ARCHITECTURAL PRECAST SYSTEMS, AND ALL MECHANICAL AND ELECTRICAL 7— HIGH VELOCITY ZONE G TYPE 'S' MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE PROPORTIONED AND MIXED AS OPENINGS. 0 C ENCLOSED BUILDING OUTLINED UNDER ASTM G-270. HORMONAL AND VERTICAL MORTAR JOINTS SHALL BE W" THICK UNLESS OTHERWISE E THE ENGINEER WILL CLOUD OR OTHERWISE INDICATE REVISIONS TO THESE DOCUMENTS ONLY AFTER THEY HAVE BEEN D WIND SPEED - 3 SEC. GUEST 170 MPH @ 16'-0" A.F.G. NOTEDREMOVE MORTAR PROTRUSIONS THAT EXTEND INTO CELLS THAT ARE TO BE FILLEDALLOW MIN72 HOURS FOR . . . ISSUED FOR CONSTRUCTION OR FINAL PRICING. CHANGES PRIOR TO THAT DATE WILL NOT BE CLOUDED. CHANGES AND/OR E EXPOSURE: CATEGORY 'C' MORTAR TO CURE PRIOR TO GROUTING CELLS REVISIONS AFTER THE CONSTRUCTION OR FINAL PRICING ISSUE WILL BE CLOUDED IN AN ATTEMPT TO BRING TO THE W F IMPORANCE FACTOR = 1.0 D BLOCK SHALL NOT BE MOISTENED BEFORE GROUTING. CONTRACTOR'S ATTENTION ANY MAJOR ITEMS. HOWEVER, IT SHALL BE SOLELY THE CONTRACTOR'S RESPONSIBILITY TO , G COMPONENT * CLADDING: H 60'-0" COORDINATE THE PRICING AND CONSTRUCTION OF ALL REQUIREMENTS OF THESE DOCUMENTS. INCLUDING REV15IONS INTERNAL PRESSURE COEFFICIENT = +/-0.18 E ALL MASONRY CROSS WEBS SHALL BE FULLY BEDDED IN MORTAR AROUND CELLS TO BE (FLAGGED OR UN -FLAGGED) WITH ALL OF HI5 SUPPLIERS AND SUBCONTRACTORS. REVISIONS ARE IDENTIFIED BY AN 14 H MRH = 30'-0" GROUTED. REVISION NUMBER WITHIN A TRIANGLE. ALL REVISIONS ISSUED ON A SINGLE DATE WILL BE IDENTIFIED BY THE SAME a, 1 DESIGN PRESSURE: F THE MINIMUM CONTINUOUS UNOBSTRUCTED CELL AREA IN CELL TO RECEIVE GROUT MUST BE NOT LESS THAN 2"x3". NUMBER. ZONE 4 * 5 -(+) 37 PSFLv MORTAR FINS MUST BE REMOVED AS BLOCK PLACEMENT PROCEEDS. MORTAR DROPPINGS MUST BE KEPT OUT OF CELLS F CONSTRUCTION TO COMPLY WITH REQUIREMENTS OF THE GOVERNING BUILDING CODE, AND ALL OTHER APPLICABLE FEDERAL, 0 ZONE 4 -(-) 6�f PSF WHICH ARE TO BE GROUTED. STATE, AND LOCAL CODES, STANDARDS, REGULATIONS AND LAWS. ZONE 5 -(-) 7q PSF "TYPICAL s - J WINDBORNE DEBRIS REGION ALL DOORS, WINDOWS G HORIZONTAL MORTAR JOINTS SHALL BE REINFORCED WITH STANDARD cf GAUGE LADDER TYPE DUR-O-WALL (ASTM CLASS G DETAILS LABELED AS DETAILS" ON DRAWINGS AND DETAIL SHEETS. APPLY TO ALL SITUATIONS THAT ARE O SKYLIGHTS, ARE IMPACT RESISTANCE REATED B-2, HOT DIPPED GALVANIZED) AT ALTERNATE COURSES ( 16" ON CENTER ) UNLESS OTHERWISE NOTED. JOINT SIMILAR OR SAME AS THOSE SPECIFICALLY DETAILED. SUCH DETAILS APPLY WHETHER OR NOT THEY ARE KEYED AT EACH _ LL K ROOF DEAD LOADS FOR DETERMINING UPLIFT REACTION = 10 PSF REINFORCEMENT SHALL BE CONTINUOUS AND SHALL LAP A MINIMUM OF 8". LOCATION