EFTA01126913.pdf

THE deJ NGH GROUP. PC ARCHITECTS &PLANNERS 2200 ESTATE STAABI ST.THOICAS USG 00882 PH. GENERAL NOTES A. GENERAL : C. MASONRY: 1. ALL CONSTRUCTION SHALL CONFORM TO THE 20W INTERNATIONAL E. NON-SHRINK GROOT OR ORYPACK: I. CONCRETE BLOCK MASONRY UNITS: ASTM C90, UNIT AREA RESIDENTIAL CODE CARLESS MORE STRINGENT REQUIREMENTS ARE STRENGHT F 'a • 19W PSI, MEOION WEIGHT. MASOMRY UNIT COLOR 1. NON-SHRINK wag OR DRYPACK SHALL CONSIST OF A PREMIXED REOUIRED IN THE PLANS AM SPECIFICATIONS. NO FACE TEXTURE AS NOTED ON ARCHITECTURAL DRAWINGS. DESIGN STR£NGHT Cm . 7500 PSI. NON-METALLIC FORMULA. 2. THE CONTRACTOR SHALL VERIFY IN TIE FIELD ALL CONDITIONS. 2. MINIMUM FORMULA REQUIREMENTS. ELEVATIONS AND DIMENSIONS BEFORE STARTING WORK. THE 2. MASONRY UNIT SHALL HAVE BEEN CURED FOR NOT LESS THAN 28 ARCHITECT AND STRUCTURAL ENGINEER SHALL BE NOTIFIED DAYS MD SHALL 8E CLIMATIZED TO SITE BEFORE PLACED IN a. NO SHRIMAGE AFTER PLACEMENT. IMMEATELr IF ANY DISCREPANCIES ARE FOUND. BUILDING. D. NO EXPANSION AFTER SET (45TH C-8271. 3. ME CONTRACTOR SMALL INFORM TIE ENGINEER IN SMITING OF 3. CONTINUOUS INSPECTION IS REWIRED. UNLESS NOTED OTHERWISE' C. INITIAL SET (F TIME NOT LESS THAN 45 MINUTES (MN 0-1911). ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS OR IN FOR: 0. ONE DAY COMPRESSIVE STRENGTH • 9000 PSI msrm C-1091. THE SPECIEIECATIONS OR OF ANY VARIATIONS NEEDED IN ORDER TO a. Cc AT 28 DAYS • 5000 PSI. CORPORA' TO CODES. RULES MO REGULATIONS. UPON RECEIPT OF SUCH a. PREPARATION NV FORMING OF WALL PRISMS. F. LUMBER: INFORMATION, THE ENGINEER WILL SENO WRITTEN INSTRUCTIONS TO a. SAMPLING AND PLACING OF MASONRY UNITS. ALL conceimeo. NC WORK MALL RE PERFORMED IN A MANNER AS C. PLACEMENT OF RENFORCEMENT. r. ALL LUMBER SHALL BE SOUTHERN YELLOW PINE, GRADE 41 - DIRECTED BY THE ENGINEER. ANY SUCH DISCREPANCY, OMISSION, OR 4. GROUT SPACE "TOMMY PRIOR TO CLOSING OF CLEANOUTS Nig PRESSURE TREATED. UNLESS OTHERWISE NOTED. VARIATION NOT REPORTED. SHALL BE THE RESPONSIBILITY OF THE DURING ALL GROUTING OPERATIONS. CONTRACTOR. 2. ALL. FRAMING LUMBER SHALL BE 545. LUMBER DESIGN BASED ON 4. ALL MORTAR NO GROUT SHALL HAVE A M1N1MLaf 28 DAYS ANSIMF0PA NOS - 1991 - NATIONAL DESIGN STANDARDS. 4. THE CONTRACT DOCUMENTS REPRESENT THE FINISH STRUCTURE. COMPRESSIVE STRENGTH EQUAL TO 1800 PSI NC 200) PSI, THEY 00 NOT ROICATE METHOD OF CONSTRUCTION. DESIGN LOMIS Der ASCE7-05 RESPECTIVELY. AOMIXTURES WHEN USED SHALL BE PER 3. PLYWOOD SHEATHING - PRESSURE TREATED (U.S. P51-83) WITH Vortacel Dona Loads: MAIN ROOF - C8C PRESSURES - PSF MANUFACTURER'S RECOMMENDATION AND WITH APPROVAL OF THE EXTERIOR GIVE AND APA RATED. Floor Live Load • 4-Clasr 5. IT SHALL BE THE RESPONSI81LLITY OF THE CONTRACTOR TO BUILDING OFFICIAL. PRESSURE 505F >1005F >5005F PROVIDE TEMPORARY SPACES. SHORES MO GUYS. WHEREVER Roof Live Load a 30 psr Mel roofs) We SOL.20psr < 105F 205F 4. ALL. NOTED SHALL W IN ACCORDANCE WITH IBC REOURTMENTS 2O6 AECESSAQY TO SUPPORT ALL LOADS TO WHICH THE STRUCTURE MAY 5. PORTLAND CEMENT - ASTM Cf50, TYPE II, LOW ALKALI. UNLESS NOTED OTHERWISE ON THE DRAWINGS. USE COMMON WIRE BE SUBJECTED BURNING WAVSTLACT1ON, INCLUDING ERECTION MISSILE IMPACT CRITERIA '51 -SO .47 .46 NAILS. NAILING OF ROOF. FLOOR MO SHEARWALL SHEATHING SHALL BEIN. Use ASTM E1996 • mega level C I2x4 8 50fpsi. OFIEU) EQUIPMENT MD ITS OPERATION. THIS TEMPORARY SUPPORT SYSTEM 6. MORTAR NIX • 1:9 WITH 1/4 PART LIME PUTTY. rwe S. INSPECTED AN APPROVED BY THE BUILDING DEPARTMENT BEFORE -56 -53 -49 -46 SHALL HOLD ILL ELEMENTS AND MEMBERS IN THEIR FINAL POSITION The exterior entilope del be desgned to vithstead COVERMG.LISE0AtY ACO APPROVED CONNECTORS e brae misde npect resulting from 0 .51 60 .47 .46 tam TOTALLY MO FINALLY CONNECTED TO THE PERMANENT BRAM 7, GROUT mix - 1:3 WITH 2 PARTS PEA GRAVEL. Cl EDGE -C6 -63 -58 -56 ELEMENTS. 9 pond 2x4 travelng at 50 FP5. 5. BOLTS SHALL COMPLY WITH ASTM A-307, BOLT HOLES IN WOOD This includetuindOwa. dame and tweet .51 .47 .46 8. GROUT REQUIREMENTS: SHALL BE TA16 INCH MAXIMUM OVERSIZE. ALL BOLT HEAD NC NUTS a> CORNER '50 6. THE TYPICAL mow mo DETAILS SHALL APPLY IN ALL CASES -ES -63 -58 -93 BEARING ON WOOD SHALL HAVE STEEL WASHERS. Lateral and Wad Load Latham: UNLESS SPECIFIC DETAILS OCCUR ELSEWHERE. WHERE NO DETAIL IS SHOW, CONSTRUCTION SHALL BE AS FOR SWAM WORK. a. GROUT MIX SHALL BE IN ACCORDANCE WITH WC STANDARDS. 9. GROUT ALL CELLS, UNLESS OTHERWISE NOTED. 6. NO LENGTH OF SPLIT IN MEMBER SHALL EXCEED THE WIDTH OF Wed Pressure - COMPONENTS & CLACOING CASCE7-1:6) WALLS - CCC PRESSURES - PSF DOCK TIE MINOR FACE. NOTES .56 .51 46 .41 7. REQUIRED INSPECTIONS BY VIRGIN ISLANDS DEPARTMENT OF PLANING AND NATURAL RESOURCES OUTGOING DEPARTMENT): 10. USE BOND BEM LINTS AT HORIZONTAL REINFORCING. 7. CONNECTOR DESIGNATIONS REFER TO STRONG-TIE CONNECTORS BY ign pressure varies vile dreetion of applicaton due to dfretent shape factors. 0 FIELD -60 '56 '58 -58 -S3 -SS *51 -51 .46 -46 .41 SHELTERS SIMPSON COMPANY. ALL CONNECTORS TO 8E INSTALLED AM7ROING TO Members shown represent maxinurn gross velvet 0 EINE -74 -70 a. FOLIMATIWS D. CONCRETE 11. LOCATE WHIRS ABOUT CENTERLINE OF MASONRY WALL UNLESS DETAILED OTHERWISE. MANUFACTURER'S INSTRUCTIONS. -63 -53 -46 LITTLE ST.JAMES C. MASONRY 2. land 00891 Critere: PORCH ROOF (OPEN) - C8C PRESSURES - PSF C. ALL WALLS SHALL BE CONSTRUCTED USING 1/2 RUNNING BOND 8. MY HOLE THROUGH STRUCTURAL MEMBERS FOR PIPES OR CONDUIT SHILL BE VERIFIED WITH THE STRUCTURAL ENGINEER. a) And Speed - 145 mph 13 