GENERAL NOTES

GENERAL NOTES A. GENERAL : T. ALL CONSTRUCTION SHALL CONFORM TO THE 2W3 INTERNATIONAL RESICENTIAL CODE (PRESS MORE STRINGENT REQUIREMENTS ARE REWIRED IN THE FLANS MO SPECIFICATIONS. 2. THE CONTRACTOR SHALL VERIFY IN THE FIELD ALL cavoinows, ELEVATIONS MD DIMENSIONS BEFORE STARTING WORK. THE C. MASOMPY: f. CONCRETE BLOCK MASONRY UNITS: ASTM C90. WITT AREA STRENGHT FM T 79W PSI. MR-:9104 WEIGHT. MASONRY UNIT COLOR AND FACE TEXTURE AS NOTED ON ARCHITECTURAL DRAWINGS. DESIGN STRENGHT Pm • 1500 PS!. 2. MASONRY UNIT SHALL ME MEN CLOYED FOR NOT LESS THAN 28 £• NON-SDPIAK GROUT OR DRYPACK: 2. ,-SPLAY GROUT OR DRYPACK SHALL CONSIST OF A PREMIXED NON-METALLIC FORKRA. 2. MINIMUM FORMULA REQUIREMENTS. ARCHITECT AND STRUCTURAL ENGINEER SHALL BE NOTIFIED DAYS MD SHALL BE CLIMITIZED TO SITE BEFORE PLACED IN a. NO SHRINKAGE STEP PLACEMENT. WEATELY IF ANY DISCREPANCIES ARE FOUND. BUILDING. D. NO EXPANSION AFTER SET (ASTM C•8271. 3. THE CONTRACTOR SMALL AFORM THE £N6'IE£R IN GRITTING OF 3. CWITINUOLAS BISECTION IS REWIRED. UNLESS NOTED OTHERWISE' C. INITIAL SET UP TIME NOT LESS THAN 45 PIINCITES (ASTM C-19111. O. ONE OAP COMPRESSIVE STRENGTH o 3000 PSI ASTM C-1001. MY DISCREPANCIES OR OMISSIONS NOTED ON THE CRAVINGS OR IN THE SPECEIFCATIONS OR OF MY VARIATIONS NEEDED 1N ORDER TO FOR: a. Cc AT 28 DAYS • 50:0 PSI. CONFORM TO CODES, RULES NO REGULATIONS. UPON RECEIPT OF SUCH a. PREPARATION MO FORMING Cr WALL PRISMS. F. LUMBER: INFORMATION, THE ENGINEER WILL SEND WRITTEN INSTRUCTIONS TO b. SAMPLING MD PLACING OF MASONRY UNITS. ALL CONCERNED. AND WORK SHALL BE PERFORTIE0 IN A OtrATER AS T. PLACEMENT OF REINFORCEMENT. 1. ALL LUMBER SHALL B£ SOLD:ERN YELLOW NNE, GRADE a? - DIRECTED BY THE ENGINEER. ANY SUCH DISCREPANCY. OMISSION. OR O. GROUT SPACE IMMEDIATELY PRIOR ID CLOSING OF CLEANOUTS MD PRESSURE TREATED, LWLESS OTHERWISE NOTED. VARIATION NO T REpoRTED. SHALL BE ME RESPONSIBILITY OF THE WRING ALL GROUTING OPERATIONS. CONTRACTOR. 2. ALL FRAHM LOUDER SHALL 8E 54S. LUMBER DESIGN BASED ON T. ALL MORTAR MO GROUT SHALL HAVE A MINNOW 28 DAYS ANSI/NFoPA NOS • 1991 • NATIONAL DESIGN SIMONDS. 4. THE CONTRACT DOCUMENTS REPRESENT THE FINISH STRUCTURE. COMPRESSIVE STRENGTH £OUP TO IBM PSI MO 2CW PSI. THEY DO NOT INDICATE METHOD OF CONSTRUCTION. RESPECTIVELY. ILIMIXTURES WEN USED SMALL BE PER 3. PLYWOOD SHEATHING - PRESSURE TREATED (U.S. PS7-831 WITH NAwFACTuRERS RECOMMENDATION m0 WITH APPROVAL OF THE EXTERIOR GLUE MO APA RATED. 