ON PLAN DRAWINGS. QUESTIONS REGARDING APPLICABILITY OF DETAILS SHALL BE RESOLVED BY THE ARCHITECT L CONTINUOUS LOAD PATH PROVIDED OR ENGINEER, M REVIEWED SHEAR WALL REQUIRMENTS }-I WHERE SHOWN, CORES OF BLOCK MASONRY SHALL BE FILLED WITH GROUT WITH MINIMUM COMPRESSIVE STRENGTH OF P CONSTRUCTION DOCUMENTS MUST GET APPROVAL FROM PERMITTING AGENCIES. THUS IT 15 UNDERSTOOD THIS SET OF N DESIGNED BEARING CAPACITY OF SOIL IS 2500 PSF 3000 PSI AT 28 DAYS; GROUT SLUMP SHALL BE AS INDICATED IN THE PROJECT SPECIFICATIONS. STRUCTURAL DRAWINGS 15 NOT ON FINAL FORM UNTIL IT BEARS THE BUILDING DEPARTMENT PLANS REVIEW PROCESS (SEE GEOTECHNICAL REPORT) I GROUT FOR FILLED CELLS SHALL BE POURED OR PUMPED IN LIFTS NOT TO EXCEED EIGHT (8) FEET IN HEIGHT, AND STAMP AND SIGNATURE OF APPROVAL. DESIGN LIVE LOAD: SHALL BE CONSOLIDATED AT TIME OF POURING BY RODDING OR VIBRATING f'c=3,000 PSI W/C=0.50 SUMP=8" WITH EXTERIOR CEILING INSTALLATION [ PLASTICIZERS. APARTMENT / RESIDENTIAL: 40 P.S.F P.S.F. STAIRS, CORRIDORS: 100 P.S.F. J PROVIDE KNOCKOUT CMU AT BASE OF EACH FILLED CELL TO ALLOW VISUAL VERIFICATION OF COMPLETE GROUT MIN. 5/8" STUCCO (2 GOATS) ON HIGH RIB LATH SECURED TO BOTTOM OF TRUSSES. THE RIB LATH NAILING SPECS SHALL BALCONIES: 60 P.S.F. PENETRATION. BE MADE IN ACCORDANCE W/ ASTM C 1063-03. NAILS SHALL BE SPACED AT EACH RIB 4 EXTEND INTO THE WOOD MEMBER 1� F ATTICS WITH STORAGE: 30 P.S.F.„ VERTICAL REINFORCING MUST HAVE A MINIMUM CLEARANCE OF 1/2 TO INSIDE FACE. VERTICAL BAR LAP 48 x BAR 3/4", NAILS SHALL BE LONG ENOUGH TO PROVIDE THE REQUIRED EMBEDMENT 41 WHEN BENT OVER, LAP (3) METAL r .' TUB AREAS: 60 P.S.F. K STRANDS. BATH DIAMETERS V T = REINFORCEMENT IN WALLS SHALL BE SECURED AND LATERALLY SUPPORTED AGAINST CONCRETE: D15PLACEMENT AT INTER . ­14OT EXCEEDING 1,�12 x BAR DIAMETER NOR 10 FT. - PRESSURE TREATED WOOD NOTE: ' L GROUT PLACEMENT STOPPED FOR (1) HOUR `ORMOREtSHOULD BE STOPPED (1 1/2") BELOW THE TOP OF THE MASONRY �` A CONCRETE DESIGN PER AC1.318.08 UNIT TO PROVIDE A KEY FOR SUBSEQUENT GROUTING. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED OR SEPARATED WITH (2) LAYERS OF 30 LS. C •, 6,„ .r M SEE FOUNDATION PLANS FOR ALL VERT REINFORCING. ALL VT{CAL REINFORCING TO EXTEND INTO UPPER MOST BEAM BUILDING PAPER. THE USE OFF GGA PRESSURE TREATED LUMBER 15 PROHIBITED. FOR INTERIOR APPLICATIONS (NOT rL •, ; � �9 B FOUNDATIONS: 3,000 P.5.1 OR PARAPET TOP BLOCK. EXPOSED TO WEATHER) PROVIDE SODIUM BORATE (58X) TREATED LUMBER. FOR EXTERIOR USE PROVIDE COPPER AZOLE SLAB ON GRADE: 3,000 P.S.I. CA OR AKALINE COPPER QUATERNARY ACQ LUMBER. FASTENERS AND CONNECTORS ACCEPTABLE FOR USE WITH a