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16-4970a JURISDICTION-- CITY OF BOYNTON BEACH, FLORIDA OCCUPANCY CLASS-- RESIDENTIAL R-3 TYPE OF CONSTRUCTION --V FIRE SPRINKLER SYSTEM --NOT REQUIRED FIRE ALARM --NOT REQUIRED BUILDING CODE: 2014 FLORIDA BUILDING CODE 5TH EDITION ASCE 7-10 EXPOSURE: C BUILDING DESIGNED AS ENCLOSED MEAN ROOF HEIGHT. 13 FT IMPORTANCE FACTOR: 1.0 WIND VELOCITY: Vult=175 Vasd=105 qh=56.57 psf Kh=.85 Kzt=1.0 Gcpi=.18+/— GCpf=1.0+, 1.4— P=0.6w ROOF MATERIAL: ROLLED ROOFING PER PRODUCT APPROVAL ROOF DEAD LOAD: 30 PSF ROOF LIVE LOAD 25 PSF 0 SOIL BEARING CAPACITY: 2500 PSF 32" WIDE X 84" HIGH 0 REVIEWED FOR SHEAR WALL REQUIREMENTS : YES IMPACT PROTECTION: PER PRODUCT APPROVAL -- WINDOWS AND DOORS IMPACT RATED Q INTERNAL COEFFIECIENT: 0.18 14 RISK CATAGORY : II 16 END ZONE WIDTH FOR 30FT L BUILDING: 3 FT 18 COMPONENTS AND CLADDING DESIGN WIND PRESSURES WALL ROOF ZONE Leeward/Windward Leeward/Windward TRIBUT.AREA 10sf 1 —36.7 +23.1 ROOF PERIMETER 2 —63.8 +23.1 ROOF CORNER 3 —63.8 +23.1 WALL INFIELD 4 —43.4 +40.1 WALL CORNER 5 —53.6 +40.1 INSULATION: FLOOR NOT APPLICABLE WALLS R 4.1 MIN OR WALLS R13 ® 6" FRAME EXTERIOR ROOF R 30 MIN ROOF NAILING PATTERN IF REQUIRED 1. 2" DECK SCREWS AT 4" EDGE AND 4" FIELD WALL SHEATHING : N WINDOW AND DOOR SCI N0. NOMINAL SIZE WIDTH X HT. O 0 ® 32" WIDE X 84" HIGH 0 roN 10 11 Q 13 14 15 16 18 t1 t' 1 7'.! t ft' ] f 1' 7 n�:t A t' 11 t' it 1 t 1'�1 7'.71 "� 1' t. ♦t -1 ARCHITECTS I GENERAL CONTRACTORS A ROUND HILL DEVELOPMENT GROUP COMPANY 17968 115 TH AVE. NORTH JUPITER, FLORIDA 33478 PH: 561-216-1000 CELL 561-718-0831 319 167TH ST NO. MIAMI BEACH, FL, 33162 305-454-8000 WWW.ADVANCED—DESIGN—BUILDING.COM THESE DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF ROUND HELL DEVELOPMENT GROUP, BIC dbo ADVANCED DESIGN & BUILDING THEY ARE NOT 70 BE USED ON ANY OTHER PRO.ECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENTS WITH ROUND HIL DEVELOPMENT GROUP. NO DESIGN CHANGES WHICH ALTER THE INTENT OF THESE DRAWANGS OR SPECFICAMONS ARE 70 BE MADE WRTHOUT OBTAINING WRITTEN PERMISSION FROM ROUND HILL DEVELOPMENT GROUP. UNMR43291111M. MIN JONES ARCHITECT SEAL DATE: " CLIENT: ADDITION TO 410 NW 6TH AVE. BOYNTON BEACH, FLORIDA ADDRESS: LOOR PLAN REVISIONS: r DRAWN BY: JMG CHECKED BY: BVJ PROJECT #.- SCALE: :SCALE: I INCH N WINDOW AND DOOR SCHEDULE N0. NOMINAL SIZE WIDTH X HT. TYPE REMARKS 0 0 SEAL: , 0 DATE: x © 32" WIDE X 84" HIGH 6 PANEL IMPACT O O 10 11 13 14 15 16 18 CONTRACTOR Tib VERIFY ROW OPENING OIMMSIONS FOR DOORS AND WINDOWS ORDERED PRIOR TO CONSiRl1CM ALL DOORS AND WMOOW TO BE LOW E GLASS AND WACT '7 n' A" .. - _ss AR CHITECTS GENERAL CONTRACTORS A ROUND HILL DEVELOPMENT GROUP COMPANY 17968 115 TH AVE. NORTH JUPITER, FLORIDA 33478 PH: 561-216-1000 CELL 561-718-0831 319 167TH ST NO. MIAMI BEACH, FL, 33162 305-454-8000 WWW.ADVANCED—DESIGN—BUILDING.COM THESE DRAWINGS AND SPECIFICATIONS AM INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF ROUND FILL DEVELOPMENT GROUP. Nt/ cbc ADVANCED DESIGN & BUILDING. THEY ARE NOT f0 BE USED ON ANY OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENTS WITH ROUND HIL DEVELOPMENT GROUP. NO DESIGN CHANGES WHICH ALTER TFE INTENT OF THESE DRAWIIGS OR SPECRCATIONS ARE MADE MADE WITHOUT OBTAINING WRITTEN PERMISSION FROM ROUND HILL DEVELOPMENT GROUP. ARCHITECT. BERNARD JONES VI ARCHITECT 9? s SEAL: , DATE: x CLIENT: ADDITION TO 410 NW 6TH AVE. BOYNTON BEACH, FLORIDA ADDRESS: OFFICE COPY REVISIONS: DRAWN BY: JMG CHECKED BY: BVJ PROJECT 1p SCALE: i INCH A-2 SLOPE ROOF Y4" PER FOOT EAST ELEVATION ARCHITECTS GENERAL CONTRACTORS A ROUND HILL DEVELOPMENT GROUP COMPANY 17968 115 TH AVE. NORTH JUPITER, FLORIDA 33478 PH: 561-216-1000 CELL 561-718-0831 319 167TH ST NO. MIAMI BEACH, FL, 33162 305-454-8000 CE WWW.ADVANCED—DESIGN—BUILDING.COM THESE DRAWINGS AND SPECIFICATIONS ARE INSTRUMEIM OF SERVICE AND ARE THE PROPERTY OF ROUND HILL DEVELOPMENT GROUP. INC cba ADVANCED DESIGN do BUILDING. THEY ARE NOT TO BE USED ON ANY OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENTS WITH ROUND HIL DEVELOPMENT GROUP. NO DESIGN CHANGE WHICH ALTER THE INTENT OF THESE DRAW= OR SPECIFICATIONS ARE TD 9E MADE WITHOUT OBTAINING WRITTEN PERMISSION FROM ROUND HIL DEVELOPMENT GROUP. ARCHITECT: BERNARD JONES. ARCHITECTS F SEAL: t DATE: �c I'd CLIENT: ADDITION TO 410 NW 6TH AVE. BOYNTON BEACH, FLORIDA ADDRESS: EXISTING STING EXISTING EXISTING REAR ELEVATION SLOPE ROOF Y4" PER FOOT STUCCO FINISH TO MATCH EXISTING WEST ELEVATION EXTERIOR ELEVATIONS 6F,- CE" COPY REVISIONS: DRAWN BY: JMG CHECKED BY: BVJ PROJECT #.