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G E N E R A L S T R U C T U R A L N O T E S (GSN) GA FILE NO. RC 2601 GYPSUM BOARD, WOOD JOISTS, ROOF COVERING GA FILE NO. WP 3510 GYPSUM WALLBOARD, WOOD STUDS BASE: LAYER 5/8" TYPE 'X' GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO 2 X 10 WOOD JOISTS 24" O.C. WITH 1 1/4" TYPE W OR S DRYWALL SCREWS 24" O.C. FACE LAYER 5/8" TYPE 'X' GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO JOISTS THROUGH BASE LAYER WITH 1 7/8" TYPE S DRYWALL SCREWS 12" O.C. AT JOINTS AND INTERMEDIATE JOISTS. FACE LAYER JOINTS OFFSET 24" FROM BASE LAYER JOINTS. 1 1/2" TYPE G DRYWALL SCREWS PLACED 2" BACK ON EITHER SIDE OF FACE LAYER END JOINTS, 12" O.C. 1/2" PLYWOOD WITH EXTERIOR GLUE APPLIED AT RIGHT ANGLES TO TOP OF JOISTS WITH 8d NAILS. CEILING PROVIDES ONE HOUR FIRE RESISTANCE PROTECTION FOR WOOD FRAMING INCLUDING TRUSSES. ONE LAYER 5/8" TYPE 'X' GYPSUM WALLBOARD OR VENEER BASE APPLIED PARALLEL WITH OR AT RIGHT ANGLES TO EACH SIDE OF 2 X 4 WOOD STUDS SPACED 24" O.C. WITH 6d COATED NAILS 1 7/8" LONG, 0.0915" SHANK, 1/4" HEADS, 7" O.C. WALLBOARD NAILED TO TOP AND BOTTOM PLATES AT 7" O.C. STAGGER JOINTS 24" O.C. EACH SIDE. (LOAD BEARING) 1 HOUR FIRE 1 HOUR FIRE 35 TO 39 STC SOUND APPROX. CEILING WEIGHT: 5 PSF FIRE TEST: FM FC 172, 2-25-72 FIRE TEST: UL R3501-47,-48, 9-17-65 APPROX. WEIGHT: 7 PSF DESIGN U309 UL R1319-129, 7-22-70 THICKNESS: 4 7/8" DESIGN U314 SOUND TEST: NGC 2404, 10-14-70 1 HOUR FIRE RATED FLOOR/ CEIIL'G ASSEMBLY N.T.S. 1 HOUR FIRE RATED WALL ASSEMBLY FIRE TEST: FM FC 172, 2-25-72 N.T.S. PIPE THRU PENETRATION OF FIRE RATED ASSEMBLY TEST REF. U.L. SYSTEM NO. W-L-1041 FILL ANNULAR SPACE WITH STA-SMOOTH FS 90 FIRE-SHIELD COMPOUND. AS MFG. BY U.S. GYPSUM. N.T.S. STEEL CONDUIT MAX. 4" DIAMETER. 3-1/2" THICKNESS OF 0.5 PFC FIBERGLASS INSLATION. 2 X 4 FRAMING @ 16" O.C. Max. dia. annular space FIRE RATED WALL FIRE RATED ASSEMBLY DETAILS NOTE: ACCORDING TO THE GYPSUM ASSOCIATION THE FIRE RATED ASSEMBLIES DESCRIBED ABOVE ARE DERIVED FROM FULL SCALE FIRE TESTS CONDUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF ASTM E 119. 1/4"min. 2-1/2" max. not to exceed 7" SCALE JOB NUMBER CHECKED BY DRAWN BY DATE SHEET TITLE SHEET NUMBER OF as noted 7/28/16 Structural Notes Arch 2 A NEW BUILDING FOR Middlefield Veterinary Clinic 15075 S Springdale Ave. Middlefield, Ohio 44062
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Page 1: G E N E R A L S T R U C T U R A L N O T E S (GSN)

G E N E R A L S T R U C T U R A L N O T E S (GSN)

GA FILE NO. RC 2601GYPSUM BOARD, WOOD JOISTS, ROOF COVERINGGA FILE NO. WP 3510

GYPSUM WALLBOARD, WOOD STUDS

BASE: LAYER 5/8" TYPE 'X' GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO 2 X 10 WOOD JOISTS 24" O.C. WITH 1 1/4" TYPE W OR S DRYWALL SCREWS 24" O.C. FACE LAYER 5/8" TYPE 'X' GYPSUM WALLBOARD APPLIED AT RIGHT ANGLES TO JOISTS THROUGH BASELAYER WITH 1 7/8" TYPE S DRYWALL SCREWS 12" O.C. AT JOINTS AND INTERMEDIATE JOISTS. FACE LAYER JOINTS OFFSET 24" FROM BASE LAYER JOINTS. 1 1/2" TYPE G DRYWALL SCREWS PLACED 2" BACK ON EITHER SIDE OF FACE LAYER END JOINTS, 12" O.C. 1/2" PLYWOOD WITH EXTERIOR GLUE APPLIED AT RIGHT ANGLES TO TOP OF JOISTS WITH 8d NAILS. CEILING PROVIDES ONE HOUR FIRE RESISTANCE PROTECTION FOR WOOD FRAMING INCLUDING TRUSSES.