COLUMNS: 3/000 F.B.I.HORING P.S., i�l TEMPORARY BRACING AND OF WALLS TO PROVIDE STABILIT`''DURING CONSTRUCTION TO BE THE PRESSURE TREATED LUMBER SHALL BE HOT DIPPED GALVANIZED. NOT DIPPED GALVANIZED CONNECTORS SHALL MEET BEAMS: 3,000 P.S.I. RESPONSIBILITY OF THE CONTRACTOR. ASTM A653, CLASS G185 STANDARDS. HOT DIPPED GALVANIZED FASTENERS SHALL MEET ASTM A153 STANDARDS. STRUCTURAL SLA55: 4,000 P.S.I. O MASONRY CONSTRUCTION SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A CERTIFIED STRUCTURAL MASONRY FASTENERS USED TOGETHER SHALL BE SAME TYPE (E.G. HOT DIPPED NAILS WITH HOT DIPPED JOIST HANGERS). TYPE 304 C ALL CONCRETE WORK SHALL CONFORM TO "SPECIFICATIONS FOR STRUCTURAL .CONCRETE FOR BUILDINGS" (A.C.I.-301). CONTRACTOR. THE SUPERVISION OF THE MASONRY PORTION OF THE PROJECT SHALL BE A CERTIFIED STRUCTURAL AND 316 STAINLESS STEEL PRODUCTS ARE REQUIRED FOR MAXIMUM CORROSION RESISTANCE. DATE: 02-25-2018 REINFORCED CONCRETE SHALL BE DESIGNED PER ACI -318-08. MASONRY CONTRACTOR OR A CERTIFIED STRUCTURAL MASON AS RECOGNIZED BY THE FLORIDA c NCRET E AND PRODUCTS DESIGN BY: ASSOCIATION (FC*PA). TOE SENIOR MASONRY SUPERVISOR WILL BE RESPONSIBLE TO A55URE TWAT THE WORK 15 WELDING D CONCRETE CLEAR COVER: ACCOMPLISHED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE MA50NRY CONTRACTOR SHALL SUBMIT CREDENTIALS AW5 Dt.l CODE. DRAWN BY: R.B. FOUNDATIONS: 3" FROM THE (FG*i'-'A) TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR- TO BIDDING BEAMS: 1.50” TO STIRRUPS A WELDS SHALL HAVE ONE COAT OF RUST INHIBITIVE PAINT. ALL WELDING SHALL BE DONE BY A CERTIFIED WELDER. ALL REVIEWED BY: H.T. COLUMNS: 1.50" P MINIMUM CONTROL JOINT SPACING FOR CONCRETE MASONRY UNITS. WELDS SHALL BE INSPECTED AND CERTIFIED BY THE ERECTOR. 5LA55 NOT EXPOSED TO THE WEATHER: 0.75" SLA55 EXPOSED TO THE WEATHER: 1.50" E CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR SPACING FOR CONTROL JOINTS 8 ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF "THE STANDARD CODE FOR WELDING IN BUILDING �� CONSTRUCTION OF THE AMERICAN WELDING SOCIETY. WELDING ELECTRODES SHALL BE E70XX-LOW HYDROGEN FOR SHIELD AND METAL ARC WELDING. EXPRESSED AS RATIO OF PANEL 3 :: �: TO CONCRETE PLACEMENT FOR REVIEW OF A/E, CONCRETE SLUMP SHALL NOT EXCEED 5 +/- 1 PRIOR TO THE ADDITION LENGTH TO HEIGHT L/H C GROUT FOR COLUMN SASE PLATES AND PRESET BEARING PLATES SHALL 13E NON -SHRINK GROUT BY "EMBECO" OR WITH PANEL LENGTH L NOT TO EXCEED 50' OF PLASTICIZER APPROVED EQUAL. (5,000 PSI MINIMUM) F CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI -301 AND ASTM C -q4 FOR MEASURING, MIXING, D PROVIDE STANDARD A15C CONNECTIONS AT ALL BEAM