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09-860-017GENERAL NOTES: GENERAL: I. THESE DRAWINGS HAv THE FLORIDA BUILDING ft , R-N I &< 2. NO DIMENSIONS SHALL BE SCALED FRQ WINGS. 3, GENERAL CONTRACTOR SHALL CHECK, REVIEW AND VERIFY ALL PLANS, DIMENSIONS AND SITE CONDITIONS PRIOR TO CONSTRUCTION. ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS OR IN THE SPECIFICATIONS OR ANY VARIATIONS NEEDED IN ORDER TO CONFORM TO CODES, RULES AND REGULATIONS SHALL BE NOTIFIED IN WRITING TO THE ENGINEER. ANY SUCH DISCREPANCIES, OMISSIONS, OR VARIATIONS NOT REPORTED DURING THE BIDDING PERIOD SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR WHO SHALL PERFORM THE CORRECTED WORK AS PER THE ENGINEER'S INSTRUCTIONS. 4. THESE NOTES SHALL BE USED IN CONJUNCTION WITH THE SPECIFICATIONS ISSUED BY THE ARCHITECT, 5. STRUCTURAL DRAWINGS SHALL BE WORKED TOGETHER WITH ARCHITECTURAL, AIR CONDITIONING, MECHANICAL AND ELECTRICAL DRAWINGS TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, OPENINGS, REGLETS, BOLT SETTINGS, SLEEVES, ETC. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION.OF THE ARCHITECT - ENGINEER BEFORE PROCEEDING WITH THE WORK 6. GENERAL CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR APPROVAL BEFORE FABRICATION OR ERECTION OF ANY STRUCTURAL SYSTEM. 1. GENERAL CONTRACTOR SHALL RESTRICT AND PROPERLY ISOLATE ALL CONSTRUCTION EQUIPMENT AND LOADS FROM INDUCING OR TRANSMITTING VIBRATIONS TO THE STRUCTURE DURING CONSTRUCTION. 6. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER FROM EXCAVATION AND DEWATERING OPERATIONS IN SUCH A WAY AS TO NOT CAUSE INCONVENIENCE TO THE WORK AND DAMAGE TO THE STRUCTURAL ELEMENTS. 9. WHEN PERFORMING WORK BELOW GRADE, CARE SHALL BE TAKEN TO AVOID DAMAGING ANY EXISTING UTILITIES. ALL UNKNOWN UTILITIES DISCOVERED DURING CONSTRUCTION SHALL BE' BROUGHT TO THE ATTENTION OF THE ARCH ITECT - ENGINEER• ANY DAMAGE TO EXISTING UTILITIES SHALL BE REPORTED TO ALL AFFECTED PARTIES, INCLUDING THE ARCHITECT - ENGINEER 10. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR UPDATING HIS CONSTRUCTION DOCUMENTS WITH ANY REVISED DRAWINGS AND SPECIFICATIONS, FIELD ORDERS, CHANGE ORDERS AND CLARIFICATION SKETCHES ISSUED DURING THE COURSE OF CONSTRUCTION. 11. 'BY OTHERS' DENOTES LABOR AND MATERIALS BY OTHERS, HOWEVER THE GENERAL CONTRACTOR SHALL PROVIDE COORDINATION AND FREE ACCESS FOR THE WORK. 12. 'NIC' DENOTES NOT IN CONTRACT. THE OWNER SHALL BE RESPONSIBLE FOR COORDINATING A TIME SCHEDULE OF THE BASE CONTRACT WITH THE 'NIC' TRADES. 