- SCALE: :SCALE: i INCH A 2 CASTCRETE LINTEL BEAM SCHEDULE MARK LEGNTH OF LINTEL GRAVITY LOAD UPLIFT LOAD BEAM COMPOSITE REMARKS ALLOWED APPLIED ALLOWED APPLIED SPACING NUMBER 4'-6" 6113 550 2724 650 8F16 -1B BOTH BOTTOM TOP FILLED CELL V-10" 4360 550 2093 650 8F16-1 2 2A V-10" 1451 250 909 250 817 -1B 3❑ 17'-4" 1609 650 993 700 8F24 -2T 4 4q 7'-6" 2632 650 1634 1350 8F16 -1B 4A 81712-18 7'-6" 1121 650 727 500 8F8-113 6❑ 19-4" 1282 550 841 500 8F24 -2T F-2 7❑ 4'-0" 6113 550 3079 650 81716-18 8 8A 9'-4" 2486 650 2084 700 81724-2T 8A 81716-18 a10'-6" F-9 2781 650 606 1000 8F16-113 F-4 10 11'-4" 2423 650 1728 1250 8F24 -2T 11 14'-0" 1697 550 1434 650 81724-2T 12 5'-6 4360 550 2093 650 8F16-16 F-6 1313'-4" 471 350 418 250 8F8-18 CONCRETE BLOCK COLUMN SCHEDULE MARK ELEV. (A.F.F.) SIZE REINFORCING TIES SEE NOTES REMARKS NUMBER SIZE SIZE SPACING NUMBER FC --1 A] SIZE DTH X DEP 8 X 8 MIN 1 #5 TOP BOTH BOTTOM TOP FILLED CELL C -1B X LEGNTH) WAYS C-2 OF-1 16" X 24" DOWEL INTO EXISTING F-7 C-3 CONTINUOU (2) #5 FONDATION W/ 6" EMBEDMENT F-2 F-8 F-3 F-9 F-4 F-10 F-5 F-6 NOTES: CONTRACTOR TO VERIFY AND USE EXACT ROUGH OPENINGS SIZES REQUIRED FOR THE WINDOW AND DOOR MANUFACTURES PRODUCTS USED FOUNDATION SCHEDULE' SIZE REINFORCING ARCHITEC SEAL: REINFORCING MARK DEPTH X WIDTHBOTTOM REMARKS MARK SIZE DTH X DEP REMARKS TOP BOTH BOTTOM TOP BOTH X LEGNTH) WAYS WAYS OF-1 16" X 24" DOWEL INTO EXISTING F-7 CONTINUOU (2) #5 FONDATION W/ 6" EMBEDMENT F-2 F-8 F-3 F-9 F-4 F-10 F-5 F-6 FOUNDATION ZBEAMZ COLUMN PLAN SCALE: 1/4 INCH 32'-4" FOOTINGS PER SCHEDULE ON CLEAN , TERMITE TREATED SOIL, COMPACTED TO MIN 2500 PSF, 6 MIL VAPOR BARRIER 6ND CORNER B/�RS A9_ n9 A9 n9 A9_ n» A9_n» At— not I 209-299 ARCHITECTS GENERAL CONTRACTORS A ROUND HILL DEVELOPMENT GROUP COMPANY 17968 115 TH AVE. NORTH JUPITER, FLORIDA 33478 PH: 561-216-1000 CELL 561-718-0831 319 167TH ST NO. MIAMI BEACH, FL, 33162 305-454-8000 .A CED-DESIGN-BUILDING.COM THESE DRAWINGS AND SPECIMAnONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF ROUND HILL DEVELOPMENT GROUP, INC./ cba ADVANCED DESIGN & BUILWNG. THEY ARE NOT TO BE USED ON ANY OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENTS WITH ROUND HILL DEVELOPMENT GROUP. NO DESIGN CHANGES WHICH ALTER THE INTENT OF THESE DRAWINGS OR SPECFICAnONS ARE TO BE MADE WITHOUT OBTAMO WRITTEN PERMISSION FROM ROUND HILL DEVELOPMENT GROUP. ARCHITECT. BERNARD JONES ARCHITEC SEAL: DATE: CLIENT: ADDRESS: FOUNDATON BEAM - COLUMN p OgqE COPY REVISIONS: DRAWN BY: JMG CHECKED BY: BVJ PROJECT #: SCALE: 4 INCH s U=1000 F1= 325 F2= 350 I.D. MANUF. TYPE BEARIN S1 SIMPSON LGT2 WOOD S2 SIMPSON LTS16 WOOD S3A SIMPSON SIMPSON MTS30 MTS16 WOOD WOOD S4 SIMPSON HD5A CONC. S5 SIMPSON HD1OA CONC. S6 SIMPSON THGBH3 LATERAL F1 S7 SIMPSON HGT-2 CONC. S8 SIMPSON MSTA 30 WOOD S9 SIMPSON HUS210 WOOD S10 SIMPSON HU212— WOOD 311 SIMPSON HETAL16 CONC. 312 SIMPSON HETA16 2 STRAPS CONC. TRUSS CONNECTOR TO SCHEDULE (10) CONNECTOR CONNECTOR CONNECTOR LATERAL F1 CONNECTOR LATERAL F2 FASTENERS TO STRUCTURE UPLIFT FLOOR 2050 CONNECTOR - - (14) 16D 775 CONNECTOR _ _ (6) 10 D X 1.5 1450 1000 — — — — 20 1ODS 7) 1ODS 2485 LATERAL F1 _ _ ANCHOR BOLT — 6 EMBED. 55 SIMPSON — _ 7/8 7/8 SSTB ANCHOR BOLT — 10" EMBED. 8010 12000 - - (8) X 6" EMB 10890 1100 - _ - (2) FX12 ANCHOR W/EPDXY 1835 DETAL 20 - (11) 10 DS 720 2845 - - - (30) 16D 905 1085 - (16) 16D 1810 415 1100 EMBEDDED 2035 1225 1055 EMBEDDED NOTES : 1, CONTRACTOR TO VERIFY USE OF COMPATIBLE HARDWARE WITH PRESSURE TP,EATED WOOD USED IN CONTACT WITH 2. CONTRACTOR TO VERIFY SIZES OF ALL CONNECTORS FOR PERFECT FIT 3. ALL EMBEDDED ANCHOR BOLTS TO HAVE SIMPSON HIGH STREGNTH 2 PART EPDXY 4. CONTRACTOR TO PROVIDE TRUSS ENGINEERING TO ARCHITECT PRIOR TO ORDERING 5. TRUSS HOLDOWNS TO BE REVIEWED PRIOR TO ORDERING TRUSSES TO VERIFY DESIGN UPLIFTS RELATIVE TO ACTUAL FASTENERS TO TRUSS (16) 16D (6) 10DX1.5 ?0) 1ODS ') 1ODS 2—j" THRU BOLTS 4-7/8" THRU BOLTS '10) 10 D +2- FHRU BLTS (16) 10 DS (11) 10 DS (10)16D (6)10D X 1.5 (14) 10D X 1.5 (12) 10 D X 1.5 FASTENERS TO TRUSS (10) TRUSS CONNECTOR