09-860-016GENERAL NOTES:
1. THESE DRAWINGS HAVE BEEN PREPARED IN ACCORDANCE WITH
THE FLORIDA BUILDING CODE, 2001 EDITION.
2. NO DIMENSIONS SHALL BE SCALED FROM DRAWINGS,
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, RILES 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 STRICTURE DURING CONSTRUCTION.
8. 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.
S. 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 ARCHITECT - 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.
IS, 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 15 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 9S PERCENT OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY
(ASTM D- 155'U. 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 -i9
'STANDARD SPECIFICATIONS FOR WELDED WIRE FABRIC FOR CONCRETE
REINFORCEMENT'.
4. WELDED WIRE FABRIC SHALL BE SUPPORTED ON SLAB BOLSTERS
OR CONCRETE BLOCKS SPACED NO FURTHER THAN 3' -0' O.C.
5. SAW CUT CONTROL JOINTS SHALL BE SAWED AS SOON AS THE
CONCRETE 19 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, TYPE1.
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 A615/A6151" I -01, FY =60
KSI, U.ON.
2. ALL REINFORCING SHALL BE DETAILED AND FABRICATED
FOLLOWING THE REQUIREMENTS OF ACI 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
MAW
CAST AGAINST AND
MARK
PERMANENTLY
TL
1. ALL REINFORCED CONCRETE DESIGN SHALL BE IN ACCORDANCE
EXPOSED EARTH 3' 3/8'
WITH BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE
EXPOSED t0 EARTH OR
l ACI - 318 - SS ).
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' 3/6'
( ACI - 301 - SS)
NOT EXPOSED TO WEATHER OR
3. CONCRETE STRENGTH AT 28 DAYS SHALL BE AS FOLLOWS:
IN CONTACT WITH GROUND:
. FOUNDATIONS 3000 PSI
ROOF SLAB 1' 1/8'
SLAB ON FILL 3000 PSI
STRUCTURAL SLAB AND
COLUMNS 4000 PSI
WALLS 3/41 1/8'
STRUCTURAL SLABS 4000 PSI (U.O.N.)
BEAMS AND COLUMNS
BEAMS 4000 PSI (U.O.N.)
(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' 3/8'
5. NO ADMIXTURE SHALL BE PERMITTED WITHOUT THE WRITTEN
SLABS ON GRADE 1 1/2' 1/4'
APPROVAL OF THE ENGINEER
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
i. 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 RES14ORING 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.
RECOROKEEPING.
Co. BARS SUPPORTS SHALL BE PLASTIC TIPPED FOR EXPOSED
8. 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 -i9 AND
S. TRANSPORTING, PLACING, CURING AND DEPOSITING OF CONCRETE'
IT SHALL BE SUPPORTED ON SLAB BOLSTERS.
SHALL COMPLY WITH ACI 301 -SS.
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
HOOKS, U.O.N.
CONSTRUCTION JOINTS SEE DETAILS. ANY OTHER CONSTRUCTION JOINT
S. 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
CAS 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
II. 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 CW '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:
I. LINTELS MAY BE USED IN MASONRY OPENINGS UP TO 6' - 6'
CLEAR THESE MAY BE PRE -CAST OR CAST IN PLACE AND SHALL BE 8'
x 12' MINIMUM WITH 2 05 TOP AND BOTTOM AND SHALL BEAR AT EACH
SIDE OF OPENINGS.
STRUCTURAL STEEL:
1. ALL STRUCTURAL STEEL ROLLED SHAPES, BARS AND PLATES
SHALL COMPLY WITH ASTM A36 /A36M- 00a(AUG 2000), FY = 36 KSI, I.I.O.N.
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 8,
FY a 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,SF. BOTTOM CHORD: 10 F.S.F.
WIND UPLIFT - SEE ROOF FRAMING PLAN
LUMBER:
1. ALL LUMBER TO BE SOUTHERN PINE NO2 OR BETTER
REINFORCED MASONRY LOAD BEARIWG:
I. LAY UP ALL V MASONRY UNITS PRIOR TO CONSTRUCTION OF THE
SUPPORTED MEMBERS FOR THE SAME STORY. USE TYPE M MORTAR IN BEARING
WALLS. LAY UP UNITS IN RIM1WING 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` NC.MA.
3. USE CONCRETE MASONRY UNITS CONFORMING TO ASTM C90 GRADE NA
EXCEPT THE MIN. COMPRESSIVE STRENGTH OF ANY UNIT IS 1500 PSI AND
THE AVERAGE OF THREE UNITS 16 1500 PSI. USE ONLY MASONRY UNITS
THAT ARE A MIN. OF UM SOLID.
4. TEST ONE SET OF MASONRY UNITS IN ADVANCE OF BEGINNING
OPERATIONS AND ONE SET DURING CONSTRUCTION FOR EACH 300@ SO/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. 3/8'
AGGREGATE AND 8' TO 10' SLUMP. TEST SAMPLES FOR COMPRESSIVE STRENGTH
TEST EVERY 30 YARDS OR EACH DAYS GROUTING.
1. USE HEAVY DUTY LADDER TYPE MASONRY REINFORCING M 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 'S VERTICAL AT WALL INTERSECTIONS,
EACH SIDE OF OPENINGS IN THE WALL AND AT THE ENDS OF WALLS. USE
1 03 IN FILLED CELL, UDA
S. USE BAR SPACERS IN EVERY 6th COURSE WHERE CELLS ARE TO BE
GROUTED.
10. PROVIDE CLEAN OUT OPENINGS FOR EACH GROUTED CELL.
11. 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
18. A SPECIAL INSPECTOR IS REQUIRED TO BE PRESENT
DURING ALL GROUTING OPERATIONS.
I9. F'm =1500 P51
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EMBEDMENT
(TYPICAL)
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UPLIFT CAPACITY■ 61000
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DESCRIPTION
ANGLE 3'X3'XI/4' W/ EXTEND.
LEG (FY•36KSI) SEE DWG,
5
3/4` D[AM. HILT[ KWIK BOLT It (CARBON STEEL), 2 REO'D
2
STEEL PLATE 9- 3/4'X4'XI/4'(FY ■36 KSI)
6
PREFABRICATED TWO OR THREE PLY TRUSS.
3
STEEL PLATE 11 I /4'X4'X3 /8'(FY ■3(v KSI)
1
MIN. 5/8' EXTERIOR GRADE PLYWO. SEE PLAN FOR NAILING REQ'MTS.
4
ONEIU, 3/4' DIAM. THRU BOLT FOR TWO PLY TRUSS
8
MIN. 86X12' C:ONC. TIE BEAM (Fc=30= pat, MINIMUM)
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9
CONCRETE MASONRY BLOCK
GIRDER CONNECTION DETAIL
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SCALE: 3/4" = 1' -011
PRE -FAB WD.
TRUSSES
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FOR ARCHITEC
APPROVAL)
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( ADD 205 CORNER BARS W/30' LEGS
t 40 3 STIRRUPS 0 12' O.C. 0 ALL CORNERS ).
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:)F SHEATHING TO BE 19/32' PLYWOOD
Od NAILS 0 6' O.G. THRUOUT AND WITH 10d
LS 0 4' O.G. AT GABLE EDGES.
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DATES 09/14/09
PRDJ NO% 9029
CKVj 6Y: JEB
REV= -
A11/20/09
PEWT- REVIEW
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