set. gust) U.S. VIRGIN ISLANDS bl Importentence Factor a 1.00 '98 *94 .90 *84 BETWEEN MASOMY. UNLESS OTHERWISE NOTED. c) tend tirade:deny Factor a 0.85 OFIELD -107 8. CONCRETE: -108 -% -89 9. NAIL ALL 2X COURSE JOIST WITH MYNAHS AT 9 INCH ON dl Choose. a C 19. ALL WOOD PLATES TO BE BOLTED TO THE TOP Of MASONRY WILLS CENTER, STAGGERED. .98 -94 .90 .84 I. CONCRETE WORK SHALL BE IN ACCORDANCE WITH AMERICAN a) Aseroge Height • 3D Feet 0 ECGE -131 -129 -I12 -100 SHALL BE SET ON A MORTAR BED, TO PROVIDE UNIFORM BEARING. f) Onions= a a 3-0' CONCRETE INSTIITUTE MCI1 - BUILDING CODE REQUIREMENTS FOR (0. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL pAcr ir toms. .94 '90 '84 REINFORCED CONCRETE (AC) 318- LATEST REVSTONI. 9) Open Rear presarris heeded yea a> CORNER '98 pressures - zone 4 •131 -124 -112 •1C0 D. REINFORCING STEEL FOR CONCRETE 45.0 MASONRY: IL FOR SIZE MO LOCATION OF ROOF. FLOOR MD WALL OPENINGS. 2. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS. ERNE AFTER 28 DAYS EQUAL TO OR GREATER THAN 3.0W PSI. 1. RERNOWING BARS: ASTM M15, GRADE 60. ALL REINFORCING ALL FOUR SIDES OF OPENING WITH ADEQUATE MEMBERS AND STEEL THAT IS TO BE WELDED SHALL CONFORM TO MTH A706, CONNECTORS. 3. CONTINUOUS INSPECTION REWIRED FOR ALL CONCRETE. IARLESS OTHERWISE NOTED ON PLANS. INSPECTION BY WILDING INSPECTOR REQUIRED FOR PLACEMENT OF t2. PROVIDE DOUBLE STUDS UNDER ALL BEM ENDS UNLESS NOTED REINFORCING STEEL PRIOR TO PLACING CONCRETE. CONTINUOUS 2. WELDED WIRE FABRIC: ASTM AT85. OTHERWISE NO CARRY STUDS DOwN TO FOUNT:MUM. INSPECTION IS NOT REQUIRED DURING PLACING CONCRETE OF THE REINFORCING. 3. WELDING ELECTRODES: AWS 01.4, CLASS Ego. LOW HYDROGEN. 4. ALL CONCRETE SHALL 8E NORMAL WEIGHT (145 PCF) UNLESS 4. M)NTMLIM SPLICE LENGTHS. MESS DETAILED OTHERWISE: G. STRUCTURAL STEEL: NOTES NOTED AS LIGHTWEIGHT CONCRETE. 1. ALL WORK IN CONFORMANCE WITH THE MANUAL OF STEEL a. CONCRETE SEE SCHEDULE ON DRAWING. CONSTRUCTION 9TH EDITION BY THE AMERICA' INSTITUTE OF STEEL 5. PORTLAVD CEMENT: ASTM C150. TYPE 1 OR TYPE II. LOW ALKALI. 0. MASONRY SEE SCHEDULE ON DRAWING. CONSTRUCTION (.450). C. WELDED WIRE FABRIC SHALL BE SPLICED WITH A MINIMUM LAP OF 6. CONCRETE AGGEGATE SHALL CONFORM TO ASTM C33 WITH THE 22 mass. 2. MATERIAL: ALL STEEL WAVERS TO BE ASTM 4992. MINIMS YIELD FOLLOWING NORMAL LIM1TAT10M: STRESS OF 50 AST UNLESS OTHERWISE NOTED. 5. MINIMA, CLEARANCE BETWEEN REINFORCING NC FACE OF a. FOOTINGS AND SLABS ON GRADE. 