GENERAL NOTES

GENERAL NOTES A. GENERAL : 1. ALL CONSTRUCTION SHALL CONFORM TO THE 20W INTERNATIONAL RESIDENTIAL CODE CARLESS MORE STRINGENT REQUIREMENTS ARE REOUIRED IN THE PLANS AM SPECIFICATIONS. C. MASONRY: I. CONCRETE BLOCK MASONRY UNITS: ASTM C90, UNIT AREA STRENGHT F 'a • 19W PSI, MEOION WEIGHT. MASOMRY UNIT COLOR NO FACE TEXTURE AS NOTED ON ARCHITECTURAL DRAWINGS. DESIGN STR£NGHT Cm . 7500 PSI. E. NON-SHRINK GROOT OR ORYPACK: 1. NON-SHRINK wag OR DRYPACK SHALL CONSIST OF A PREMIXED NON-METALLIC FORMULA. 2. THE CONTRACTOR SHALL VERIFY IN TIE FIELD ALL CONDITIONS. ELEVATIONS AND DIMENSIONS BEFORE STARTING WORK. THE 2. MASONRY UNIT SHALL HAVE BEEN CURED FOR NOT LESS THAN 28 2. MINIMUM FORMULA REQUIREMENTS. 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). 0. ONE DAY COMPRESSIVE STRENGTH • 9000 PSI msrm C-1091. ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS OR IN THE SPECIEIECATIONS OR OF ANY VARIATIONS NEEDED IN ORDER TO FOR: 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 VARIATION NOT REPORTED. SHALL BE THE RESPONSIBILITY OF THE 4. GROUT SPACE "TOMMY PRIOR TO CLOSING OF CLEANOUTS Nig DURING ALL GROUTING OPERATIONS. PRESSURE TREATED. UNLESS OTHERWISE NOTED. 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. THEY 00 NOT ROICATE METHOD OF CONSTRUCTION. COMPRESSIVE STRENGTH EQUAL TO 1800 PSI NC 200) PSI, RESPECTIVELY. AOMIXTURES WHEN USED SHALL BE PER 3. PLYWOOD SHEATHING - PRESSURE TREATED (U.S. P51-83) WITH MANUFACTURER'S RECOMMENDATION AND WITH APPROVAL OF THE EXTERIOR GIVE AND APA RATED. 5. IT SHALL BE THE RESPONSI81LLITY OF THE CONTRACTOR TO BUILDING OFFICIAL. PROVIDE TEMPORARY SPACES. SHORES MO GUYS. WHEREVER 4. ALL. NOTED SHALL W IN ACCORDANCE WITH IBC REOURTMENTS 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 NAILS. NAILING OF ROOF. FLOOR MO SHEARWALL SHEATHING SHALL EQUIPMENT MD ITS OPERATION. THIS TEMPORARY SUPPORT SYSTEM 6. MORTAR NIX • 1:9 WITH 1/4 PART LIME PUTTY. rwe S. BEIN. INSPECTED AN APPROVED BY THE BUILDING DEPARTMENT BEFORE SHALL HOLD ILL ELEMENTS AND MEMBERS IN THEIR FINAL POSITION COVERMG.LISE0AtY ACO APPROVED CONNECTORS tam TOTALLY MO FINALLY CONNECTED TO THE PERMANENT BRAM 7, GROUT mix - 1:3 WITH 2 PARTS PEA GRAVEL. ELEMENTS. 5. BOLTS SHALL COMPLY WITH ASTM A-307, BOLT HOLES IN WOOD 8. GROUT REQUIREMENTS: SHALL BE TA16 INCH MAXIMUM OVERSIZE. ALL BOLT HEAD NC NUTS 6. THE TYPICAL mow mo DETAILS SHALL APPLY IN ALL CASES BEARING ON WOOD SHALL HAVE STEEL WASHERS. UNLESS SPECIFIC DETAILS OCCUR ELSEWHERE. WHERE NO DETAIL IS a. GROUT MIX SHALL BE IN ACCORDANCE WITH WC STANDARDS. SHOW, CONSTRUCTION SHALL BE AS FOR SWAM WORK. 6. NO LENGTH OF SPLIT IN MEMBER SHALL EXCEED THE WIDTH OF 9. GROUT ALL CELLS, UNLESS OTHERWISE NOTED. TIE MINOR FACE. 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 SIMPSON COMPANY. ALL CONNECTORS TO 8E INSTALLED AM7ROING TO a. FOLIMATIWS 11. LOCATE WHIRS ABOUT CENTERLINE OF MASONRY WALL UNLESS MANUFACTURER'S INSTRUCTIONS. D. CONCRETE DETAILED OTHERWISE. C. MASONRY 8. MY HOLE THROUGH STRUCTURAL MEMBERS FOR PIPES OR CONDUIT C. ALL WALLS SHALL BE CONSTRUCTED USING 1/2 RUNNING BOND SHILL BE VERIFIED WITH THE STRUCTURAL ENGINEER. BETWEEN MASOMY. UNLESS OTHERWISE NOTED. 8. CONCRETE: 9. NAIL ALL 2X COURSE JOIST WITH MYNAHS AT 9 INCH ON 19. ALL WOOD PLATES TO BE BOLTED TO THE TOP Of MASONRY WILLS CENTER, STAGGERED. I. CONCRETE WORK SHALL BE IN ACCORDANCE WITH AMERICAN SHALL BE SET ON A MORTAR BED, TO PROVIDE UNIFORM BEARING. CONCRETE INSTIITUTE MCI1 - BUILDING CODE REQUIREMENTS FOR (0. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL pAcr ir toms. REINFORCED CONCRETE (AC) 318- LATEST REVSTONI. 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 3. CONTINUOUS INSPECTION REWIRED FOR ALL CONCRETE. STEEL THAT IS TO BE WELDED SHALL CONFORM TO MTH A706, OTHERWISE NOTED ON PLANS. CONNECTORS. IARLESS 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 INSPECTION IS NOT REQUIRED DURING PLACING CONCRETE OF THE 2. WELDED WIRE FABRIC: ASTM AT85. OTHERWISE NO CARRY STUDS DOwN TO FOUNT:MUM. REINFORCING. 3. WELDING ELECTRODES: AWS 01.4, CLASS Ego. LOW HYDROGEN. G. STRUCTURAL STEEL: 4. ALL CONCRETE SHALL 8E NORMAL WEIGHT (145 PCF) UNLESS 4. M)NTMLIM SPLICE LENGTHS. MESS DETAILED OTHERWISE: 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 LIM1TAT 10M: 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 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 8. FASCISM CONCRETE FORMING AM) FINISH MALL BE AS NOTE?) ON ARCHITECTURAL DRAWINGS. SEE ARCHITECTURAL DRAWINGS FOR a CONCRETE SLAB (STRUCTURAL) • 3/C A concseir 85F415 FWD MUMS • r REVIEW NO LIMITED ACCEPTANCE PRIOR TO ANY FABRICATION OR ERECTION. 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. 70. FORMS FOR CONCRETE SHALL BE LAID OUT MO CONSTRUCTED TO 7. SPLICES IN HORIZONTAL WALL REINFORCEMENT SHALL BE STEEL. INSPECTION BY BUILDING INSPECTOR REWIRED FOR PLACEMENT OF 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: a. ALL SNORING AND RESHORING SHALL 8E CONE 111 ACCORDANCE THE SAME LOCATION. 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 D. ONE HUMORED PERCENT WRING NC FORMS SrietL REMAIN IN AGAINST DISPLACEMENT WITHIN PERMIT TED T(LERANCE. CLEARANCE PLACE FOR IC DAM MINIMUM. SHORING MAY BE REDUCED TO 50 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. LEAST 75 PERCENT OF DESIGN STRENGTH. c. RESTORES Putt NOT BE REMOVED IF CONCRETE STRENGTH DOES 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 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 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. DESIGN LOMIS Der ASCE7-05 Vortacel Dona Loads: Floor Live Load • 4-Clasr Roof Live Load a 30 psr Mel roofs) We SOL.20psr MISSILE IMPACT CRITERIA Use ASTM E1996 • mega level C I2x4 8 50fpsi. The exterior entilope del be desgned to vithstead e brae misde npect resulting from 0 9 pond 2x4 travelng at 50 FP5. This includetuindOwa. dame and tweet Lateral and Wad Load Latham: Wed Pressure - COMPONENTS & CLACOING CASCE7-1:6) NOTES ign pressure varies vile dreetion of applicaton due to dfretent shape factors. Members shown represent maxinurn gross velvet 2. land 00891 Critere: a) And Speed - 145 mph 13 set. gust) bl Importentence Factor a 1.00 c) tend tirade:deny Factor a 0.85 dl Choose. a C a) Aseroge Height • 3D Feet f) Onions= a a 3-0' 9) Open Rear presarris heeded yea pressures - zone 4 MAIN ROOF - C8C PRESSURES - PSF PRESSURE < 105F 205F 505F >1005F >5005F 2O6 OFIEU) '51 -56 -SO -53 .47 -49 .46 -46 .51 60 .47 .46 Cl EDGE -C6 -63 -58 -56 .51 '50 .47 .46 a> CORNER -ES -63 -58 -93 WALLS - CCC PRESSURES - PSF .56 '58 .51 46 .41 0 FIELD -60 -58 -SS -51 -46 0 EINE '56 -74 -S3 -70 *51 -63 .46 -53 .41 -46 PORCH ROOF (OPEN) - C8C PRESSURES - PSF '98 *94 .90 *84 OFIELD -107 -108 -% -89 .98 -94 .90 .84 0 ECGE -131 -129 -I12 -100 '98 .94 '90 '84 a> CORNER •131 -124 -112 •1C0 THE deJ NGH GROUP. PC ARCHITECTS &PLANNERS 2200 ESTATE STAABI ST.THOICAS USG 00882 PH. DOCK SHELTERS LITTLE ST.JAMES U.S. VIRGIN ISLANDS NOTES REVISIONS CRAM)! BY: 00. CHECKED BY: deiCtIGH SCALE: 047E 3/18011 JOB NO 200621 SHEET: G1.01 EFTA01126913