SCHEDULE (16) D MANUF. TYPE BEARING CONNECTOR CONNECTOR CONNECTOR FASTENERS UPLIFT FLOOR LATERAL F1 LATERAL F2 TO STRUCTURE S13 SIMPSON HETAL 12 CONC. 1085 415 1100 EMBEDDED S14 SIMPSON DETAL 20 CONC. 2480 2000 1370 EMBEDDED S15 SIMPSON HGT — 2 CONC. 10980 750 500 EMBEDDED S16 SIMPSON H16-2 CONC. 2480 2000 1370 2- 1/4 TITAN S17 SIMPSON H10S CONC. 1065 2-3/8 X 4 TITAN NOTES : 1, CONTRACTOR TO VERIFY USE OF COMPATIBLE HARDWARE WITH PRESSURE TP,EATED WOOD USED IN CONTACT WITH 2. CONTRACTOR TO VERIFY SIZES OF ALL CONNECTORS FOR PERFECT FIT 3. ALL EMBEDDED ANCHOR BOLTS TO HAVE SIMPSON HIGH STREGNTH 2 PART EPDXY 4. CONTRACTOR TO PROVIDE TRUSS ENGINEERING TO ARCHITECT PRIOR TO ORDERING 5. TRUSS HOLDOWNS TO BE REVIEWED PRIOR TO ORDERING TRUSSES TO VERIFY DESIGN UPLIFTS RELATIVE TO ACTUAL FASTENERS TO TRUSS (16) 16D (6) 10DX1.5 ?0) 1ODS ') 1ODS 2—j" THRU BOLTS 4-7/8" THRU BOLTS '10) 10 D +2- FHRU BLTS (16) 10 DS (11) 10 DS (10)16D (6)10D X 1.5 (14) 10D X 1.5 (12) 10 D X 1.5 FASTENERS TO TRUSS (10) 10 D X 1.5 (18) 10 D X 1.5 (16) 10 D (2) 10 D X 1.5 M : b NOTES :ARCHITECTS GENERAL CONTRACTORS A ROUND HILL DEVELOPMENT GROUP COMPANY 17968 115 TH AVE. NORTH JUPITER, FLORIDA 33478 PH: 561-216-1000 CELL 561-718-0831 319 167TH ST NO. MIAMI BEACH, FL, 33162 305-454-8000 WWW.ADVANCED—DESIGN—BUILDING. COM An INs7RUI48m OF SERRMCWNM E AND � TM PROPERTY OF ROUND FILL DEVELOPMENT GROIN+. MC / dbo ADVANCED ANY O'DERR of USED EONCT EXCEPT 8Y WRITTEN AGREEMENTS W M ROUND HILL NO DESIONANS N�iq{T GR�OU�p. 1HE WMT OF THESE DRAYNNGS OR SPECFICAiION3 ARE 7O BE MADE WITHOUT OBTADNNG WRITTEN PERMISSION FROM ROUND HIV. DEVELOPMENT GROUP. ARCHITECT: BERNARD JONES ARCHITECT SEAL— DATE: - NOTES CLIENT: ROOF FRAMING p �,4i_ 8 VOW REVISIONS: DRAWN BY: JMG CHECKED BY: BVJ PROJECT #: SCALE: 4 INCH s-2 EXISTING LEGEND AMPS TOTAL POLES VA WALL MOUNT FIRE SUPPRESSION O AT KITCHEN CKT. NO. HOOD P (LING P L ENDANT LAMP(HEAT)EXISTING PENDANT ° SWITCH LETTER • • NEW ADDED FIRE F.SPRINLER SPRINKLER HEAD HEAD POLES AMPS ORECESSED MAKE UP AIR LIGHT 1 CEILING RETURN AIR GRILLE SURFACE 20 MOUNT 12 GENERAL LIGHTING 3 1 X 4 FLUORESCENT SUPPLY S [nil �4" REGISTER 2 X 4 CEILING FAN FLUORESCENT 6 IfEXIT SIGN/EMERGENCY LIGHT COMBO \ B EXHAUST FAN EXIT SIGN SWITCH 3 WAY $ � SWITCH 2 PANEL EMERGENCY LIGHTING A -10 -,.CIRCUIT NO. 7 GROUND TYPE DUPLEX RECEPTACLE P� FIRE ALARM PULL STATION 120V-20AMP INTEGRAL FAULT GFl INTERRUPT PROTECTION CD COMBINATION /VISIBLE STROBE GROUND TYPE DUPLEX RECEPTACLE120V-20AMP owpWEATHERPROOF TYPE CD=CANDELA CD=CANDELA 80"-96" AFF RATING SETTING GROUND TYPE SINGLE RECEPTACLE 12OV--20AMP +18"AFF UNLESS NOTED ($ OTHERWISE GROUND TYPE DUPLEX RECEPTACLE (D 120V - 20 AMP MOUNTED IN CEILING GROUND TYPE DUPLEX OUTLET 120V-20AMP +18"AFF U.N.O. GROUND TYPE DOUBLE DUPLEX RECEPTACLE 120V-20AMP MOUNTED ($ IN TWO GANG OUTLET BOX AT 50 2 12,000 1WAFF UNLESS NOTED OTHERWISE GROUND TYPE DUPLEX 12OV-20AMP MOUNT ABOVE 30A 120V SPECIAL PURPOSE OUTLET (SUFFIX INDICATES AMPS) COUNTER OR AT HEIGHT NOTED 00C � 220V COMMUNICATIONS OUTLET Q C K, 3 WIRE 1� OR 4 WIRE SPECIAL PURPOSE OUTLET (SUFFIX INDICATES AMPS) J S SECURITY JUNCTION BOXRADIO SATELLITE TV OUTLET SRA ANTENNA El 12 1000 CONDUIT SECURITY KEY PAD THRU WALL SMOKE DETECTOR O (PHOTOELECTRIC) WIRELESS TELEPHONE WAP ACCESS OUTLET POINT • CM CARBON MONOCIDE DRYER EMERGENCY CALL/PUSH BUTTON PUBLIC ADDRESS NTERCOM OSPEAKER (CEILING MOUNT) ° suFFlx (INTEGRATED TO SECURITY SYSTEM) INDICATES MICROPHONE OUTLET ❑M (MICROPHONE SYSTEM) ° _—SUFFIX O PUBLIC ADDRESS/INTERCOM SPEAKER (WALL MOUNT) ° \ SUFFIX INDICATES INDICATES INPUT+OUTPUT 20 1 1,500 12 WASHER CAM SECURITY CAMERA SECURITY MOTION SENSOR 12 1000 ITI THERMOSTAT POINT OF SERVICE 106 10 BASE T WIRING © 0 SPEAKER WIRE POINT AT VC SPEAKER VOLUMN CONTROL ® RESTROOM A/C SUPPLY ® RESTROOM EXHAUST FAN AIR DIFFUSER EXTERIOR GFI'S SPECIFICATION: SQUARE ELECTRICAL MAINS: LUGS ONLY MAIN BUS RATING: 150 51—PH, LOCATION: LIVING RM 1 20/240 VOLTAGE: 3—WIRE PANEL A MOUNTING: FLUSH MOUNT AMPS TOTAL POLES VA WIRE SIZE DESCRIPTION CKT. NO. CKT. NO. 