5. IT SHALL 8E THE RESPONSIBILLITY OF THE CONTRACTOR TO WADING OFFICIAL. PROVIDE TEMPORARY MACES, SHORES MO GUYS, WHEREVER 4. ALL NAILING SHALL BE 111 ACCORDANCE WITH IBC REOUNNENTS NECESSARY TO SUPPORT ALL LOADS TO WHICH THE STRUCTURE MAY 5. PORTLINV CEMENT - ASTM C150. TYPE II. LOW ILKM.I. (MESS NOTED OTHERWISE ON THE DRAWINGS. USE COMMON WIRE RE SUBJECTED DuRNING CONSTuCT ION, INCLUDING ERECTION MILS. NAILING OF ROOF. FLOOR AND SHEIRVALL SHEATHING SHALL EQUIPMENT MD ITS OPERATION. THIS TEMPORARY SUPPORT SYSTEM 6. MORTAR NIX • IR7 WITH 1/4 PM! LIME PUTTY, TYPE S. BE INSPECTED MO APPROVED BY ME WILDING DEPARTMENT BEFORE SHALL HOLD ALL ELEMENTS MO MEMBERS IN THEIR FINAL POSITION COVERING.USEONLY ACO APPROVED CONNECTORS UNTIL TOTALLY MO FINALLY CONNECTED TO THE PERMANENT MACRO 7. GROUT NIX - 7:3 WITH 2 PARTS PEA GRAVEL. ELEMENTS. 5. BOLTS SHALL COMPLY WITH ASTM A-X:7. BOLT HOLES IN WOOD 8. GROUT REQUIREMENTS: SHALL BE I/16 INCH MAXIMUM OVERSIZE. ALL BOLT HEAD MO NUTS 6. THE TYPICAL NOTES m0 DETAILS SHALL APPLY IN ALL CASES BEARING ON w000 SHALL tuir STEEL WASHERS. [MESS SPECIFIC DETAILS OCOTR ELSEWHERE. WERE NO DETAIL IS a. GROUT MIX SHALL 8E IN ACCORDANCE WITH LW STANDARDS. SHOWN. CONSTRUCTION SHALL BE AS FOR SIMILAR WORK. 6. NO LEWIN OF SPLIT IN MEMBER SHALL EXCEED THE MOTH OF 9. GROUT ALL CELLS. UNLESS OTHERWISE NOTED. THE MINOR FACE. 7. REWIRED INSPECTIONS BY VIRGIN ISLANDS DEPARTMENT OF PLANNING NC NATURAL RESOURCES 15V1101116 DEPARTMENT): 10. USE MAO BEAM WITS AT HORIZONTAL REINFORCING. 7. CO/RECTOR DESIGNATIONS REFER TO STRONG-TIE CORRECTORS BY SAMOA CREASY. ALL WWWCTORS To BE INSTILLED ACCORDING TO a. FOUNDATIONS 11. LOCATE CIGARS ABOUT CENTERLINE OF ITASORY WALL UNLESS MANUFACTURERS INSTRUCTIONS. D. CONCRETE DETAILED OTHERWISE. T. MASONRY 8. ANY HOLE THROUGH STRUCTURAL MERGERS FOR PIPES OR CONDUIT 12. ALL WALLS SHALL BE CONSTRUCTED USING 1/2 RUNNING BOND SHALL BE VERIFIED WITH THE STRUCTURAL ENGINEER. BETWEEN MASONRY, UNLESS OTHERWISE NOTED. CY7NCRETE2 9. NAIL ALL 2II DOUBLE JOIST WITH 160 NAILS AT 9 INCH ON LI. ALL WOOD PLATES TO 8E BOLTED TO THE TOP OF MASONRY WALLS CENTER. STAGGERED. I. CONCRETE WORK SHALL BE IN ACCORDMOE WITH AMERICAN SHALL EIE SET ON A NoRTAR 8ED, TO PROVIDE UNIFORM DEMING. CONCRETE INSTIITUTE (AC!) - WILDING CODE REQUIREMENTS FOR 10. PROVIDE DOLIBLE JOIST UNDER ALL PARALLEL PARTITIONS. REINFORCED CONCRETE (ACI 378- LATEST RERSIONI. D. REIN ARCING STEEL FOR CONCRETE AND mAsONRy: II. FOR SIZE MO LOCATION OF ROOF. FLOOR MO WALL OPENINGS. 2. CONCRETE SHALL HAVE A 141NROf COMPRESSIVE STRENGTH SEE ARCHITECTURAL. MECHANICAL MO ELECTRICAL DRAWINGS. FRAME AFTER 28 DAYS EWA! TO OR GREATER THAN 3,000 PSI. 2. REINFORCING BARS: ASTM A615. GRADE 60. ALL REINFORCING ALL FOUR SIDES OF OPENING WITH ASIEWATE MEMBERS MD 3. CONTIRWIAS INSPECTION REWIRED FOR ALL CONCRETE. STEEL THAT IS 10 BE WELLED SHALL CONFORM 10 ASIA A706. OTHERWISE NOTED ON PLANS. CONNECTORS. MESS INSPECTION BY BUILDING INSPECTOR REWIRED FOR PLACEMENT OF 12. FROWN DouBLE sruos uicER ALL BEAM Emu ASSESS NOTED REAFORCING STEEL FRIER TO PLACING CONCRETE. CONTINUOUS 2. WELDED WRE FABRIC: ASTM AIM. OTHERWISE AND CARRY STUDS DOWN TO FOLARDATION. INSPECTION IS NOT REWIRED WRING PLACING CONCRETE OF THE REINFORCING. 