ONE LAYER 5/8" TYPE 'X' GYPSUM WALLBOARD OR VENEER BASE APPLIED PARALLEL WITH OR AT RIGHT ANGLES TO EACH SIDE OF 2 X 4 WOOD STUDS SPACED 24" O.C. WITH 6d COATED NAILS 1 7/8" LONG, 0.0915" SHANK, 1/4" HEADS, 7" O.C. WALLBOARD NAILED TO TOP AND BOTTOM PLATES AT 7" O.C. STAGGER JOINTS 24" O.C. EACH SIDE. (LOAD BEARING)

1 HOUR FIRE1 HOUR FIRE35 TO 39 STC SOUND

APPROX. CEILING WEIGHT: 5 PSFFIRE TEST: FM FC 172, 2-25-72

FIRE TEST: UL R3501-47,-48, 9-17-65APPROX. WEIGHT: 7 PSF

DESIGN U309UL R1319-129, 7-22-70

THICKNESS: 4 7/8"

DESIGN U314SOUND TEST: NGC 2404, 10-14-70

1 HOUR FIRE RATED FLOOR/ CEIIL'G ASSEMBLYN.T.S.

1 HOUR FIRE RATED WALL ASSEMBLY

FIRE TEST: FM FC 172, 2-25-72

N.T.S.

PIPE THRU PENETRATION OF FIRE RATED ASSEMBLY

TEST REF. U.L. SYSTEM NO. W-L-1041

FILL ANNULAR SPACE WITHSTA-SMOOTH FS 90FIRE-SHIELD COMPOUND. ASMFG. BY U.S. GYPSUM.

N.T.S.

STEEL CONDUITMAX. 4" DIAMETER.

3-1/2" THICKNESS OF0.5 PFC FIBERGLASSINSLATION.