13. TYPICAL DETAILS AND NOTES ON THESE DRAWINGS SHALL APPLY UNLESS SPECIFICALLY NOTED OTHERWISE. CONSTRUCTION DETAILS AND SECTIONS NOT COMPLETELY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS AND SECTIONS SHOWN OR NOTED FOR SIMILAR CONDITIONS. 14. THE GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING, AND PROTECTION, IN ACCORDANCE WITH THE LOCAL BUILDING DEPARTMENT. 15. TEMPORARY BRACING SHALL BE PROVIDED AS REQUIRED TO HOLD ALL COMPONENTS OF THE STRUCTURE IN PLACE UNTIL FINAL SUPPORT IS SECURELY ANCHORED. 16. THE CONTRACTOR SHALL SUPPLY ALL LABOR, MATERIALS, EQUIPMENT AND SERVICES OF EVERY KIND, INCLUDING WATER AND POWER, NECESSARY FOR THE PROPER EXECUTION OF THE WORK SHOWN OR INDICATED ON THESE DRAWINGS. ALL MATERIAL SHALL BE NEW. MATERIALS AND WORKMANSHIP SHALL OF GOOD QUALITY. ALL WORKMEN AND SUBCONTRACTORS SHALL BE SKILLED IN THEIR TRADE, 11. THE CONTRACTOR SHALL ADEQUATELY PROTECT HIS WORK, ADJACENT PROPERTY AND THE PUBLIC, AND BE RESPONSIBLE FOR DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT. 18. THE PREMISES SHALL BE KEPT FROM ACCUMULATION OF WATER, MATERIALS, AND DEBRIS, AND AT THE END OF THE JOB THE CONTRACTOR SHALL REMOVE ALL RUBBISH, SURPLUS MATERIALS, AND TOOLS AND LEAVE THE BUILDING BROOM CLEAN, 19. JOB SITE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN OFFICIAL INSPECTION, UNLESS SPECIFICALLY CONTRACTED FOR 'THRESHOLD' INSPECTIONS AS REQUIRED BY THE LOCAL BUILDING DEPARTMENT SHALL BE UNDER A SEPARATE CONTRACT. 20. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. 21, THE CONTRACTOR SHALL SUPPLY THE ENGINEER WITH ONE SEPIA COPY OR SIX BLUELINE COPIES OF SHOP DRAWINGS A MINIMUM OF TWO WEEKS PRIOR TO PLACEMENT. THE REVIEW OF SHOP DRAWINGS BY THE ENGINEER IS ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS AND SPECIFICATIONS. THIS REVIEW DOES NOT GUARANTEE IN ANY WAY THAT THE SHOP DRAWINGS ARE CORRECT NOR DOES IT INFER THAT THEY SUPERSEDE THE STRUCTURAL DRAWINGS. CONCRETE SLAB ON FILL: 1. SELECTED FILL MATERIALS SHALL BE CLEAN CRUSHED LIME STONE (3' MAXIMUM PARTICLE) OR CLEAN FINE SAND. THE FILL PLACEMENT SHOULD OCCUR IN THE DRY AND COMPACTED TO A MINIMUM OF 98 PERCENT OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D- 155'1). FOLLOW SOIL LAB RECOMMENDATIONS FOR THE METHODS AND PROCEDURES. ALL FILL WORK SHALL BE SUPERVISED BY A SOIL LAB REPRESENTATIVE. ALL TOP SOIL SHALL BE REMOVED BEFORE STARTING FILLING OPERATIONS. 2. SLABS ON GRADE SHALL BE PLACED OVER 6 MIL VISQUEEN OR ENGINEER APPROVED EQUIVALENT. 3. WELDED WIRE FABRIC SHALL CONFORM WITH ASTM A 185 -113 'STANDARD SPECIFICATIONS FOR WELDED WIRE FABRIC FOR CONCRETE REINFORCEMENT'. 