TO COLUMN BEAM TO WALL CONDITIONS TO SAFETY SUPPORT 2/3 TRANSPORTING, ECT. CONCRETE TICKETS SHALL BE TIME STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME Q PROVIDE FILLED PRECAST U -LINTELS AT ALL OPENINGS WHERE CONCRETE BEAMS ARE NOT OF THE SAFE LOAD CARRY CAPACITY FOR THE GIVEN SPAN. UNLESS NOTED OTHERWISE ON DWGS, ALLOWED FROM WHEN WATER IS ADDED INTO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 01`0 SHOWN OR NOTED. MINUTES. IF FOR ANY REASON THERE 15 A DELAY SUCH THAT THE BATCH IS HELD FOR LONGER THAN q0 MINUTES, THE E SUBMIT SHOP DRAWINGS INDICATING ALL SHOP AND ERECTION DETAILS INCLUDING PROFILES, SIZES, SPACING AND CONCRETE SHALL BE DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS SLAB OPENING: LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOADS AND TOLERANCES. REPRESENTATIVE AND THE CONTRACTOR OF ANY NONCOMPLIANCE WITH THE ABOVE A WHERE OPENINGS THROUGH CONCRETE SLABS ARE REQUIRED, OPENING SHALL BE MADE PREFABRICATED WOOD TRUSS STRUCTURAL STEEL NOTES: BY BLOCKING OUT PRIOR TO PLACING OF THE CONCRETE. LOCATION OF ALL OPENINGS SHALL BE COORDINATED WITH PLUMBING, ELECTRICAL AND MECHANICAL PLANS. AN A BUILDER SHALL VERIFY ALL BEAM HEIGHTS (SHOWN ON BEAM SCHEDULE) AND SHALL CORDINATE WITH TRUSS AISC/ASD 13Tth EDITION RISC 325-051 ASTM STANDARDS RISC -503-08. AMOUNT OF STEEL EQUIVALENT TO THAT INTERRUPTED BY THE OPENING SHALL BE MANUFACTURER AND ANY OTHER RELATED TRADES AND SHALL NOTIFY THE A/E (IN WRITING ONLY) OF ANY A THE MATERIAL FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY W1144 THE SPECIFICATIONS FOR THE ADDED ON THE SIDES OF THE OPENING. DISCREPANCIES. WHERWISE THE A/E WILL ACCEPT NO RESPONSIBILITY FOR AND DISCREPANCIES. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS LATEST EDITION BY THE AMERICAN INSTITUTE CONCRETE WATERPROOFING: B BUILDER'S TRUSS MANUFACTURER SHALL PROVIDE THREE COMPLETE SETS OF FULLY ENGINEERED SHOP DRAWINGS (SIGNED OF STEEL CONSTRUCTION. STRUCTURE AT STEEL SHALL BE ASTM A-36, fy = 36 ksi FOR ANGLES, PLATES AND W -SHAPES. AND SEALED BY TRUSS COMPANY'S FLA. REGISTERED PROFESSIONAL ENGINEER) TO THE AMES DESIGN INTERNATIONAL FOR STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE '8', fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A-53, GRADE '8', A CONCRETE SLA55 EXPOSED TO THE ELEMENTS AND/OR ADJACENT TO AN A/C AREA SHALL HAVE A WATER TO CEMENT APPROVAL. TYPE 'E' OR 'S', fy = 35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE FILLED IN THE SHOP, ALL STRUCTURAL STEEL RATIO OF 0.45 TO 0.50 WITH AN f'c OF 5000 P.B.I. C BUILDER SHALL PROVIDE AND BE RESPONSIBLE FOR PROPER AND ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL SHALL HAVE ONE SHOP COAT OF RUST INHIBITIVE PAINT (TWO COATS FOR EXPOSED TO WEATHER). ANCHOR BOLTS AT B CONCRETE SLA55 EXPOSED TO THE ELEMENTS AND/OR ADJACENT TO AN A/C AREA SHALL BE TREATED WITH RELATED COMPONENTS FOR THE DURATION OF THE PROJECT AS PER T.P.I. BRACING WOOD, TRUSSES: COMMENTARY AND . e ANCHOR BASES SHALL BE ASTM A -307-N BOLTS WITH DOUBLE NUT LEVELING. ALL OT44ER BOLTS SHALL BE A -325-N BOLTS WATERPROOFING AGENT 'RHEONMIX 235' OR AN APPROVED EQUAL. RECOMMENDATIONS: TRUSS MANUFACTURER SHALL PROVIDE ADEQUATE PERMANENT BRACING FOR AIR HANDLER UNITS IN WITH WASHERS UNDER THE TURNED ELEMENT. 50LT5 SHALL BE TIGHTENED IN ACCORDANCE WITH THE (TURN OF THE NUT) G ALL BALCONIES AND CONCRETE SLABS EXPOSED TO ELEMENTS SHALL RECEIVE FLEXIBLE ATTIC AREA COORDINATE SAME WITH H.V.A.C. SUBCONTRACTOR. TRUSS MANUFACTURER SHALL ALSO PROVIDE PERMANENT METHOD. CEMENTITIOUS COATING 'MASTER SEAL 550' OR AN APPROVED EQUAL PRIOR TO ADEQUATE BRACING FOR CHANDELIERS AND COORDINATE WITH THE OWNER, AND/OR BUILDER AND ELECTRICAL CONTRACTOR. B STEEL WORK SHALL CONFORM TO THE AISC/ASD "SPECIFICATIONS" FOR THE DESIGN FABRICATION AND ERECTION OF INSTALLATION OF FINISH SURFACE. D ARCHITECT SHALL NOT BE HELD RESPONSIBLE FOR DESIGN OF TRUSSES AS INDICATED STRUCTURAL STEEL BUILDINGS, LATEST EDITION. ON TRUSS MANUFACTURER AS TO FEASIBILITY OF LAYOUT. C STEEL TUBING SHALL CONFORM TO ASTM A500 GRADE B STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL BE ASTM GRADE FORM WORK AND SNORING: E ALL GIRDER TRUSSES BEARING ON MASONRY OR CONCRETE WALL SHALL HAVE MIN. BRG. AS PER TRUSS ENGINEERING 4 w w A-572 Fy=50 KSI, ALL OTHER STEEL SHAPES SHALL BE ASTM DOMESTICALLY PROVIDED. SECURED TO WALL BELOW AS PER TRUSS ANCHORAGE SCHEDULE FORM WORK, SHORING AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS WALLS, AND FOOTINGS SHALL BE D BRACE AND MAINTAIN ALL STEEL IN ALIGNMENT UNTIL OTHER PARTS OF CONSTRUCTION NECESSARY FOR PERMANENT DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI -347, "RECOMMEND PRACTICE FOR CONCRETE FORM WORK" F REVIEW OF THE SHOP DRAWINGS BY THE ENGINEER SHALL NOT RELIEVE THE CONTRACTOR FROM HIS RESPONSIBILITY FOR SUPPORT ARE COMPLETED. CONTRACTOR 514ALL BE RESPONSIBLE FOR INSTALLING TEMPORARY SHORING AS REQUIRED FOR SEEING THAT THE WORK 15 COMPLETE, ACCURATE AND IN CONFORMITY WITH THE STRUCTURAL DRAWINGS. THE STABILITY OF THE STEEL FRAME UNTIL ALL STRUCTURAL ELEMENTS HAVE BEEN COMPLETED AND BUILDING 15 NATERPROOFING BY GENERAL CONTRACTOR: G INSTALL ALL NECESSARY TEMPORARY BRACING REQUIRED TO HOLD TRUSSES PLUMB UNTIL PERMANENT BRACING IS Q