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SECTION 12. LAP ALL HORIZONTAL BARS AT
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SHEATHING -APA RATED FOR APPLICATION, EXTERIOR GRADE AT
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ORIENTATED STRAND BOARD - VOLUNTARY STANDARD PS-2
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DETAIL, FABRICATE, AND ERECT ALL STRUCTURAL LUMBER IN
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BY AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, LATEST EDITION
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PRESSURE TREATMENT FOR LUMBER - AWPA FOR WATER CONTACT
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CONNECTIONS SHALL BE MADE WITH STANDARD DESIGNS, FABRICATED FROM
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WEATHER AND/OR HIGH HUMIDITY SHALL BE HOT DIPPED GALVANIZED.
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PROVIDE WOOD HEADERS AS PER THE FOLLOWING SCHEDULE IN ALL STUD WALL
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REQUIRED BY THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS.
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ADD ONE 2x MEMBER FOR EACH ADDITIONAL 2" NOMINAL WALL WIDTH.
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PROVIDE STUDS EQUAL TO NUMBER OF BEAM LAMINATIONS PLUS 2 UNDER ALL
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DOWN TO FOUNDATION OR OTHER SUPPORT POINTS AS NEEDED.
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ACCORDANCE WITH NATIONAL DESIGN SPECIFICATION BY NATIONAL FOREST
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PRODUCTS ASSOCIATION AND TIMBER CONSTRUCTION MANUAL BY
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EXCEPT AS SPECIFIED IN NOTE NO. 8, AS MANUFACTURED BY CLEVELAND STEEL
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BOLTS, NAILS, SPIKES, AND OTHER CONNECTORS SHALL BE APPROPRIATE FOR
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OPENINGS WHEN NOT SHOWN ON DRAWINGS, OR IN OPENINGS
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PLACE FILLS TO BE COMPACTED IN MAX 8" LOOSE LIFTS. COMPACT TO MINIMUM 98% OF MAXIMUM DENSITY AT +/-2% OPTIMUM MOISTURE WHEN TESTED IN ACCORDANCE WITH ASTM D-698.
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COMPACT UNDERSLAB GRANULAR FILL TO 98% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D-698.
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THAN THAT ALLOWED WITHOUR HRWRA.
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OF HRWR ADMIXTURE. LIMIT SLUMP INCREASE TO 2" GREATER
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CONTRACTOR AT HIS OPTION MAY INCREASE SLUMP WITH USE
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OR 25% OF PORTLAND CEMENT CONTENT.
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SHALL BE LIMITED TO 20% OF TOTAL CEMENTITIOUS MATERIAL
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FLYASH CONTENT, IF APPROVED IN ADVANCE BY ENGINEER,
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SHALL EXTEND INTO UNDISTURBED SOILS.
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WITH NEW CONSTRUCTION SHALL BE REMOVED. NEW FOOTINGS
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%%uWILL NOT%%u BE PERMITTED UNDER ANY CIRCUMSTANCES.
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CALCIUM CHLORIDE OR CHLORIDE CONTAINING ADMIXTURES
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OF BUILDING FOOTPRINT TO DENSITY SPECIFIED IN
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ENGINEER COMPACT ALL AREAS WITH IN 5'-0" OUTSIDE
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WHEN REQUIRED OR DIRECTED BY THE GEOTECHNICAL
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AREAS WITH COMPACTED FILL.
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PROOF ROLL PRIOR TO PLACING BASE. REPLACE SOFT
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BE USED FOR ALL ADMIXTURES.
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ANOTHER. PREFERABLY ONE MANUFACTURER SHALL
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ALL ADMIXTURES SHALL BE COMPATIBLE WITH ONE
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CONFORMING TO ASTM C-260.
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USING TYPE "A" PORTLAND CEMENTS OR ADMIXTURES
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CONTAIN 6% (%%u+%%u2%) ENTRAINED AIR EITHER BY
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DEICING CHEMICALS, AND OR PARKED VEHICLES SHALL
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CONCRETE EXPOSED TO THE WEATHER, FREEZE-THAW,
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FLOOR ADHESIVES SPECIFIED WITHIN THE CONTRACT
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TO VERIFY CURING AGENT IS COMPATIBLE WITH ANY
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SPRAY CONFORMING TO ASTM C-309. CONTRACTOR
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CURE CONCRETE BY WET CURING OR LIQUID
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8 (EIGHT) HOURS AFTER PLACING CONCRETE.
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THE CONTRACT DOCUMENTS. CUT JOINTS WITHIN
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OF 12'-0" O.C., UNLESS NOTED OTHERWISE ON
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CUT JOINTS FOR SLABS ON GRADE A MAXIMUM
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AND LOCAL SAFETY ORDINANCES.
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INSTALLATION OF ALL CRIBBING, SHEATHING, AND
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SHORING REQUIRED AND SHALL BE SOLELY
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RESPONSIBLE FOR ALL EXCAVATION PROCEDURES
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INCLUDING LAGGING, SHORING, AND PROTECTION OF
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ADJACENT PROPERTY, STRUCTURES, STREETS, AND
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EXCAVATION FOR FOOTINGS SHALL BE APPROVED BY THE
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UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE,
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THE INSPECTOR WHEN INSPECTION OF EXCAVATION IS READY.
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SOILS ENGINEER REPRESENTATIVE PER CODE SECTION 3301.
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SUPPORT FOUNDATIONS SHALL BE INSPECTED BY THE
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CONCRETE OR GROUT HAS ATTAINED FULL DESIGN STRENGTH.
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NOT PLACE BACKFILL BEHIND RETAINING WALLS BEFORE
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ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO
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BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN
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FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN
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LAYERS IN ACCORDANCE WITH THE SOILS REPORT AND
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APPROVED BY THE INSPECTOR. ALL FILLS USED TO
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ELEVATIONS WILL BE ALTERED BY CHANGE ORDER.
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BY THE INSPECTOR OR SOILS ENGINEER, FOUNDATION
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FOUNDATIONS SHALL BE PLACED AND ESTIMATED
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ACCORDING TO DEPTHS SHOWN ON DRAWINGS. SHOULD
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SOIL ENCOUNTERED AT THESE DEPTHS NOT BE APPROVED
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ALL ABANDONED FOOTINGS, UTILITIES, ETC. WHICH INTERFERE
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INSPECTOR TO SUBMIT A LETTER OF COMPLIANCE.
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CONCRETE AND REINFORCING. CONTRACTOR TO NOTIFY
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INSPECTOR OR SOILS ENGINEER PRIOR TO PLACING THE
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OR ACI 306 (COLD WEATHER) , ALL LATEST EDITIONS.
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STRENGTH DESIGN METHOD".
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SLABS ON GRADE SHALL BE SUPPORTED ON NATURAL
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5.3 SHALL BE USED TO PROPORTION CONCRETE.
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HISTORY OR TRAIL BATCH METHOD) PER ACI SECTION
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STRUCTURAL ENGINEER. MIX DESIGN METHODS (TEST
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TESTING LABORATORY AND APPROVED BY THE
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CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED
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REINFORCED CONCRETE IS DESIGNED BY THE "ULTIMATE
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THE REQUIREMENTS OF ACI 301, ACI 305 (HOT WEATHER),
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ALL CONCRETE CONSTRUCTION SHALL CONFORM WITH
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RECOMMENDATIONS OF THE SOILS REPORT.