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 DESCRIPTION WIRE TOTAL SIZE VA POLES AMPS 20 1 1500 12 GENERAL LIGHTING 1 SMALL APPLIANCES 12 1,500 1 20 20 1 1500 12 GENERAL LIGHTING 3 SMALL APPLIANCES 12 1,500 1 20 60 2 (10,000) 6 AHU HEAT STRIP #1 5 GARAGE 6 5,000 2 30 7 40 2 * 8 ACU #1 9 11 50 2 12,000 6 RANGE 13 LIVING ROOM LIGHTING 12 1000 1 20 15 LIVING ROOM POWER 12 1000 1 20 25 2 3500 6 WATER PUMP 17 DRYER 6 5,000 2 30 19 20 1 1,500 12 WASHER 21 BATH GFI'S 12 1000 1 20 20 1 1,200 12 DISHWASHER 23 EXTERIOR GFI'S 12 1000 1 20 20 1 1,000 12 GARBAGE DISPOSAL 25 DINING/BREAKFAST LTG. 12 1500 1 20 20 1 500 12 REFRIGERATOR #1 27 KITCHEN LIGHTING 12 1000 1 20 20 1 1,500 12 MICROWAVE 29 BATH LIGHTS 12 1,000 1 20 15 1 419 12 FOYER/ENTRY 31 BEDROOM POWER 12 1000 1 20 15 1 1000 12 EXTERIOR GFI 33 SMOKE DETECTORS 12 1,000 1 20 35 37 39 SPARE 41 SPARE SUBTOTAL r25619 TOTAL LOAD(WATTS)= 48119 WATTS 22500 SUBTOTAL DEMAND LOAD CALCULATIONS TOTAL GENERATED CALCULATED LOAD: FIRST 10 KW 0100% : 10,000 REMAINDER ® 40% : 16647 A/C 10 KW 0100% 10,000 TOTAL: 35247 CURRENT PER PHASE = TOTAL LOAD (VA) / (240)t 147 AMPS 39,407 150 AMP SERVICE * VERIFY ALL EQUIPMENT LOAD, BREAKER, AND WIRE SIZES PRIOR TO INSTALLATIONS M PANEL A ELECTRIC M.C.B. METER 200 AMP 200 AMP SERVICE 3 #2/0 IN 2": C. UNDERGRbUND SERVICE L #2 CU IN 1.5" CONDUIT GROUNDING ELECTRODE UFER GROUNDING PER NEC — 1 3 POINT GROUND FIELD ATTACHED TO #5 FOOTING STEEL ENCASED IN CONCRETE FOOTING FOR MIN 30 FEET UNDERGROUND COLD WATER PIPE(CU) CONCRETE ENCASSED ELECTRODE ELECTRICAL RISER DIAGRAM NTS �TRICAL NOTES: 1. ALL EXISTING AND NEW WORK SHALL BE IN COMPLIANCE WITH ALL APPLICABLE NATIONAL, (N.E.C), FBC, AND LOCAL CODES. 2. FIXTURES, RECEPTACLES, SWITCHES MARKED WITH AN "E" ARE TO REMAIN(SALVAGED IN THE RENOVATION AREA ALL OTHER ELECTRICAL ITEMS REMAIN UNCHANGED OR BROUGHT UP TO EXISTING CODE AS REQUIRED). 3 SMOKE DETECTORS WTr9N AND OUTSIDE SLEEPING ROOMS SHALL BE HARDWIRED AND INTERCONNECTED THRU OUT THE HOUSE. 4. ALL BATHROOMS SHALL HAVE A DEDICATED 20 AMP CIRCUIT 5, ALL SLEEPING ROOMS AND OTHER REQUIRED AREAS SHALL HAVE BE ON AN ARC- FAULT INTERUPTED CIRCUIT PER N.E.C. £. TAMPER PROOF RECEPTACLES AS REQUIRED BY CODE 7. NEW ELECTRICAL PROVIDED IN GARAGE TO LIVING ROOM CONVERSION 8 NEW ELECTIRICAL IN DINING,. STUDY, KITCHEN SMALL COUNTER AREA ONLY 9. NEW LIGHTS AT EXTERIOR EXIT DOORS AT MASTER BEDROOM AND FAMILY 10. ALL OTHER AREA NO OTHER ELECTRICAL UNLESS NOTED OTHERWISE ARCHITECTS GENERAL CONTRACTORS A ROUND HILL DEVELOPMENT GROUP COMPANY 17968 115 TH AVE. NORTH JUPITER, FLORIDA 33478 PH: 561-216-1000 CELL 561-718-0831 319 167TH ST NO. MIAMI BEACH, FL, 33162 305-454-8000 WWW.ADVANCED—DESIGN—BUILDING.COM THESE DRAWINGS AND SPECIFICATIONS ARE IIdSS7RUMEMIS OF SERVICE AND ARE THE PROPERTY OF ROUND FILL DEVELOPMENT OROUP, INC. ba ADVANCED DESIGN do BUILDING THEY ARE NOT BE USED ON ANY 07M PROJECTS OR EX7ENS10NS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENTS WITH ROUND HILL DEVELOPMENT GROUP. NO DESIGN CHANGES WHICH ALTER TEE INTENT OF THESE DRAWINGS OR VECFICA71ONS ARE 70 BE MADE WITHOUT OBTAINING WRITTEN PERMISSION FROM ROUND HILL DEVELOPMENT GROUP. ARCHITECT. BERNARD JONES° ARCHITECT SEAL• * { %� ,7,_� DATE: CLIENT: ADDRESS: LECTRI CAL 'LAN REVISIONS: DRAWN BY: JMG CHECKED BY- BVJ PROJECT #: SCALE: i INCH (2) 2 x 8 BLOCKING LAID FLAT BETWEEN EXISTING TRUSSES --Y4" X 4" EMBED. TAPCONS Ate- " TO EXISTING BEANS -1 I ROLLED ROOFING PER PRODUCT APPROVAL 5/8 INCH EXT. PLYWOOD W/ 2" DECK SCREWS AT 4"O.C. SLOPE AT Y4" PER FOOT 2 X 10 ROOFD RAFTERS AT 24" O.C. ^, OPTIONAL R-30 BATT OR ISONYNENE INSULATION HEAD/JAMB DETAIL (DOOR) 5/8 INCH FIRECODE DRYWALL 2 COURSES BOND BEAM,, --- OR LINTEL ASSEMBLY WITH 1- NO. 5 BAR CONTINUOUS AND CORNER BARS 8"X 8" FILLED -CELL 8 " CONCRETE BLOCK WITH VERTICAL REINFORCING F PLAN EXISTING 4" PATIO WALL SECTION DETAIL FIN. GRADE: ® (-2") 8" 16"x 24" FOOTING PER SOHENDULE FOOTING @ EXTERINe WALLS O H CONNECTOR PER SCHEDULE 1 X 4 PT DRIP EDGE ON 2 X 10 FASCIA ILELEV. TOP OF BEAM 8-0" A.F.F. OR PER PLAN L 2 X 10 CEDAR FASCIA HI -RIB LATH AND STUCCO SOFFIT WITH 10" X 20" VENTS AT 6 FT. ON CENTER SEE BEAM SCHEDULE FOR LINTEL, BEAM AND OTHER STUCCO OPENING DETAILS SEE FOUNDATION PLAN FOR NEW FOOTIING ,gkELEV. F.F. -0 A.F.F. 0 -MATCHING DOWELS FOR COLUMNS 48 BAR DIA. MIN. W/STD. HOOKS 4" CONC. SLAB I . Bt 6 MIL. VAPOR BARRIER OVER CLEAN COMPACTED FILL TO 95% DENSITY TERMITE TREATED WIND DESIGN DATA STUCCO, CLADDING. DOORS AND WINDOWS: ZONE 4: +48.7 PSF MAX., -50.6 PSF MIN ZONE 5: +49.4 PSF MAX., -54.3 PSF MIN END ZONE WIDTH: 4 FT 0/H GARAGE DOORS: + 38 .0 PSF MAX.