4. WELDED WIRE FABRIC SHALL BE SUPPORTED ON SLAB BOLSTERS OR CONCRETE BLOCK_ S SPACED NO FURTHER THAN 3' -0' Q.C. 5. SAW CUT CONTROL JOINTS SHALL BE SAWED AS SOON AS THE CONCRETE 15 HARD ENOUGH NOT TO BE TORN OR DAMAGED BY THE BLADE. 6. COLUMNS, BEAMS AND WALLS OR ANY OTHER STRUCTURAL MEMBER PENETRATING SLABS ON FILL SHALL BE ISOLATED BY PREMOLDED JOINT FILLER (1 /2' THICK) COMPLYING WITH ASTM 01152, TYPEI. 1. JOINTS SHALL BE SEALED WHERE INDICATED BY THE ARCHITECTURAL DRAWINGS AND FILLER AND SEALANT MATERIAL SHALL FOLLOW SPECS. REINFORCING STEEL: 1. ALL REINFORCING STEEL SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE CONFORMING TO ASTM A6151A615M -01, FY =60 KSI, U.ON. 2. ALL REINFORCING SHALL BE DETAILED AND FABRICATED FOLLOWING THE REQUIREMENTS OF ACC 244 -94. PLACING OF REBARS SHALL CONFORM TO CRSI 'RECOMMENDED PRACTICES FOR PLACING REINFORCING BARS'. 3. MINIMUM CONCRETE COVER ON REINFORCING STEEL FOR NON - PRESTRESSED CONCRETE SHALL BE AS FOLLOWS, U.ON.: MINIMUM TOLERANCE CONCRETE: COVER + OR MARX CAST AGAINST AND PERMANENTLY 1• ALL REINFORCED CONCRETE DESIGN SHALL BE IN ACCORDANCE EXPOSED TO EARTH 3` 3/8' WITH BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE'{ EXPOSED TO EARTH OR (ACl - 318 - 99 ) WEATHER NO. 5 AND _ 2. ALL CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH SMALLER BARS 1 1!2' 3/8' 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS' NO. 6 AND LARGER BARS 2' 3/8' ( ACI - 301 - 99) NOT EXPOSED TO WEATHER OR 3. CONCRETE STRENGTH AT 28 DAYS SHALL BE AS FOLLOWS: IN CONTACT WITH GROUND: FOUNDATIONS. 3000 PSI ROOF SLAB In 1/8' SLAB ON FILL- 3000 PSI STRUCTURAL SLAB AND COLUMNS- 4000 PSI WALLS 3/4' 1/8` STRUCTURAL SLABS. 4000 PSI (U.ON.) BEAMS AND COLUMNS BEAMS- 4000 PSI (U.ON.) (PRIMARY REINFORCEMENT, 4. MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER FOR TIES, STIRRUPS AND APPROVAL PRIOR TO COMMENCEMENT ON ANY CONCRETE WORK. SPIRALS) 1 1/2' 3/6, 5. NO ADMIXTURE SHALL BE PERMITTED WITHOUT THE WRITTEN SLABS ON GRADE 1 1/2' 1/4' APPROVAL OF THE ENGINEER. j 6. FORMWORK SHALL COMPLY WITH 'RECOMMENDED PRACTICE FOR 4. NO DEVIATION FROM THE STRUCTURAL PLANS SHALL BE CONCRETE FORMWORK'. (ACI 341R -94)• PERMITTED WITHOUT THE EXPRESS WRITTEN CONSENT OF THE 1. THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR SAFE STRUCTURAL ENGINEER, ALL REINFORCING DETAILS TO BE SUBMITTED ADEQUATE SHORING RE- SHORING, BRACING AND FORMWORK GENERAL TO THE ENGINEER FOR HIS APPROVAL. CONTRACTOR SHALL CONTRACT A STATE OF FLORIDA REGISTERED 5, ALL REINFORCING BARS SHALL BE SECURELY HELD IN PLACE ENGINEER TO PREPARE SHORING AND RESHORING PLANS AND THEY DURING CONCRETE POURING, IF REQUIRED, ADDITIONAL BARS SHALL SHOULD BE SUBMITTED TO THE ENFORCEMENT AGENCY FOR BE PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT FOR THE BARS. RECORDKEEPING. 