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GRADE OR COMPACTED FILL AS PER THE
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STRENGTH AND TYPES (SLUMP LISTED IS MAX):
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ALL CONCRETE SUBSTRUCTURE
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%%ULOCATION IN STRUCTURE
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ALL CONCRETE FOOTINGS
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SUBMIT MIX DESIGN METHOD DATA.
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PROJECT SPECIFICATIONS.
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SECTION 5 AND PROJECT SPECIFICATIONS. CLEAN
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PLACEMENT OF CONCRETE SHALL CONFORM TO ACI CODE
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AGGREGATE FOR CONCRETE SHALL CONFORM
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PORTLAND CEMENT SHALL CONFORM TO ASTM C-150,
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SCHEDULE OF STRUCTURAL CONCRETE 28-DAY
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CONCRETE MIXING OPERATION, ETC. SHALL CONFORM
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TO ALL REQUIREMENTS AND TESTS OF ASTM C-33 AND
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AT A MINIMUM OF 3 DIAMETERS.
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SURFACES AGAINST WHICH NEW CONCRETE IS TO
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PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL
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PIPES LARGER THAN 1-1/2" DIAMETER SHALL NOT
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ALL REINFORCING BARS, ANCHOR BOLTS, AND OTHER
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PIPES SHALL NOT DISPLACE OR INTERRUPT
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BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT
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OPENINGS IN CONCRETE BEFORE PLACING. DO NOT
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POSITION PRIOR TO PLACING CONCRETE.
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RESTRICTIONS ON THE PLACEMENT OF OPENINGS IN
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REINFORCING BARS. SPACE EMBEDDED PIPES
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WHERE SPECIFICALLY APPROVED BY ENGINEER.
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DRAWINGS. SEE THESE DRAWINGS FOR ADDITIONAL
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IN ADVANCE OF CONDITIONS NOT SHOWN ON THE
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CONCRETE IS NOT PERMITTED. NOTIFY THE ENGINEER
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CUT ANY REINFORCING WHICH MAY CONFLICT. CORING
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CONCRETE INSERTS SHALL BE WELL SECURED IN
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AND ROUGHEN TO 1/4" AMPLITUDE ALL CONCRETE
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17.
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16.
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15.
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13.
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14.
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DOCUMENTS.
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12.
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11.
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10.
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9.
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BE PLACED.
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SLABS AND WALLS.
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8.
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7.
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6.
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5.
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ALL CONCRETE GRADE BEAMS
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TYPE I OR II.
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TO ASTM C-94.
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SLAB-ON-GRADE
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13.
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GEOTECHNICAL REPORT
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4.
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3.
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2.
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1.
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%%UCONCRETE
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11.
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12.
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10.
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9.
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8.
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7.
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6.
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5.
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ARE TO BE HOT DIPPED GALVANIZED.
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ALL STRUCTURAL STEEL SURFACES THAT ARE ENCASED
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MEET THESE REQUIREMENTS.
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COUNCIL FOR MASONRY WALL BRACING. CONTRACTOR IS SOLELY RESPONSIBLE TO
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"STANDARD PRACTICE FOR BRACING MASONRY WALLS UNDER CONSTRUCTION" BY THE
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DURING CONSTRUCTION, MASONRY WALLS ARE TO BE BRACED IN ACCORDANCE WITH
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AND ELEVATOR SHAFT. CERTIFICATES OF COMPLIANCE
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VERTICALLY. JOINT REINFORCING SHALL BE DUR-O-WAL
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EACH BEAM BEARING.
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SHALL OCCUR WITHIN 17" OF CENTERLINE OF BEAM
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SHALL BE FURNISHED UPON REQUEST.
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PROVIDE FIRE RATED OR EQUIVALENT MASONRY UNITS AT FIREWALLS, STAIRWELLS
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PROVIDE UNITS APPROPRIATE FOR THE USE, I.E., SASH, BULLNOSE, BOND, ETC..
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EXTRA HEAVY DUTY TRUSS TYPE, 3/16" GALVANIZED WIRE, OR EQUAL.
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PROVIDE HORIZONTAL JOINT REINFORCING IN ALL MASONRY WALLS AT 16" O.C.
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USE TWO COURSES (16") OF SOLID OR GROUTED SOLID MASONRY BELOW
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BEARING OR CONCENTRATED LOADS.
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IN MASONRY WALLS, NO CHASES, RISERS, CONDUITS OR TOOTHING OF MASONRY
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NON-LOAD BEARING PARTITIONS (INTERIOR):
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LOAD BEARING (INTERIOR AND EXTERIOR):
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REINFORCED MASONRY:
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MORTAR USAGE FOR ABOVE AND BELOW GRADE WALLS:
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MASONRY PRISM STRENGTH (f'm) = 1,800 PSI AT 28 DAYS, UNLESS NOTED
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REINFORCING STEEL BARS:
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GROUT :
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MORTAR (TYPE M, S, N, or O):
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LOAD BEARING UNITS:
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MATERIALS:
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AND ACI 530.1 UNLESS OTHERWISE SHOWN OR NOTED.
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CONSTRUCT ALL MASONRY WALLS IN ACCORDANCE WITH ACI 530
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%%UMASONRY
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DIRECTED OTHERWISE BY ENGINEER
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LIGHT GRAY RUST INHIBITIVE OXIDE PRIME PAINT UNLESS
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PAINT STRUCTURAL STEEL WITH FABRICATOR'S STANDARD
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INSPECTION REQUIREMENTS.
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OF STEEL CONSTRUCTION, LATEST EDITION.
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AND STEEL DETAIL DRAWINGS FOR WELDING
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OR ARE ENCASED BY BUILDING FINISH, SHALL BE
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MINIMUM SIZE WELDS AS SPECIFIED IN AISC MANUAL
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WELDING SOCIETY. SEE SPECIAL INSPECTION SECTION
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SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE
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EFFECTIVE LENGTH REQUIRED. WHERE FILLET WELD
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(AWS D1.1 LATEST REVISION) OF THE AMERICAN