- 42.0 PSF MIN THE ULTIMATE WIND SPEED WAS USED TO DETERMINE THESE COMPONENT AND CLADDING PRESSURES. ALL EXTERIOR GLAZED OPENINGS SHALL BE PROTECTED FROM WIND BORNE DEBRIS AS PER SECTION 1609.1.2 FBC 2014 THE SITE OF THIS BUILDING IS NOT SUBJECT TO TOPOGRAPHICAL WIND EFFECTS AS PER SECTION 1609.1.1.1 OF THE 2014 FBC. COMPONENT AND CLADDING DESIGN PRESSURES: THE EXTERIOR SHELL OF THIS BUILDINGS ENVELOPE IS DIVIDED INTO 5 DIFFERENT ZONES AS SHOWN IN THIS DIAGRAM: 3 Q 2 i 2 0 /�x0 3 � O O�� O,1 /�/ O 5 V ! I 3 3 ® I ®I I I ( ® I 51 Ip o I I STRUCTURAL NOTES: 1. THE DESIGN COMPLIES WITH THE FLORIDA BUILDING CODE - 2014 EDITION AND REFERENCED CODES AND SPECIFIATIONS SHALL BE THE LATEST AT THE TIME OF PERMITTING. 2. BASED ON ANSI/ASCE 7-10: BASIC WIND VELOCITY = 175 MPH OCCUPANCY CATEGORY = II EXPOSURE C 3. ROOF DESIGN LOADS: DEAD LOADS: 25 PSF LIVE LOADS: 30 PSF SEE ROOF FRAMING PLAN FOR UPLIFT DESIGN LDS. 4. FLOOR DESIGN LOADS: DEAD LOADS 25 PSF LIVE LOADS 40 PSF 5. ALL CONCRETE TO BE REGULAR WEIGHT WITH A DESIGN STREGNTH OF 3000 PSI A 28 DAYS WITH MAXIMUM SLUMP OF 4" 6. ALL REINFORCING TO BE NEW BILLET STEEL CONFORMING TO THE LATEST ASTM A-615 GRADE 60 , FABRICATED IN ACCORDANCE WITH THE CRSI MANUAL OF STANDARD PRACTICE AND PLACED IN ACCORDANCE WITH LAP SPLICE A.C.I. 318-02 SEC. 12.2.3, 30.5" MIN. 7. CONCRETE COVER UNLESS NOTED OTHERWISE ON DRAWINGS TO BE: COLUMNS AND BEAMS ( TO THE TIES): 1.5" GRADE BEAMS" 3" EXTERIOR SLABS ON GRADE: BOTTOM: 1.5" TOP: 2" ABOVE. LAP 36 BAR DIAMETER OR MIN OF 18 8. COLUMN REINFORCEMENT: DOWELS TO BE 48" INCHES , U.N.O. PROVIDE RIGID TEMPLETS FOR DOWEL LOCATION. PROVIDE STANDARD HOOOKS AT TOP OF ALL VERTICAL REINFORCEMENT AT NON CONTINUOUS COLUMNS. SAME SIZE AND NUMBER AS VERTICAL REBARS 9. BEAM REINFORCEMENT: LAPPED 36 BAR DIAMETER OR MINIMUM 18 INCHES ( SEE ANY BEAM DIAGRAMS) BOTTOM BARS TO BE SPLICED ONLY AT SUPPORTS, TOP BAR SPLICES ONLY AT MID SPANS. ALL TOP BARS HOOKED AT NONCONTINUOUS EDGES U.N.O. ALL HOOKS TO BE STANDARD 90 DEGREE HOOKS AT REQUIRED. 10_ ADDED REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS IN FOUNDATION AND BEAMS BENT 36 INCHES MINIMUM EACH WAY AT "L" AND "T" CORNERS IN OUTER FACES OF ALL BEAMS TO MATCH ALL HORIZONTAL BARS( TOP, INTERMETIATE, BOTTOM REBARS ) 11. SEE PLAN FOR MINIMUM SIZE CONCRETE TIE -BEAM AND COLUMN REQUIREMENTS. 12. SOIL STATEMENT: THE NATURE AND CHARACTER OF THE SOIL CONDITION BENEATH THE STRUCTURAL FOUNDATION HAS BEEN PRESUMED TO HAVE AN ALLOWABLE BEARING CAPACITY OF 2,500 PSF AT THE TIME OF CONSTRUCTION STRUCTURAL WOOD: 1. TO CONFORM TO RULES OF THE MANUFACTURER'S ASSOCIATION ULNDER WHOSE RULES THE LUMBER IS PRODUCED(SEE SUPPLIER'S SPECIFICATIONS). 2. TO BE AIR DRIED , WELL SEASONED AND GRADE MARKED AT MILL. 3. TO BE NO. 2 SOUTHERN PINE 4. ALL STUCTURAL WOOD TO BE SURFACED (4) SIDES (S -4-S) WITHA MINIUMN FIBER STRESS IN BENDING OF 1,200 P.SI. AN DA MAXIUMUM MOISTURE CONTENT OF 19 PERCENT. 5. ALL LUMBER AND PLYWOOD IN CONTACT WITH CONCRETE, STUCCO, MASONRY AND OTHER CEMENTATIOUS MATERIALS SHALL BE TREATED TO COMPLY WITH AWPA STANDARD LP -2. 6. STORE ALL LUMBER ABOVE GRADE OR FLOOR . STACK TO ALLOW PROPER AIR CIRUCULATION AND PROTECT FROM WETTING WITH SUITABLE COVER. SPECIAL INSPECTOR NOTES: 1. SPECIAL INSPECTOR REQUIRED FOR TRUSSES 35 FT LONG OR GREATER OR 6 FT HIGH OR GREATER PER 2319.17.2.4.2 (R 4409.6.17.2.4.2) 2. SPECIAL INSPECTOR REQUIRED FOR REINFORCED MASONRY GROUTING 2122.2.4 (R4407.5.4) 3. SPECIAL INSPECTOR REQUIRED FOR SOIL COMPACTION PER FBC 1820.3.1 (R4404.4.3) REINFORCED MASONRY WALLS 1. HOLLOW LOAD BEARING MASONRY UNITS SHALL CONFIRM TO ASTM C-90, TYPE 1, GRADE N, SQUARE END, WITH MIN. AVERAGE COMPRESSIVE STREGNTH OF F'M = 1500 PSI 2.. SPEICAL INSPECTOR SERVICES REQUIRED FOR ALL REINFORCED MASONRY CONSTRUCTION. THE SPECIAL INSPECTOR SHALL INSPECT THE PLACING OF REBARS IN CELLS , VERIFYING THE CLEANLINESS OF THE CELLS TO BE GROUTED AND OBSERVE THE PLACING OF GROUT OR CONCRETE INTO THE CELLS. 