6. BARS SUPPORTS SHALL BE PLASTIC TIPPED FOR EXPOSED S. THE OWNER SHALL CONTRACT AN INDEPENDENT TESTING CONCRETE. LEGS OF FOUNDATIONS CHAIRS SHALL BE GALVANIZED. LABORATORY APPROVED BY THE ENGINEER TO PERFORM CONCRETE PLASTIC 'DONUT' SPACER SPACER WILL BE REQUIRED FOR STEEL AGAINST CYLINDER TESTS AS FOLLOWS: FOUR CYLINDER TEST PER FORMS IN CONCRETE BEAMS AND WALLS IF FIELD CONDITIONS WARRANT, ANY DAY'S POUR LESS THAN 50 CUBIC YARDS. 1. WELDED WIRE FABRIC SHALL CONFORM WITH ASTM A 185 -19 AND 9, TRANSPORTING, PLACING, CURING AND DEPOSITING OF CONCRETE IT SHALL BE SUPPORTED ON SLAB BOLSTERS. SHALL COMPLY WITH ACI 301 - 99. S. ALL REINFORCING BARS MARKED CONTINUOUS SHALL BE LAPPED 10. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE. 30 DIA. AT SPLICES AND CORNERS UNLESS OTHERWISE NOTED. LAP 11. VERTICAL CONSTRUCTION JOINTS USING APPROVED BULKHEADS CONTINUOUS TOP BARS AT CENTER BETWEEN SUPPORTS AS REQUIRED, MAY BE MADE AT CENTER OF BEAM OR SLAB SPANS WHERE STOP "' IN TERMINATE CONTINUOUS BARS AT NON - CONTINUOUS ENDS WITH STANDARD CONCRETE WORK IS NECESSARY. FOR ADDITIONAL REINFORCING AT NOOKS, U.O.N. CONSTRUCTION JOINTS SEE DETAILS. ANY OTHER CONSTRUCTION JOINT 9. ALL WALLS AND COLUMNS SHALL BE DOWELED INTO FOOTINGS, REQUESTED BY THE GENERAL CONTRACTOR SHALL BE SHOWN ON THE SHOP WALLS, BEAMS, OR SLABS WITH BARS OF THE SAME SIZE AND SPACING DRAWINGS FOR THE ENGINEER'S REVIEW, AS THE BARS ABOVE. USE A (30) BAR DIAMETER LAP EXCEPT WHERE 12. REMOVE ALL DEBRIS FROM FORMS BEFORE POURING. SPECIFICALLY INDICATED. 13. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL 10. VERTICAL WALL BARS SHALL BE SPLICED AT OF NEAR FLOOR (AS IN WALLS, COLUMNS, AND DROP CAPITALS) SO AS TO CAUSE LINES, SPLICE BARS IN SPANDRELS, WALLS, BEAMS, GRADE BEAMS ETC, SEGREGATION OF AGGREGATES. USE HOPPERS, CHUTES OR TRUNKS OF (UNLESS OTHERWISE NOTED) AS FOLLOWSi TOP BARS. AT CENTER LINE OF SPAN VARYING LENGTHS SO THAT THE FREE UNCONFINED FALL OF CONCRETE BOTTOM BARS AT THE SUPPORT. SHALL NOT EXCEED 5 FEET, AND A SUFFICIENT NUMBER SHALL BE USED 11. REINFORCING ALLOWANCE: THE CONTRACTOR SHALL PROVIDE ONE AND ONE TO ENSURE THE CONCRETE IS BEING KEPT LEVEL AT ALL TIMES. HALF TONS OF STEEL REINFORCEMENT FOR THE ENGINEER TO USE AT HIS DISCRETION DURING CONSTRUCTIONOF THE PROJECT. THE CONTRACTOR TO REINBURSE THE OWNER FOR THE UNUSED PORTION. MASONRY 1. HOLLOW CONCRETE MASONRY UNITS SHALL BE OF A QUALITY AT LEAST EQUAL TO THAT REQUIRED BY ASTM CSO 'STANDARD SPECIFICATION OF ASTM C210, EXCEPT THAT SLAG CEMENT SHALL NOT BE USED. MORTAR FOR