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AND THE CODE FOR WELDING IN BUILDING CONSTRUCTION
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BE IN CONFORMITY WITH THE PROJECT SPECIFICATIONS
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USING E70XX ELECTRODES (U.N.O.). ALL WELDS SHALL
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IN CONCRETE, MASONRY, OR SPRAY ON FIREPROOFING,
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WELD LENGTHS CALLED FOR ON PLANS ARE THE NET
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ALL WELDING IS TO BE DONE BY CERTIFIED WELDERS
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8.
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7.
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6.
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LEFT UNPAINTED.
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10.
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6.
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7.
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8.
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9.
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5.
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4.
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3.
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2.
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1.
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FOR OPENINGS FROM 4'-0" TO 6'-0":
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FOR OPENINGS FROM 6'-1" TO 8'-0":
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FOR OPENINGS FROM 8'-1" TO 10'-0":
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ALL HEADERS SHALL BEAR ON 2 STUDS AT EACH END.
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BEAM BEARING LOCATIONS. STUDS ARE TO EXTEND
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6.
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7.
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8.
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5.
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2-2x10's
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2-2x8's
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2-2x12's
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ASTM A-615 GRADE 60
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ASTM C-476 (2500 PSI)
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ASTM C-270
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ASTM C-90 (GRADE N-1)
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TYPE O
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TYPE S
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TYPE S
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LAMINATED VENEER LUMBER: (ASTM D 5456)
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ALL LOCATIONS
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PLYWOOD - APA VOLUNTARY STANDARD PS-1
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Fb = 2800 PSI
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SPECIALTIES, SIMPSON STRONGTIE, OR EQUAL.
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DETAILS SHALL CONFORM TO AITC STANDARD NO. 104.
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THE USE INTENDED. FASTENERS EXPOSED TO THE
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Fv = 105 PSI
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E = 1,900,000 PSI
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GALVANIZED SHEET METAL OR PAINTED STEEL PLATE,
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4.
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3.
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%%uTIMBER CONSTRUCTION
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S4S LUMBER (ASLS PS 20)
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SPECIES: DOUGLAS FIR, HEM FIR OR SO. PINE
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GRADE: NO. 2 OR BETTER, 19% MC, KILN DRIED
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1.
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2.
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MATERIALS:
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ANGLES OR PLATES IN EXTERIOR WIDTHS OF MASONRY WALLS
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PLATES ARE TO BE 1" LESS THAN NOMINAL WALL THICKNESS.
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MINIMUM OF 6" BEARING AT EACH END.
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FOR OPENINGS GREATER THAN 10'-0" AND NOT SHOWN ON PLANS ALLOW
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WALL OPENINGS WHEN NOT SHOWN ON DRAWINGS, OR IN OPENINGS
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MINIMUM THICKNESS OF LINTELS IN EXTERIOR WALLS TO BE 5/16".
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USE ONE ANGLE FOR EACH 4" WYTHE OF MASONRY.
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ALL LINTELS SHALL BEAR ON 8" OF SOLID MASONRY, U.N.O..
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ALL LINTELS SHALL HAVE 1" OF BEARING FOR EACH FOOT OF SPAN WITH A
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FOR A MINIMUM BEAM WEIGHT OF 36 PLF PLUS A 5/16" x 11" BOT PLATE
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FOR OPENINGS FROM 7'-1" TO 10'-0":
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FOR OPENINGS FROM 6'-1" TO 7'-0" :
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FOR OPENINGS FROM 4'-1" TO 6'-0" :
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FOR OPENINGS UP TO 4'-0" :
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REQUIRED BY THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS.
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PROVIDE STEEL LINTELS AS PER THE FOLLOWING SCHEDULE IN ALL MASONRY
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%%uSTEEL LINTEL SCHEDULE
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3"
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A.
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CONCRETE CAST AGAINST AND PERMANENTLY
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EXPOSED TO EARTH
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NON-STRUCTURAL BOLTS
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CONTACT WITH GROUND:
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SLABS, WALLS, JOISTS:
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NO. 6 THROUGH NO. 18 BAR
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NO. 11 BAR AND SMALLER
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CONCRETE EXPOSED TO EARTH OR WEATHER:
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NO. 5 BAR, W31 OR D31 WIRE AND SMALLER
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CONCRETE NOT EXPOSED TO WEATHER OR IN
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PLATES, ANGLES,
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BASE PLATES, CONNECTION
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AND MISCELLANEOUS
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ALL WF SHAPES, U.N.O.
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LATEST EDITION (EXCLUDING SECTION A7).
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ARCHITECT'S AND STRUCTURAL ENGINEER'S REVIEW AND
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ERECTION OF STRUCTURAL STEEL FOR BUILDINGS
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DESIGNATION AS INDICATED BELOW (U.N.O.):
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SHOP DRAWINGS TO THE ENGINEER OF ALL STEEL FOR
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SPECIFICATION FOR THE DESIGN, FABRICATION, AND
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FABRICATOR IN ACCORDANCE WITH THE AISC
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AND ERECTED BY AN APPROVED AND LICENSED
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APPROVAL BEFORE FABRICATION.
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THAN NOMINAL SIZE OF BOLT USED, EXCEPT AS
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%%USTRUCTURAL STEEL (IF ANY)
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HOLES IN STEEL SHALL BE 1/16" LARGER DIAMETER
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THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH
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ALL STRUCTURAL STEEL SHALL CONFORM TO THE ASTM
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STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED,
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2"-4"
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%%USLUMP
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150 PCF
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4000 PSI
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%%UDENSITY
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%%USTRENGTH
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4"
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4"
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150 PCF
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150 PCF