3. MORTAR SHALL CONFORM TO ASTM C- 270 , TYPE M OR S. 4. LAY ALL MASONRY WITH FULL FACE HEAD JOINTS AND WITH FACE SHELL MORTAR BEDDING 5. USE OF ADMIXTURES ARE NOT PERMITTED 6. VERITCAL REINFORCING: A. ASTM A-615 PER REINFORCING SECTION B. VERTICAL REINFORCING STEEL WILL BE CENTERED ON THE CELL WITH LAP OF 48 BAR DIAMETERS. C. VERTICAL REINFORCEMENT IS REQUIRED AT EACH SIDE OF AN OPENING IN WALL, AT INTERSECTIONS, CORNERS AND ENDS. REINFORCING SHALL BE AS SPECIFIED OR MIN. NO. 5 BARS HORIZONTAL REINFORCING: PROVIDE #9 GAGE, LADDER TYPE HORIZONTAL JOINT REINFORCING EVERY SECOND BLOCK COURSE (1'4" HOOKED IN TO THE BOND BEAM AT NON - CONTINOUS END OF REBARS D. ALL VERTICAL REINFORCING SHALL BE REQUIRED FOR LIFTS HIGHER THAN 5 FEET, MAX. "L"INTERSECTIONS. ANCHOR TO COLUMNS WITH LIFT TO BE 8 FT ON H. MINIMUM 4" EXTENSION INTO COLUMN POURED AREA 8. PROVIDE " DOBE TAIL ANCHORS AT 16 INCHES ON CENTER FOR ALL MASONRY PLACED ADJACENT TO ALREADY IN PLACE COLUNS 9. CELL FILING CONCRETE SHALL BE "PEA DOCK" CONCRETE MIX (8" TO 9" SLUMP) OR GROUT WITH f'C= 3,500 PSI MIN. AT 28 DAYS. 10. LINTELS: THE CONTRACTOR SHALL PROVIDE PRECAST CONCRETE LINTELS PER SCHEDULE WOOD TRUSSES THE BUILDING CODE REQUIRES THE ENGINEER OF RECORD TO INCLUDE WITH ALL RECORD PLANS COMPLETE TRUSS FRAMING PLANS, INCLUDING CONNECTIONS AND LOADING DATA, TO THE BUILDING DEPARTMENT FOR PERMIT . THE TRUSS DESIGNER DELEGATED ENGINEER MUST FOLLOW THE LAYOUT TO THE TRUSSES AND GIRDER TRUSSES AS SNOWN ON THE STRUCTURAL FRAMING PLAN . IN THE EVENT THAN THE TRUSS DESIGN ENGINEER REQUIRES A CHANGE IN THE LAYOUT , HE MUST CONTACT THE ENGINEER OF RECORD (AS SOON AS POSSIBLE AND DURING THE DESIGN PHASE) AND PROVIDE THE PERTINENT INFORMATION (LOCATION AND MANGINTUDE OF LOADS) TO THE ENGINEER OF RECORD. IN THE EVENT THAT SUCH COORDINATION DID NOT TAKE PLACE , PRIOR TO PERMITTTING OF THE PROJECT THE OWNER OR CONTRACTOR SHALL PROVIDE TRUSS SHOP DRAWINGS, FOR THE A/E REVIEW, PRIOR TO START OF FOUNDATION CONSTRUCTION. THE STRUCTURAL FRAMING PLANS OF RECORD WILL BE MODIFIED TO INCLUDE ALL THE INFORMATION CHANGED ON THE SHOP DRAWINGS, AND NEW FRAMING PLANS ISSUED (AT AN ADDITIONAL COST). NO FOUNDATION WORK SHALL BEGIN BEFORE THE STRUCTUAL ROOF AND FLOORS TRUSS FRAMING PLANS HAVE BEEN VERIFIED AND COORDINATED WITH THE ENGINEERED TRUSS SHOP DRAWINGS. 1. DESIGN AND FABRICATED IN ACCORDANCE WITH " NATIONAL DESIGN SPECIFICATIONS FOR STRESS GRADE LUMBER AND ITS FASTENERS" BY NFPA. 2. TRUSSES DESIGNED AND SEALED BY FLORIDA REG. ENGINEER AND THEY SHALL BE DESIGNED IN COMPLIANCE WITH THE FLORIDA BUILDING CODE, INCLUDING THE PERMANENT BRACING. 3. TRUSS ENGINEER SHALL INDICATE THE NET WIND UPLIFT REACTIONS FOR EACH TRUSS AND GIRDER TRUSS. EACH TRUSS SHALL BE STRAPPED TO THE SUPPORT WITH A HURRICANE CONNECTOR (AS DETAILED ON THE PLAN). 4. THE TRUSS ENGINEER SHALL PROVIDE INFORMATION AND SHOW ON THEIR LAYOUT ALL LATERAL BRACING REQUIRED OF ANY TRUSS AS REQUIRED BY THE TRUSS PLATE INSTITUTE. 5. ALL TRUSSES TO BE INSTALLED WITHIN THE OUT OF PLANE OR PLUMB TOLERANCES DICTATED BY THE TRUSS PLATE INSTITUTE. 6. INTALLATION OF TRUSSES LONGER THAN 35 FT OR HIGHER THAN 6FT IN HEIGHT SHALL BE MADE UNDER THE DIRECT SUPERVISION OF A LICENCED STRUCTURAL ENGINEER OR ARCHITECT. ARCHITECTS T GENERAL CONTRACTORS A ROUND HILL DEVELOPMENT GROUP COMPANY 17968 115 TH AVE. NORTH JUPITER, FLORIDA 33478 PH: 561-216-1000 CELL 561-718-0831 319 167TH ST NO. MIAMI BEACH, FL, 33162 305-454-8000 WWW.ADVANCED-DESIGN-BUILDING.COM THESE DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF ROUND HILL DEVELOPMENT GROUP. INC./ cba ADVANCED DESIGN & BUI DWL THEY ARE NOT �0 USED ON ANY 07M PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENTS MATH ROUND HILL DEVELOPMENT GROUP. NO DESIGN CHANGES WHICH ALTER THE INTENT OF THESE DRAYMM OR SPECFiC IM ARE 70 BE MADE WITHOUT OBTAINING WRITTEN PERMISSION FROM ROUND HILL DEVELOPMENT GROUP. CLIENT: DETAILS OFFICE COPY REVISIONS: DRAWN BY: JMG CHECKED BY: BVJ PROJECT #.- SCALE: :SCALE: j INCH 3/4" STUCCO 2x6 P.T. BUCK SET IN SEALANT FASTEN W/ (2) 1/4 IN x 3" LG. TAPCONS @ 16 0/C 6" FROM ENDS {i DOOR TRIM DOOR FRAME PER PRO. AP. FASTEN TO BUCK W/ ((2) #6 x 2" LG. P.H. SMS SCREWS Q 2'-0" 0/C SEALANT (TYP.) STUCCO FINISH HEAD/JAMB DETAIL (DOOR) 5/8 INCH FIRECODE DRYWALL 2 COURSES BOND BEAM,, --- OR LINTEL ASSEMBLY WITH 1- NO. 5 BAR CONTINUOUS AND CORNER BARS 8"X 8" FILLED -CELL 8 " CONCRETE BLOCK WITH VERTICAL REINFORCING F PLAN EXISTING 4" PATIO WALL SECTION DETAIL FIN. GRADE: ® (-2") 8" 16"x 24" FOOTING PER SOHENDULE FOOTING @ EXTERINe WALLS O H CONNECTOR PER SCHEDULE 1 X 4 PT DRIP EDGE ON 2 X 10 FASCIA ILELEV. TOP OF BEAM 8-0" A.F.F. OR PER PLAN L 2 X 10 CEDAR FASCIA HI -RIB LATH AND STUCCO SOFFIT WITH 10" X 20" VENTS AT 6 FT. ON CENTER SEE BEAM SCHEDULE FOR LINTEL, BEAM AND OTHER STUCCO OPENING DETAILS SEE FOUNDATION PLAN FOR NEW FOOTIING ,gkELEV. F.F. -0 A.F.F. 0 -MATCHING DOWELS FOR COLUMNS 48 BAR DIA. MIN. W/STD. HOOKS 4" CONC. SLAB I . Bt 6 MIL. VAPOR BARRIER OVER CLEAN COMPACTED FILL TO 95% DENSITY TERMITE TREATED WIND DESIGN DATA STUCCO, CLADDING. DOORS AND WINDOWS: ZONE 4: +48.7 PSF MAX., -50.6 PSF MIN ZONE 5: +49.4 PSF MAX., -54.3 PSF MIN END ZONE WIDTH: 4 FT 0/H GARAGE DOORS: + 38 .0 PSF MAX.