3. WELDING ELECTRODES: AWS 01.4. CLASS ES). LOW waxed. G. STRUCTURAL STEEL: 4. ALL CONCRETE SHALL BE NORMAL WEIGHT (745 PCFJ MESS 4. MINI UM SPLICE LENGTHS, UMESS DETAILED OTHERWISE: NOTED AS LIGHTWEIGHT CONCRETE. 1. ALL WORK IN CONFORMANCE WITH THE IMILIAL OF STEEL a. CONCRETE SEE SCHEDULE ON DRAWING. CONSTRUCTION 9TH EDITION BY THE AMERICAN INSTITUTE OF STEEL 5. PORTLAND CEMENT: ASTM C150, TYPE I OR TYPE II, Low ALKALI. 0. MASONRY SEE SCHEDULE ON DRAWING. CONSTRUCTION (AM. C. WELDED WIRE FABRIC SHALL OE SPLICED WITH A MINIMUM LAO OF 6. mart ri AGGEGATE SHALL CONFORM TO ASIA, C33 wiTH THE 12 INCHES. 2. MATERIAL: ALL STEEL MEMBERS TO BE ASTM A992, MINIMUM YIELD FOLLOWING NOMINAL LIMITATIONS: STRESS OF 50 KS! UNLESS OTHERWISE NOTED. 5. MNIMW4 CLEARANCE BETWEEN REINFORCING AND FACER a. FOOTINGS AND SLABS ON GRADE. I TO I-2/4 INCH MAXIWN. CONCRETE SHALL BE AS FOLLOWS (UNLESS SHOWN OTHERWISE): 3. CONNECTIOJYS: BOLTS TO BE ASTM A325 SC CLASS A• BOLTS UNLESS D. WALLS MD STRUCTURAL SLABS, 3/4 INCH MAXIMUM OTHERWISE NOTED. ALL PROVISIONS OF THE AMERICAN WELDING a. CONCRETE BELOW GRADE (CAST AGAINST SOIL) • r SOCIETY STRUCTURAL WELDING COX - STEEL PAWS D1.11 APPLY TO 7. CONCRETE STRAIGHT Mx DESIGN SHALL 8E DOCumENTED ElY NEW 0. CONCRETE BELOW GRADE (FORMED) = 2' mom USE E70XX ELECTRODES FOR WELDING. OR EXISTING TEST REPORTS FORM APPROVED LICENSED TESTING c. CONCRETE PALLS EXPOSED TO WEATHER • 1-I/2" LABORATORIES PRIOR TO BATCHiNG. O. CONCRETE VALLS, INTERIOR WALLS • 3/4- 4. CONTRACTOR TO WSW SHOP DRAWINGS TO ENGINEER FOR a. CONCRETE SLAB (STRUCTURAL) = 3/4' REVIEW Rio LIMITED Karma Rya? To ANY FABRICATION DR 8. EXPOSED CONCRETE FORMING AND FINISH SHILL BE AS NOTED ON I. CCIWRETE BERMS RV COLUAWS = 2" ERECTION. MCWITECTURAL DRAWINGS. SEE ARCHITECTURAL DRAWINGS FOR DETAILS. 6. SPLICES IN COLUMNS MO BEAMS SHALL OCCUR ONLY WIVE 5. ALL BASE PLATES TO HAVE A MINIMUM OP 1.1/2 INCH OF DETAILED. SPLICES IN CONTINUOUS GRADE BEANS SHALL OCCUR AT I/3 NON-SHRINK GROUT COMPLETELY INSTALLED. 9. PROJECTING COMERS OF BEAMS. COLUMNS. ECT. SHALL BE SPAN. CONTACT STRUCTURAL ENGINEER IF CLARIFICATION IS AFEDEO. FORMED WITH 3/4 INCH CHAMFER. UNLESS OTHERWISE DETAILED. 