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3000 PSI
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3000 PSI
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5.
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4.
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3.
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H.S. BOLTS
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TUBE SECTIONS
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NOTED.
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2.
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1.
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D.
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C.
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B.
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ASTM A992 (ASTM A572, GR50)
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ASTM A-36
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A-307
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A-325, S.C. U.N.O.
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A-500, GRADE B
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6.
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5.
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4.
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3.
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2.
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1.
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3/4"
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1 1/2"
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1 1/2"
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2"
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UNLESS NOTED OTHERWISE:
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AFTER ENGINEER'S REVIEW.
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IN-PLACE INSPECTION IS MADE.
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PROVIDE REQUIRED SHOP DRAWINGS AND FABRICATE
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ARE SUBJECT TO APPROVAL BY STRUCTURAL ENGINEER.
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REBAR TO FOUNDATIONS. ALL SPLICE LOCATIONS
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CORNERS AND INTERSECTIONS. DOWEL ALL VERTICAL
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IDENTIFICATION CAN BE MADE WHEN THE FINAL
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METAL CHAIRS, PRIOR TO PLACING CONCRETE.
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ON WELL-CURED CONCRETE BLOCKS OR APPROVED
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STRUCTURES", LATEST EDITION.
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BY STRUCTURAL ENGINEER.
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OVERLYING GRIDS OF REINFORCING STEEL.
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PER ICBO RESEARCH REPORT. SUBMIT FOR APPROVAL
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TO DEVELOP THE FULL TENSION STRENGTH OF THE BAR
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MAY BE USED. SIZES AND TYPES SHALL BE SELECTED
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CONSTRUCTION JOINTS, MECHANICAL BAR SPLICE DEVICES
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CONTINUOUS WHETHER STATED AS "CONT." OR NOT.
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WHETHER STATED AS "O.C." OR NOT. ALL REBAR IS
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MAY BE CORRECTED PRIOR TO PLACEMENT OF
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STEEL, CONDUIT, SLEEVES, AND EMBEDDED ITEMS
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SCHEDULED SO THAT PLACEMENT OF REINFORCING
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REINFORCING STEEL. INSPECTION SHALL BE
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INCLUDE INSPECTION DURING INSTALLATION OF
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SUBMITTED PRIOR TO PLACEMENT OF CONCRETE.
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ACCORDANCE WITH THE "A.C.I. MANUAL OF STANDARD
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PRACTICE FOR DETAILING REINFORCED CONCRETE
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SHALL BE PROVIDED FOR REINFORCEMENT
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CAST-IN-PLACE CONCRETE (NON-PRESTRESSED)
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THE FOLLOWING MINIMUM CONCRETE COVER
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WHERE REINFORCING IS SHOWN CONTINUOUS THROUGH
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REBAR SPACINGS GIVEN ARE MAXIMUM ON CENTER
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CONCRETE PROTECTION FOR REINFORCEMENT
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CONTINUOUS INSPECTION OF CONCRETE SHALL
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ALL BARS SHALL BE MARKED SO THEIR
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BARS IN SLABS SHALL BE SECURELY SUPPORTED
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REINFORCING STEEL SHALL BE DETAILED IN
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MILL TEST REPORTS FOR GRADE 60 BARS SHALL BE
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9.
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12.
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10.
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11.
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8.
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7.
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6.
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5.
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%%UCOVER
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W8x18 with 5/16" Plate
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%%UL%%U6x3 1/2x5/16
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%%UL%%U5x3 1/2x 5/16
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%%UL%%U3 1/2x3 1/2x1/4
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INDICATED ON DRAWINGS OR NOT.
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AS PART OF CONTRACTOR'S WORK WHETHER
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ARE TO BE INCLUDED
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REGARDING SITE PREPARATION WORK, PLACEMENT OF FILL SOILS,
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RECOMMENDATIONS CONTAINED IN THE SOILS REPORT
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INFORMATION: ASSUMED NET BEARING = 1500 PSF
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FOUNDATIONS ARE DESIGNED BASED ON THE FOLLOWING
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FOUNDATION DESIGN BASED ON SOILS REPORT PREPARED BY
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NATIVE SOILS WHICH SHALL BE TAMPED PER SOILS REPORT.
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CONTRACTOR TO PROVIDE FOR DE-WATERING OF
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CONTRACTOR SHALL PROVIDE FOR DESIGN AND
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GROUND WATER, OR SEEPAGE, IF REQUIRED.
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EXCAVATIONS FROM EITHER SURFACE WATER,
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FOOTINGS SHALL BEAR ON COMPACTED FILL OR
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4.
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3.
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2.
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1.
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%%UFOUNDATION
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James R. Fincham
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REINFORCING BAR BENDS SHALL BE MADE COLD.
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ASTM A615, GRADE 60 U.N.O.
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REQUIREMENTS OF CHAPTER 12 OF THE ACI CODE,
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MATERIALS LIKELY TO IMPAIR BOND. ALL
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%%UREINFORCING STEEL
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SUPPORTED ON APPROVED CHAIRS.
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MINIMUM SPLICE LENGTH FOR REINFORCING
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STEEL BARS IN CONCRETE SHALL BE PER THE ACI CODE
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SECTION 12.8, 9" MINIMUM. WWF SHALL BE
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INDICATED ON THE DRAWINGS. MINIMUM SPLICE
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LENGTH FOR REINFORCING STEEL BARS IN MASONRY
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SHALL BE 40 BAR DIAMETERS, 24" MINIMUM.
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A-185 (MATS ONLY). PROVIDE LAPS PER THE ACI CODE
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REINFORCING BAR SPLICES SHALL BE MADE AS
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REINFORCING BARS SHALL CONFORM TO THE
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BARS SHALL BE CLEAN OF RUST, GREASE, OR OTHER