ENCLOSED. PROVIDE WATERPROOFING FOR HYDROSTATIC THRUST WHICH INCLUDES DRAINS TO RELEASE HYDROSTATIC THRUST ON ALL INSTALLED. INSTALL PERMANENT BRACING AND RELATED COMPONENTS PRIOR TO APPLICATION OF LOADS TO TRUSSES. E ANCHOR BOLTS SHALL BE ASTM A36 (UNO) THREADED EACH END WITH NUT AT BOTTOM TAKD WELDED SECURE. PLATE EXTERIOR WALLS BELOW GROUND ELEVATION AND SUBMIT SHOP DRAWINGS METHOD OF APPLICATION AND SPECIFICATIONS H DO NOT CUT OR REMOVE CHORDS OR OTHER TRUSS MEMBERS. DO NOT NOTCH OR DRILL MEMBERS UNLESS SUCH NOTCHING WASHER AT BOTTOM NUT SHALL NOT BE REQUIRED. CONFORM TO CHART BELOW FOR EMBED. FOR APPROVAL BY A/E. SEE ADDITIONAL WATERPROOFING NOTES. OR DRILLING IS PROVIDED IN THE DESIGN OF THE TRUSS ENGINEERING DRAWINGS. BOLT TYPE. MINIMUM EM- MINIMUM EMBEDDED TIE BEAM REINFORCING NOTES TIMBER - SOUTHERN PINE SELECT STRUCTURAL NO. 2 nH w MATERIAL BEDDED LENGTH EDGE DISTANCE F -i A307, A36 12d 5d> 4 in. A TIE COLUMN REINFORCING BAR SPLICES SHALL BE LAPPED 30" MINIMUM. A SENDING Fb = 1200 PSI SINGLE MEMBER, 1400 P51 REPETITIVE MEMBERS. HORIZONTAL SHEAR Fy = cf0 P51 l COMPRESSION PERPENDICULAR TO GRAIN = 405 PSI MODULUS OF ELASTICITY E = 117001000 PSI WET CONDITIONS OF SERVICE N•••j r A325, A440I 17d 7d> 4 in. B VERTICAL INTO THE BEAM. LL SUCHRCING RBARSALL BE PLACED IN 514ALL BE CONNTINUOUS FROM FNCRETE OLLED CELLS OTING G TO TIE NBEAM,LAND SHALLAND (SURFACED DRY, 1c(% MAX M.C.) L TERMINATE AT EACH END WITH A STANDARD ACI HOOK. ROOF SHEATHING NOTES: F--� G SPLICES IN TIE BEAM REINFORCING STEEL ON STRAIGHT RUNS SHALL BE PROVIDED BY LAPPING MINIMUM 30". REINFORCING STEEL NOTES: A %s" OR GREATER A.P.A. EXTERIOR EXPOSURE I, C -D SHEATHING GRADE PLYWOOD SHEATHING, INSTALLED CONT. MIN. OVER 3 D SPLICES IN TIE BEAM REINFORCING STEEL AROUND CORNERS SHALL BE PROVIDED BY BENDING TWO BARS, ONE OUTSIDE ROOF TRUSSES (2 SPANS) AND PERPENDICULAR TO ROOF FRAMING TRUSSES WITH PANEL END JOINTS STAGGERED. A REBAR SHALL BE ASTM A-615 GRADE 60 DERFORMED BARS, FREE FROM OIL, SCALE AND RUST PLACED IN ACCORDANCE TOP AND ONE OUTSIDE BOTTOM AROUND CORNER 30" MINIMUM, OR BY 'ADDING TWO #5 BARS, ONE OUTSIDE TOP AND ONE SHEATHING 544ALL BE NAILED TO ROOF TRUSSES W/8d COMMON NAILS X2Y21' LONG SPACING @ 6" O.G. @ PANEL EDGES AND [T Tn WITH THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE AGI STANDARDS AND SPECIFICATIONS. CONTRACTOR OUTSIDE BOTTOM WHICH EXTENDS 30" EACH WAY FROM CORNER. INTERMEDIATE SUPPORTS. SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP B GABLE ENDS: NAILED 70 ROOF TRUSSES W/Sd COMMON NAILS X2Y2' LONG SPACED @ 4" O.G. @PANEL EDGES AND V 1 ( ) 6 X BAR #, UNLESS OTHERWISE NOTED UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S REVIEW. E TIE BEAMS SHALL HAVE (4) # 3 TIES AT 12 INCHES O.G. AT CORNERS AND AT EACH BEND AND AT 36 INCHES O.C. ELSEWHEREINTERMEDIATE SUPPORTS FOR CONT. 6'-0" WIDE STRIP. ADD 2x4 BLOCKING FOR 2 -SPACING OF TRUSSES 4 NAILED AT EACH y O B PROVIDE 36"x36" CORNER BARS LAPPED AND TIED TO EACH BEAM REBAR, TYPICAL AT ALL CORNERS. THESE CORNER , PER FBC O END W/2 -16d NAILS @PLYWOOD JOINTS. NAIL THE PLYWOOD TO THE BLOCKING W/Sd NAILS @ 4" O.C.- SEE DETAIL BARS SHALL BE THE SAME SIZE AS LONGITUDINAL BEAM BARS. SEE DETAIL FOR ADDITIONAL INFORMATION SHOF DRAWING NOTES: INFORMATION SHEET Q� G WELDED WIRE MESH SHALL BE ASTM A-185, GRADE 55, FREE FROM OIL, SCALE AND RUST, AND SHALL BE PLACED IN G PERMANENT BRACING: 2x4 CONT. BOTTOM CHORD HORIZONTAL LATERAL BRACING @ V-0" O.C. TO EACH TRUSS W/2 -16d ACCORDANCE WITH AGI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS 21'' A SHOP DRAWINGS SHALL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT NAILS STIFFENED MIN.(3) TRUSSES W/DIAGONAL 2x4 CROSS -BRACING NOT TO EXCEED @ 20'-0" O/C W.(3) 16d NAILS @ EACH O O DOCUMENTS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT CONTACT POINT IN ENCLOSED AREAS. LATERAL BRACES @ 2'-0" O.C. FOR OPEN AREAS, W/1x4 CONT. M FOUNDATION NOTES DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS ECT.. ENGINEER TO REVIEW W O B ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR, PRIOR TO THE SUBMITTAL TO THE ARCHITECT / A THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEOTECHNICAL ENGINEER TO VERIFY SUCCE55FUL ENGINEER. DRAWING SUBMITTED WITHOUT REVIEW SHALL BE RETURNED UNCHECKED. TRACT DOCUMENTS ARE PROHIBITED COMPLETION OF SITE PREPARATION EFFORTS LOCATIONS FAILING TO MEET THE GEOTECHNICAL ENGINEERS REQUIREMENTS WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES THE CONTRACT DOCUMENTS WILL �•/ 1 w SHALL BE RECOMPACTED AND RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ENGINEER. WRITTEN GOVERN OVER THE SHOP DRAWINGS CHECKED. UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER. CERTIFICATION TWAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEOTECHNICAL ENGINEER. DIMENSIONS * COORDINATION B ALL FOOTINGS SHALL BEAR ON NATURAL SOIL PREPARED AS IN NOTE F BELOW. A DIMENSIONAL INFORMATION, PRICING, ALL DETAILS AND CONSTRUCTION SHALL BE BASED ON THE ENTIRE SET OF CONTRACT DOCUMENTS. ORDINATE THE REQUIREMENTS OF ALL PROFESSIONALS. USE INFORMATION FROM APPROVED SHOP DRAWINGS TO SUPPLEMENT CONTRACT DOCUMENTS WHERE NECESSARY. REPORT ANY DISCREPANCIES TO THE ARCHITECT PRIOR TO PROCEEDING. IF A CONFLICT EXISTS, THE MORE STRINGENT GOVERNS.