EXTERIOR WALLS SHALL BE TYPE M. FOR INTERIOR LOAD BEARING WALLS THE MORTAR SHALL BE TYPE M OR S. FOR INTERIOR WALLS ABOVE GRADE AND NOT SUPPORTING LOADS THE MORTAR SHALL BE TYPE M, S, OR N. 2. WHENEVER ANCHOR BOLTS ARE TO BE SET IN MASONRY TWO CELLS AT THE SETTING LOCATION SHALL BE FILLED WITH CONCRETE. LINTELS: 1. LINTELS MAY BE USED IN MASONRY OPENINGS UP TO 6' - 6' CLEAR. THESE MAY BE PRE -CAST OR CAST IN PLACE AND SHALL BE 6' x 12' MINIMUM WITH 2 IS TOP AND BOTTOM AND SHALL BEAR AT EACH SIDE OF OPENINGS, STRUCTURAL STEEL: I. ALL STRUCTURAL STEEL ROLLED SHAPES, BARS AND PLATES SHALL COMPLY WITH ASTM A36 /A36M- 00a(AUG 2000), FY = 36 KSI, U.ON, 2. STRUCTURAL TUBING (TB) SHALL COMPLY WITH ASTM A500, GRADE B, FY = 46 KSI. 3. STEEL PIPE SHALL COMPLY WITH ASTM A53, TYPE S, GRADE B, FY = 35 KSI. 4. ALL BOLTS SHALL BE 3/4' DIAMETER ON 13/16' ROUND HOLES, UNLESS OTHERWISE NOTED. 5. ANCHOR BOLTS SHALL COMPLY WITH ASTM A301. 6. WELDING ELECTRODES SHALL BE E - 10 SERIES, LOW HYDROGEN. PRE - FABRICATED WOOD TRUSSES: 1. TO BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, THE TRUSS PLATE INSTITUTE AND ARCHITECTURAL - STRUCTURAL DRAWINGS. SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION SUPERIMPOSED LOADS SHALL BE AS FOLLOWS: ROOF: TOP CHORD: 45 P.S.F. BOTTOM CHORD: 10 P.SF. WIND UPLIFT = SEE ROOF FRAMING PLAN LUMBER: L ALL LUMBER TO BE SOUTHERN PINE NO.2 OR BETTER. REINFORCED MASONRY LOAD BEARING: I. LAY UP ALL 8' MASONRY UNITS PRIOR TO CONSTRUCTION OF THE SUPPORTED MEMBERS FOR THE SAME STORY. USE TYPE M MORTAR IN BEARING WALLS. LAY UP UNITS IN RUNNING BOND. 2. CONSTRUCT REINFORCED MASONRY IN ACCORDANCE WITH ACI 531, 'BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES: AND OR 'SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY' N.CMA. 3. USE CONCRETE MASONRY UNITS CONFORMING TO ASTM CW GRADE N/I EXCEPT THE MIN. COMPRESSIVE STRENGTH OF ANY UNIT IS 1500 PSI AND THE AVERAGE OF THREE UNITS IS 1500 PSI, USE ONLY MASONRY UNITS THAT ARE A MIN. OF 5M. SOLID. 4, TEST ONE SET OF MASONRY UNITS IN ADVANCE OF BEGINNING OPERATIONS AND ONE SET DURING CONSTRUCTION FOR EACH 3000 SQ/FT. OF WALL AREA. SAMPLE FROM ACTUAL FIELD UNITS. 5. USE TYPE 'M' MORTAR IN ACCORDANCE WITH ASTM C210. USE 3/8' FULL BEDDED JOINTS FOR ALL MASONRY UNITS. REMOVE MORTAR PROTRUDING INTO CELL CAVITIES THAT ARE TO BE REINFORCED AND GROUTED. ALLOW A MIN. OF 24 HOURS FOR MORTAR 6. USE 3000 PSI PUMP MIX READY MIX GROUT MADE WITH MAX. 3/6' AGGREGATE AND V TO 10' SLUMP. TEST SAMPLES FOR COMPRESSIVE STRENGTH TEST EVERY 30 YARDS OR EACH DAYS GROUTING. 