6. CONTINUOUS INSPECTION REWIRED FOR ALL STEEL WORK. TO. FORMS FOR CONCRETE SHALLBE LAID OUT NO CONSTRUCTED TO 7. SPLICES IN HORIZONTAL WALL REINFORCEMENT SHILL BE INSPEC STEEL. TION BY WRONG INSPECTOR REWIRED FOR PLACEMENT OF PROVIDE THE SPECIFIED CAMBERS SHOWN ON THE DRAWINGS. STAGGERED 3'-O' MINIMUM FROM SPLICE CENTERLINE. WERE WALLS HARE TWO LAYERS OF REAFORCING, SPLICES SHALL NOT OCCUR IN ff. SHORING OF STRUCTURAL SLABS: a. ALL SHORING MO RESHAPING SHILL B£ DONE IN ACCORDANCE THE SAME LOCATION. WITH ACI STANDARD RECOMMENDED PRACTICE FOR CONCRETE 8. ALL REINFORCING SHALL BE ACCURATELY PLACED MD ADEQUATELY FORMWORK MCI - 3471. SUPPORTED BEFORE CONCRETE IS PLACED MO SHALL BE SECURED D. ONE miNDREO PERCENT SHORING MO FORMS SHALL RENON IN AGAINST DISPLACEMENT WITHIN PERMITTED TOLERANCE. CLEARANCE PLACE FOR RI DAYS MINIMUM. SHORING MAY BE REDUCED TO 50 FOR RE8AR SHALL BE SHORN IN DETAIL OR CALLED IN NOTES. PERCENT AFTER 14 DAYS. PROVIDED CONCRETE STRENGTH EQUALS AT TOLERANCE SHALL BE AS PER ICI 318. LEAST 75 PERCENT OF DESIGN STRENGTH. T. RESHORES SHALL NOT BE REMOVED IF CONCRETE STRENGTH DOES NOT MEET SPECIFIED STRENGTH AT 28 DAYS. 9. PROVIDE SLEEVES FOR PLOWNG MO ELECTRICAL OPENINGS IN d. NEW r PLACED SLABS SHALL NOT BE USED TO SUPPORT SLAB FOR THE CONCRETE MEMBERS BEFORE PLACING CONCRETE. DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. CORING IN CONCRETE IS NOT ABOVE UNTIL THE LONER SLAB HAS CURED 5 DAYS, MINIMUM. SHORING TO SUPPORT UPPER LEVEL SLAB NAY BE PLACED WITHIN PERMITTED EXCEPT WERE SHOWN ON DRAWINGS OR APPROVED BY THE 5 DAY CURING PERIOD. THE STRUCTURAL ENGINEER. DESIGN LOADS pet ASCE7-05 Vertical (Mega Lcedd Floor Live Load = /Oder Roof Lois Load = 3D psf (Mt roofs' in% soL.2oper MISSILE inPaci CRITERIA Use R&M EINE • nissis level C 12x4 er 50Epsl. The exterior onevicpo shall be designed to sithdred a brge monde orpect retmArg from a 9 pound 2x4 travalbg at 50 FPS. This inchodemindowi doors and lowers. Lateral end c(ind Load Condticed Wit Pressure - COMPONENTS & CLADDING IFISCE7-05t NOTES: Irrip pressure vanes with drecticn of eppaceton due to diferent Pape rectors. Numbers shop represent meximm gross velum. 2. Wit Design Criteria: al Wird Speed - 145 mph 13 sec. gust) b) Importantence Factor = LCO c) Mid Drecboaddy Fedor = 0.85 d) Exposits C e) Average HaigP1 = 30 feet El Dinemion a 2 2.13' 9) Open Roof Pressure includes well pressures - zone 4 MAIN ROOF - CRC PRESSURES - PSF PRESSURE < 105F 206F SO5F >1005F >5005F ZONE CD FIELD -SI -SS 40 -53 47 .49 -46 -46 41 -SO .47 .46 SEDGE 46 .63 -58 -% 41 •50 .47 -WS m CORNER 45 -63 -58 -SO WALLS - CRC PRESSURES PSF -S6 48 .51 .46 -41 0 FIELD 40 -58 -56 -51 .46 @EDGE 46 -74 43 -70 41 -63 .46 -53 .41 .46 PORCH ROOF (OPEN) • CSC PRESSURES • PSF 48 094 -SO 434 OFIELO -107 -108 -96 -89 48 44 40 44 0 EDGE -131 -129 -112 -103 .9B -SS .93 44 CD CORNER -131 -124 -112 -100 THE deJ NGH GROUP. PC ARCHITECTS S PLANNERS 2200 ESTATE STAABI ST. INDIANS.. PH. KITCHEN RENOVATION LITTLE ST.JAMES U.S. VIRGIN ISLANDS REVISIONS DRAWN BY: O.C. CHECKED BY: deJCNGH SCALE: DATE NOT TO SCALE JOB Na 200821 SHEET: G1.01 EFTA00614353