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WELDED WIRE FABRIC SHALL CONFORM TO ASTM
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4.
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3.
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2.
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1.
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4000 PSI
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150 PCF
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4"
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Certified Professional Soils Scientist
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CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF
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THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE
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GROUT OTHER THAN FOR MASONRY CELLS SHALL BE
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UNLESS NOTED OTHERWISE, EXPANSION BOLTS IN CONCRETE
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NON-SHRINK, NON-METALLIC, MEETING ASTM C-827, C-191,
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AND C-109, MIXED AND INSTALLED PER MANUFACTURER'S
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SPECIFICATIONS. MINIMUM COMPRESSIVE STRENGTH
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THOSE FOR HILTI, PER CURRENT ICBO RESEARCH
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REPORT. INSTALL EXPANSION AND EPOXY ANCHORS PER
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ALTERNATE WITH ALLOWABLE VALUES EQUAL TO OR EXCEEDING
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EMBEDMENT HILTI HIT SYSTEM (ICBO 4016) OR APPROVED
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EPOXY ANCHORS SHALL BE 1/2" DIAMETER WITH 4 1/4"
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VALUES EQUAL TO OR EXCEEDING THOSE FOR HILTI, PER CURRENT
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ICBO RESEARCH REPORT. UNLESS NOTED OTHERWISE, ALL
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BOLTS II (ICBO 4627) OR APPROVED ALTERNATE WITH ALLOWABLE
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SHALL BE 1/2" DIAMETER X 3 1/2" EMBEDMENT HILTI KWIK
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ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE
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PLACED ON FRAMED ROOF. LOAD SHALL NOT EXCEED
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5,000 PSI IN TWO DAYS.
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MANUFACTURER'S RECOMMENDATIONS.
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HAS NOT ATTAINED DESIGN STRENGTH.
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12.
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11.
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10.
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THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
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ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE
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IN CASE OF CONFLICT, MORE COSTLY REQUIREMENTS GOVERN
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FOR BIDDING. SUBMIT CLARIFICATION REQUEST PRIOR TO
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START OF CONSTRUCTION. ANY DISCREPANCIES THAT
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RESPONSIBLE FOR THE REVIEW AND COORDINATION OF
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TO STARTING CONSTRUCTION. THE ARCHITECT SHALL BE
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NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES.
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CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE
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ALL DRAWINGS AND SPECIFICATIONS PRIOR TO THE
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OCCUR SHALL BE BROUGHT TO THE ATTENTION OF
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THE ARCHITECT PRIOR TO START OF CONSTRUCTION SO
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NOTES AND DETAILS ON DRAWINGS SHALL TAKE
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ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF
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SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:
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SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS,
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WHICH HAVE AUTHORITY OVER ANY PORTION OF THE
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AS "THE CODE", AND ANY OTHER REGULATING AGENCIES
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PRECEDENCE OVER GENERAL NOTES AND TYPICAL
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DRAWINGS ARE TYPICAL AS INDICATED BY CUTS,
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UNLESS NOTED OTHERWISE, DETAILS IN STRUCTURAL
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DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE
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CORRECTED BY THE CONTRACTOR AT HIS OWN EXPENSE.
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CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.
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OHIO BUILDING CODE AND LATEST REVISIONS REFERRED TO HERE
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PERFORMED IN CONFLICT WITH THE CONTRACT
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THAT A CLARIFICATION CAN BE ISSUED. ANY WORK
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SEE MECHANICAL, PLUMBING, AND ELECTRICAL
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CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL, OR
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ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN
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SLAB OPENINGS, ETC., EXCEPT AS SHOWN OR NOTED.
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PIPE RUNS, SLEEVES, HANGERS, TRENCHES, WALL AND
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SIZE AND LOCATION OF ALL CONCRETE CURBS,
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EQUIPMENT PADS, PITS, FLOOR DRAINS, SLOPES,
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DEPRESSED AREAS, CHANGE IN LEVEL, CHAMFERS,
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SIZE AND LOCATION OF ALL FLOOR AND ROOF
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DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.
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CONTRACTOR SHALL INVESTIGATE SITE DURING
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ASTM SPECIFICATIONS ON THE DRAWINGS SHALL
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CLEARING AND EARTHWORK OPERATIONS FOR FILLED
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CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT
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SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE.
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THE CONTRACTOR SHALL PROVIDE ALL MEASURES
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THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.
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SUCH STRUCTURES ARE FOUND, ENGINEER SHALL BE
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CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY
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EXCAVATIONS OR BURIED STRUCTURES, SUCH AS
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SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
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VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL
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TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION
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NOT BE LIMITED TO BRACING, SHORING FOR LOADS DUE
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NECESSARY TO PROTECT THE STRUCTURE DURING
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SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES,
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SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR
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NOTIFIED IMMEDIATELY.
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BE OF THE LATEST REVISION.
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THE CONTRACT STRUCTURAL DRAWINGS AND
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ANCHOR BOLTS FOR MOTOR MOUNTS.
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9.
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8.
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7.
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GROOVES, INSERTS, ETC.
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OPENINGS EXCEPT AS SHOWN.
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FLOOR AND ROOF FINISHES.
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NON-BEARING PARTITIONS.
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WALLS AND SLABS.