- 42.0 PSF MIN THE ULTIMATE WIND SPEED WAS USED TO DETERMINE THESE COMPONENT AND CLADDING PRESSURES. ALL EXTERIOR GLAZED OPENINGS SHALL BE PROTECTED FROM WIND BORNE DEBRIS AS PER SECTION 1609.1.2 FBC 2014 THE SITE OF THIS BUILDING IS NOT SUBJECT TO TOPOGRAPHICAL WIND EFFECTS AS PER SECTION 1609.1.1.1 OF THE 2014 FBC. COMPONENT AND CLADDING DESIGN PRESSURES: THE EXTERIOR SHELL OF THIS BUILDINGS ENVELOPE IS DIVIDED INTO 5 DIFFERENT ZONES AS SHOWN IN THIS DIAGRAM: 3 Q 2 i 2 0 /�x0 3 � O O�� O,1 /�/ O 5 V ! I 3 3 ® I ®I I I ( ® I 51 Ip o I I STRUCTURAL NOTES: 1. THE DESIGN COMPLIES WITH THE FLORIDA BUILDING CODE - 2014 EDITION AND REFERENCED CODES AND SPECIFIATIONS SHALL BE THE LATEST AT THE TIME OF PERMITTING. 2. BASED ON ANSI/ASCE 7-10: BASIC WIND VELOCITY = 175 MPH OCCUPANCY CATEGORY = II EXPOSURE C 3. ROOF DESIGN LOADS: DEAD LOADS: 25 PSF LIVE LOADS: 30 PSF SEE ROOF FRAMING PLAN FOR UPLIFT DESIGN LDS. 4. FLOOR DESIGN LOADS: DEAD LOADS 25 PSF LIVE LOADS 40 PSF 5. ALL CONCRETE TO BE REGULAR WEIGHT WITH A DESIGN STREGNTH OF 3000 PSI A 28 DAYS WITH MAXIMUM SLUMP OF 4" 6. ALL REINFORCING TO BE NEW BILLET STEEL CONFORMING TO THE LATEST ASTM A-615 GRADE 60 , FABRICATED IN ACCORDANCE WITH THE CRSI MANUAL OF STANDARD PRACTICE AND PLACED IN ACCORDANCE WITH LAP SPLICE A.C.I. 318-02 SEC. 12.2.3, 30.5" MIN. 7. CONCRETE COVER UNLESS NOTED OTHERWISE ON DRAWINGS TO BE: COLUMNS AND BEAMS ( TO THE TIES): 1.5" GRADE BEAMS" 3" EXTERIOR SLABS ON GRADE: BOTTOM: 1.5" TOP: 2" ABOVE. LAP 36 BAR DIAMETER OR MIN OF 18 8. COLUMN REINFORCEMENT: DOWELS TO BE 48" INCHES , U.N.O. PROVIDE RIGID TEMPLETS FOR DOWEL LOCATION. PROVIDE STANDARD HOOOKS AT TOP OF ALL VERTICAL REINFORCEMENT AT NON CONTINUOUS COLUMNS. SAME SIZE AND NUMBER AS VERTICAL REBARS 9. BEAM REINFORCEMENT: LAPPED 36 BAR DIAMETER OR MINIMUM 18 INCHES ( SEE ANY BEAM DIAGRAMS) BOTTOM BARS TO BE SPLICED ONLY AT SUPPORTS, TOP BAR SPLICES ONLY AT MID SPANS. ALL TOP BARS HOOKED AT NONCONTINUOUS EDGES U.N.O. ALL HOOKS TO BE STANDARD 90 DEGREE HOOKS AT REQUIRED. 10_ ADDED REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS IN FOUNDATION AND BEAMS BENT 36 INCHES MINIMUM EACH WAY AT "L" AND "T" CORNERS IN OUTER FACES OF ALL BEAMS TO MATCH ALL HORIZONTAL BARS( TOP, INTERMETIATE, BOTTOM REBARS ) 11. SEE PLAN FOR MINIMUM SIZE CONCRETE TIE -BEAM AND COLUMN REQUIREMENTS. 12. SOIL STATEMENT: THE NATURE AND CHARACTER OF THE SOIL CONDITION BENEATH THE STRUCTURAL FOUNDATION HAS BEEN PRESUMED TO HAVE AN ALLOWABLE BEARING CAPACITY OF 2,500 PSF AT THE TIME OF CONSTRUCTION STRUCTURAL WOOD: 1. TO CONFORM TO RULES OF THE MANUFACTURER'S ASSOCIATION ULNDER WHOSE RULES THE LUMBER IS PRODUCED(SEE SUPPLIER'S SPECIFICATIONS). 2. TO BE AIR DRIED , WELL SEASONED AND GRADE MARKED AT MILL. 3. TO BE NO. 2 SOUTHERN PINE 4. ALL STUCTURAL WOOD TO BE SURFACED (4) SIDES (S -4-S) WITHA MINIUMN FIBER STRESS IN BENDING OF 1,200 P.SI. AN DA MAXIUMUM MOISTURE CONTENT OF 19 PERCENT. 5. ALL LUMBER AND PLYWOOD IN CONTACT WITH CONCRETE, STUCCO, MASONRY AND OTHER CEMENTATIOUS MATERIALS SHALL BE TREATED TO COMPLY WITH AWPA STANDARD LP -2. 6. STORE ALL LUMBER ABOVE GRADE OR FLOOR . STACK TO ALLOW PROPER AIR CIRUCULATION AND PROTECT FROM WETTING WITH SUITABLE COVER. SPECIAL INSPECTOR NOTES: 1. SPECIAL INSPECTOR REQUIRED FOR TRUSSES 35 FT LONG OR GREATER OR 6 FT HIGH OR GREATER PER 2319.17.2.4.2 (R 4409.6.17.2.4.2) 2. SPECIAL INSPECTOR REQUIRED FOR REINFORCED MASONRY GROUTING 2122.2.4 (R4407.5.4) 3. SPECIAL INSPECTOR REQUIRED FOR SOIL COMPACTION PER FBC 1820.3.1 (R4404.4.3) REINFORCED MASONRY WALLS 1. HOLLOW LOAD BEARING MASONRY UNITS SHALL CONFIRM TO ASTM C-90, TYPE 1, GRADE N, SQUARE END, WITH MIN. AVERAGE COMPRESSIVE STREGNTH OF F'M = 1500 PSI 2.. SPEICAL INSPECTOR SERVICES REQUIRED FOR ALL REINFORCED MASONRY CONSTRUCTION. THE SPECIAL INSPECTOR SHALL INSPECT THE PLACING OF REBARS IN CELLS , VERIFYING THE CLEANLINESS OF THE CELLS TO BE GROUTED AND OBSERVE THE PLACING OF GROUT OR CONCRETE INTO THE CELLS. 