1. USE HEAVY DUTY LADDER TYPE MASONRY REINFORCING IN EVERY OTHER COURSE. USE PREFABRICATED CORNERS AND TEES AT WALL INTERSECTIONS. OVERLAP DISCONTINUOUS ENDS A MIN. OF 12 '. HORIZONTAL REINFORCING SHALL CONFORM TO ASTM A/82, 8. USE GROUTED CELLS WITH 05 VERTICAL AT WALL INTERSECTIONS, EACH SIDE OF OPENINGS IN THE WALL AND AT THE ENDS OF WALLS. USE 105 IN FILLED CELL, U.ON. 9. USE BAR SPACERS IN EVERY 6th COURSE WHERE CELLS ARE TO BE GROUTED. 10. PROVIDE CLEAN OUT OPENINGS FOR EACH GROUTED CELL, II. USE ASTM A 615 GRADE 60 REINFORCING STEEL. 12. IN HIGH LIFT GROUTING USE A MAX. LIFT OF 4' -0' .MIN 1/2 HOUR AND MAX I HOUR BETWEEN LIFTS. VIBRATE EACH LIFT AND RECONSOLIDATE PREVIOUS LIFT AFTER PLACING NEXT LIFT. 13. REINFORCED MASONRY WALL CONSTRUCTION SHALL BE INSPECTED BY AN ENGINEER OR ARCHITECT IN ACCORDANCE WITH ACI 531. 14. WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL BLOCK CELLS WITH GROUT FOR BOLTED COURSE, ONE COURSE ABOVE AND TWO COURSES BELOW ANCHOR ELEVATION. 15. USE PRESSURE TREATED WOOD IN CONTACT WITH MASONRY. 16. PROVIDE POURED IN PLACE LINTELS OR HEADERS OVER ALL MASONRY OPENINGS NOT FLUSH WITH STRUCTURAL FRAME. 11. REINFORCING SPLICES TO BE 48 BAR DIAMETERS 16. A SPECIAL INSPECTOR IS REQUIRED TO BE PRESENT DURING ALL GROUTING OPERATIONS. 19. f'm =1500 PSI *551/2' FOR THREE MEMBER G.T. EMBEDHENT (TYPICAL) UPLIFT CAPACITY= 61001* F CONC. :_2�_ wWv0Lo MARK DESCRIPTION MARX DESCRIPTION IV Z F: K} " a, W U��{ o m- _._ 6 Q_w n U ZJ �OLOc x 3 LL _j M c �J W V) C Q�n� ® Q t~n � 'W SCHEDULE MARK DESCRIPTION MARX DESCRIPTION ANGLE 3'X3'Xt/4' W/ EXTEND. LEG (FY a36KSI) SEE DWG, 5 3/4' DIAM. HILTI KWIK BOLT II (CARBON STEEL), 2 REQ'D 2 STEEL PLATE 9- 3/4'X4'XI/4'(FY ■36 KSI) 6 PREFABRICATED TWO OR THREE PLY 'TRUSS. 3 STEEL PLATE It I/4'X4'X3/8'(FY ■3(p KSI) I MIN. 518' EXTERIOR GRADE PLYWD. SEE PLAN FOR NAILING REQ'MTS. 4 ONE(U, 3/4' DIAM. THRIJ BOLT FOR TWO PLY TRUSS 8 MIN. 8'X12' CONC. TIE BEAM (Pc•3000 pet, MINIMUM) ONE(I), 3/4' DIAM. THRU BOLT FOR THREE PLY TRUSS S CONCRETE MASONRY BLOCK GIRDER CONNECTION DETAIL SCALE= Ire' . r -m' /'T\[)ETA1L \!:4/8CALE: 3/4" = V -O'► PRE -FAB WD. TRUSSES 24' O.G. (PROVIDE SHOP DWCs'S FOR ARCHITEC APPROVAL) 8'X12' C( W/4"5 B,timv %.vjv 1. % l l r-.i 4 03 STIRRUPS e+ 48' O.C. ( ADD 2+'5 CORNER BARS W/30' LEGS 4 4" 3 STIRRUPS tv 12' O.G. 0 ALL CORNERS ). '= I- TAPL16 OF SHEATHING TO BE 19/32' PLYWOOD 06 NAILS tv 6' O.C. THRUOUT AND WITH 10d LS a 4' O.G. AT GABLE EDGES. DICAL. TOP OF TIE BM. M-1 h V H S u 00 © U cT Z 04 'A �tn eq W z 0 F_ a Q tW V wW1-0 W W W w 0 U �< Z LO � Q w � cn 0 W 0 cl W m 0 W 0 CL 0 w CL 3 as Z°F-b< DOE Q a&a yDp, ; MR %; go PAYE: 09/14/09 1'ROJ NOn 9029 Purx BY= JEB REV: - -4 i