1 TO 7-7/4 INCH MACRON. CONCRETE SHALL BE AS FOLLOWS (UNLESS SHOW OTHERWISE): 3. CONNECTIONS: BOLTS TO SE ASTM A325 SC CLASS 'A' BOLTS MESS REVISIONS D. WALLS NO STRUCTURAL SLABS. NA INCH MAYMAIN. OTHERWISE NOTED. ALL PROVISIONS OF THE AMERICAN MELDING a. CONCRETE BELOW GRADE (CAST AGAINST SOIL) • s• SOCIETY STRUCTURAL WELDING CODE - STEEL (AWS D1.1) APPLY TO 7. CONCRETE STRENGHT MIX DESIGN SHALL W DOCUMENTED BY NEW 6. CONCRETE BELOW GRACE (FORMED) = 2' WORK, USE E70XX ELECTRODES FOR WELDING. OR EXISTING TEST REPORTS FORM APPROVED LICENSED TESTING C. CONCRETE HALLS EXPOSED TO WEATHER r 1-1/2' LABORATORIES PRIOR TO BATWING. O. CONCRETE WILLS, INTERIOR WALLS • 3/4' 4, CONTRACTOR TO SUBMIT SHOP DRAWINGS TO ENGINEER FOR a CONCRETE SLAB (STRUCTURAL) • 3/C REVIEW NO LIMITED ACCEPTANCE PRIOR TO ANY FABRICATION OR 8. FASCISM CONCRETE FORMING AM) FINISH MALL BE AS NOTE?) ON A concseir 85F415 FWD MUMS • r ERECTION. ARCHITECTURAL DRAWINGS. SEE ARCHITECTURAL DRAWINGS FOR DETAILS. 6. SAUCES IN COLW14 MD BEAMS SHALL OCCUR ONLY WHERE 5. ALL BASE PLATES TO HAVE A MINIMUM OF 1.I/2 INCH OF DETAILED. SPLICES IN CONTINUOUS GRADE BEAMS SHALL OCCUR AT 1/3 NON-SHRINK GROUT COMPLETELY INSTALLED. 9. PROJECTING CORNERS OF BEAMS, COLUMNS. ECT. SHALL 13£ SPAN. CONTACT STRUCTURAL ENGINEER IF CLARIFICATION IS NEEDED. FORKED MTH 3/4 INCH CHAMFER. UNLESS OTHERWISE DETAILED. 6. CONTINUOUS INSPECTION REQUIRED FOR ALL STEEL WORK. INSPECTION BY BUILDING INSPECTOR REWIRED FOR PLACEMENT OF 70. FORMS FOR CONCRETE SHALL BE LAID OUT MO CONSTRUCTED TO 7. SPLICES IN HORIZONTAL WALL REINFORCEMENT SHALL BE STEEL. PROVIDE THE SPECIFIED CAMBERS S101WIY ON THE DRAWINGS. STAGGERED 3'-0' MINIMUM FROM SPLICE CENTERLINE. WHERE WALLS HAVE TWO LAYERS OF REINFORCING. SPLICES SHALL NOT OCCUR IN 71. Sh'OR1NG OF STRUCTURAL SLABS: THE SAME LOCATION. a. ALL SNORING AND RESHORING SHALL 8E CONE 111 ACCORDANCE WITH ACI STANDARD RECOMMENDED (*Acute FOP CONCRETE 8. ALL REINFORCING SHALL BE ACWIRATEL r PLACED AND ADEQUATELY FORMWORK (ACI - 3471. SUPPORTED BEFORE CONCRETE IS PLACED AND SHALL BE SECURED CRAM)! BY: 00. D. ONE HUMORED PERCENT WRING NC FORMS SrietL REMAIN IN AGAINST DISPLACEMENT WITHIN PERMIT TED T(LERANCE. CLEARANCE CHECKED BY: PLACE FOR IC DAM MINIMUM. SHORING MAY BE REDUCED TO 50 deiCtIGH FOR ROAR SHALL BE SWIM IN DETAIL OR CALLED IN NOTES. PERCENT AFTER 14 DAYS, PROVIDED CONCRETE STRENGTH EQUALS AT TOLERANCE SHALL BE AS PER ACI 318. SCALE: LEAST 75 PERCENT OF DESIGN STRENGTH. c. RESTORES Putt NOT BE REMOVED IF CONCRETE STRENGTH DOES 047E 3/18011 NOT MEET SPECIFIED STRENGTH AT 28 DAYS. 9. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN O. NEWLY PLACED SLABS SHALL NOT BE USED TO SUPPORT SLAB JOB NO 200621 THE CONCRETE MEMBERS BEFORE PLACING CONCRETE. 00 NOT CUT ANY ABOVE UNTIL THE LOWER SLAB HAS CURED FOR 5 DAYS, MINIMUM. REINFORCING WHICH HAY CONFLICT. CORING IN CONCRETE IS NOT SHEET: SHORING TO SUPPORT UPPER LEVEL SLAB MAY BE PLACED WITHIN PERMITTED EXCEPT WHERE 96910 ON MARINO OR APPROVED 8Y TIE 5 DAY CURING PERIOD. THE STRUCTURAL ENGINEER. G1.01 EFTA01126913