3. MORTAR SHALL CONFORM TO ASTM C- 270 , TYPE M OR S. 4. LAY ALL MASONRY WITH FULL FACE HEAD JOINTS AND WITH FACE SHELL MORTAR BEDDING 5. USE OF ADMIXTURES ARE NOT PERMITTED 6. VERITCAL REINFORCING: A. ASTM A-615 PER REINFORCING SECTION B. VERTICAL REINFORCING STEEL WILL BE CENTERED ON THE CELL WITH LAP OF 48 BAR DIAMETERS. C. VERTICAL REINFORCEMENT IS REQUIRED AT EACH SIDE OF AN OPENING IN WALL, AT INTERSECTIONS, CORNERS AND ENDS. REINFORCING SHALL BE AS SPECIFIED OR MIN. NO. 5 BARS HORIZONTAL REINFORCING: PROVIDE #9 GAGE, LADDER TYPE HORIZONTAL JOINT REINFORCING EVERY SECOND BLOCK COURSE (1'4" HOOKED IN TO THE BOND BEAM AT NON - CONTINOUS END OF REBARS D. ALL VERTICAL REINFORCING SHALL BE REQUIRED FOR LIFTS HIGHER THAN 5 FEET, MAX. "L"INTERSECTIONS. ANCHOR TO COLUMNS WITH LIFT TO BE 8 FT ON H. MINIMUM 4" EXTENSION INTO COLUMN POURED AREA 8. PROVIDE " DOBE TAIL ANCHORS AT 16 INCHES ON CENTER FOR ALL MASONRY PLACED ADJACENT TO ALREADY IN PLACE COLUNS 9. CELL FILING CONCRETE SHALL BE "PEA DOCK" CONCRETE MIX (8" TO 9" SLUMP) OR GROUT WITH f'C= 3,500 PSI MIN. AT 28 DAYS. 10. LINTELS: THE CONTRACTOR SHALL PROVIDE PRECAST CONCRETE LINTELS PER SCHEDULE WOOD TRUSSES THE BUILDING CODE REQUIRES THE ENGINEER OF RECORD TO INCLUDE WITH ALL RECORD PLANS COMPLETE TRUSS FRAMING PLANS, INCLUDING CONNECTIONS AND LOADING DATA, TO THE BUILDING DEPARTMENT FOR PERMIT . THE TRUSS DESIGNER DELEGATED ENGINEER MUST FOLLOW THE LAYOUT TO THE TRUSSES AND GIRDER TRUSSES AS SNOWN ON THE STRUCTURAL FRAMING PLAN . IN THE EVENT THAN THE TRUSS DESIGN ENGINEER REQUIRES A CHANGE IN THE LAYOUT , HE MUST CONTACT THE ENGINEER OF RECORD (AS SOON AS POSSIBLE AND DURING THE DESIGN PHASE) AND PROVIDE THE PERTINENT INFORMATION (LOCATION AND MANGINTUDE OF LOADS) TO THE ENGINEER OF RECORD. IN THE EVENT THAT SUCH COORDINATION DID NOT TAKE PLACE , PRIOR TO PERMITTTING OF THE PROJECT THE OWNER OR CONTRACTOR SHALL PROVIDE TRUSS SHOP DRAWINGS, FOR THE A/E REVIEW, PRIOR TO START OF FOUNDATION CONSTRUCTION. THE STRUCTURAL FRAMING PLANS OF RECORD WILL BE MODIFIED TO INCLUDE ALL THE INFORMATION CHANGED ON THE SHOP DRAWINGS, AND NEW FRAMING PLANS ISSUED (AT AN ADDITIONAL COST). NO FOUNDATION WORK SHALL BEGIN BEFORE THE STRUCTUAL ROOF AND FLOORS TRUSS FRAMING PLANS HAVE BEEN VERIFIED AND COORDINATED WITH THE ENGINEERED TRUSS SHOP DRAWINGS. 1. DESIGN AND FABRICATED IN ACCORDANCE WITH " NATIONAL DESIGN SPECIFICATIONS FOR STRESS GRADE LUMBER AND ITS FASTENERS" BY NFPA. 2. TRUSSES DESIGNED AND SEALED BY FLORIDA REG. ENGINEER AND THEY SHALL BE DESIGNED IN COMPLIANCE WITH THE FLORIDA BUILDING CODE, INCLUDING THE PERMANENT BRACING. 3. TRUSS ENGINEER SHALL INDICATE THE NET WIND UPLIFT REACTIONS FOR EACH TRUSS AND GIRDER TRUSS. EACH TRUSS SHALL BE STRAPPED TO THE SUPPORT WITH A HURRICANE CONNECTOR (AS DETAILED ON THE PLAN). 4. THE TRUSS ENGINEER SHALL PROVIDE INFORMATION AND SHOW ON THEIR LAYOUT ALL LATERAL BRACING REQUIRED OF ANY TRUSS AS REQUIRED BY THE TRUSS PLATE INSTITUTE. 5. ALL TRUSSES TO BE INSTALLED WITHIN THE OUT OF PLANE OR PLUMB TOLERANCES DICTATED BY THE TRUSS PLATE INSTITUTE. 6. INTALLATION OF TRUSSES LONGER THAN 35 FT OR HIGHER THAN 6FT IN HEIGHT SHALL BE MADE UNDER THE DIRECT SUPERVISION OF A LICENCED STRUCTURAL ENGINEER OR ARCHITECT. ARCHITECTS T GENERAL CONTRACTORS A ROUND HILL DEVELOPMENT GROUP COMPANY 17968 115 TH AVE. NORTH JUPITER, FLORIDA 33478 PH: 561-216-1000 CELL 561-718-0831 319 167TH ST NO. MIAMI BEACH, FL, 33162 305-454-8000 WWW.ADVANCED-DESIGN-BUILDING.COM THESE DRAWINGS AND SPECIFICATIONS ARE INSTRUMENTS OF SERVICE AND ARE THE PROPERTY OF ROUND HILL DEVELOPMENT GROUP. INC./ cba ADVANCED DESIGN & BUI DWL THEY ARE NOT �0 USED ON ANY 07M PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY WRITTEN AGREEMENTS MATH ROUND HILL DEVELOPMENT GROUP. NO DESIGN CHANGES WHICH ALTER THE INTENT OF THESE DRAYMM OR SPECFiC IM ARE 70 BE MADE WITHOUT OBTAINING WRITTEN PERMISSION FROM ROUND HILL DEVELOPMENT GROUP. CLIENT: DETAILS OFFICE COPY REVISIONS: DRAWN BY: JMG CHECKED BY: BVJ PROJECT #.- SCALE: :SCALE: j INCH