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PLUMBING FIXTURES.
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DRAWINGS FOR THE FOLLOWING:
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6.
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REFERENCES, OR TITLES.
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THE FOLLOWING CODES:
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EXCEPT AS NOTED.
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DETAILS. WHERE NO DETAILS ARE GIVEN,
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5.
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4.
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3.
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WORK.
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%%UGENERAL
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PROCEEDING WITH WORK.
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2.
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1.
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STRUCTURAL DESIGN CRITERIA:
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CODE: OHIO BUILDING CODE
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FLOOR LIVE LOAD:
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SLAB-ON-GRADE 250 PSF
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ROOF LIVE LOAD: 30 PSF
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ROOF SNOW LOAD:
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GROUND SNOW LOAD, Pg 30 PSF
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FLAT ROOF SNOW LOAD, Pf 30 PSF
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SNOW EXPOSURE FACTOR, Ce 1.00
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SNOW IMPORTANCE FACTOR, Is 1.00
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THERMAL FACTOR, Ct 1.00
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WIND LOAD:
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BASIC WIND SPEED 90 MPH
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BUILDING OCCUPANCY CATEGORY II
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WIND IMPORTANCE FACTOR, IW 1.00
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WIND EXPOSURE B
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INTERNAL PRESSURE COEFFICIENT, Gcpi +/-0.18
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COMPONENT AND CLADDING WIND DESIGN PRESSURE +/-25 PSF MIN.
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EARTHQUAKE DESIGN DATA:
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BUILDING OCCUPANCY CATEGORY II
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SEISMIC USE GROUP I
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SEISMIC IMPORTANCE FACTOR, Ie 1.00
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MAPPED SPECTRAL RESPONSE ACCELERATION, Ss 0.177
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MAPPED SPECTRAL RESPONSE ACCELERATION, S1 0.056
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SITE CLASS D
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SPECTRAL RESPONSE COEFFICIENT, Sds 0.189 G
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SPECTRAL RESPONSE COEFFICIENT, Sd1 0.090 G
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SEISMIC DESIGN CATEGORY B
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BASIC SEISMIC-FORCE-RESISTING SYSTEM LIGHT FRAME
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SHEAR PANELS
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DESIGN BASE SHEAR 0.04W
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SEISMIC RESPONSE COEFICIENT, Cs 0.04
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RESPONSE MODIFICATION FACTOR, R 4.5
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ANALYSIS PROCEDURE EQUIVALENT LATERAL
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FORCE METHOD
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SOILS INFORMATION:
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BEARING CAPACITY 1,500 PSF
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SOILS REPORT PREPARED BY:
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Fy =60ksi
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PLACEMENT OF REINFORCING STEEL IN CONCRETE IDENTIFIED
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4
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DRAWINGS TO BE SUBMITTED TO ARCHITECT PRIOR TO ENGINEERS REVIEW.
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DUE TO INADEQUATE SCHEDULING OF SHOP DRAWING REVIEW. SHOP
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STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR CONSTRUCTION DELAYS
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A MINIMUM OF 10 WORKING DAYS PRIOR TO CONSTRUCTION SCHEDULING.
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SHOP DRAWINGS ARE TO BE RECEIVED BY THE STRUCTURAL ENGINEER
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SAID ENGINEER MUST BE REGISTERED WITH THE STATE THE
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WRITTEN PERMISSION FROM THE ARCHITECT OR STRUCTURAL ENGINEER.
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AS USE IN ERECTION OR DETAIL DRAWINGS WITH OUT PRIOR
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THE CONTRACT DOCUMENTS MAY NOT BE USED BY THE DETAILER
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ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED
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FOR REVIEW SHALL BE BY A REGISTERED STRUCTURAL
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ENGINEER, AND SUBMITTAL SHALL BE SEALED BY THE ENGINEER.
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MEMBERS INVOLVED AND CLOUDING AROUND ADDED INFORMATION
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ANY SUBMITTAL OF A DETAIL SHEET WITH ADDED INFORMATION
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SHALL BE ACCOMPANIED BY LOCATION PLAN IDENTIFYING THE
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PROJECT IS LOCATED WITHIN.
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8.
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7.
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6.
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5.
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CITY INSPECTOR. SPECIALLY INSPECTED WORK WHICH IS INSTALLED
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RESPONSIBLE FOR ALL DIMENSIONS AND COORDINATION
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AND STRENGTH OF CONNECTIONS. THE CONTRACTOR IS
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FOR GENERAL DIMENSIONS AND ELEVATIONS, MEMBER SIZES,
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SUBMIT WRITTEN REPORTS WITHIN TWO DAYS OF TESTING TO
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FABRICATOR PRIOR TO SUBMITTAL FOR REVIEW BY THE ARCHITECT OR
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THE GENERAL CONTRACTOR AND CHECKED BY THE
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SHOP DRAWINGS ARE TO BE REVIEWED AND APPROVED BY
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OR COVERED WITHOUT THE APPROVAL OF THE CITY INSPECTOR IS
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DRAWINGS. THE ENGINEER WILL REVIEW THE SHOP DRAWINGS
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WHICH SHOULD HAVE BEEN FOUND BY THE GENERAL
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THE STRUCTURAL SHOP DRAWING REVIEW IS INTENDED TO
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HELP THE ENGINEER VERIFY HIS DESIGN CONCEPT. IT IS THE
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CONTRACTOR'S RESPONSIBILITY TO CHECK HIS OWN SHOP
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THE STRUCTURAL SHOP DRAWINGS WILL BE RETURNED FOR
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RESUBMITTAL IF A CURSORY REVIEW SHOWS MAJOR ERRORS
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THE FOLLOWING SHOP DRAWINGS AND CALCULATIONS, WHEN
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APPLICABLE, ARE REQUIRED FOR SUBMITTAL FOR STRUCTURAL
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SPECIAL INSPECTION IS SUBJECT TO REMOVAL.
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SPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT REQUIRED
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WORKING DAY PRIOR TO PERFORMING ANY WORK THAT REQUIRES
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SPECIAL INSPECTOR OR INSPECTION AGENCY AT LEAST ONE
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IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE
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TO PERFORM THE TYPES OF INSPECTION SPECIFIED.
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THE SPECIAL INSPECTORS MUST BE CERTIFIED BY THE CITY
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PERFORMANCE OF THE WORK UNLESS OTHERWISE SPECIFIED.
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CONTINUOUS INSPECTION IS ALWAYS REQUIRED DURING THE
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WITH OTHER TRADES.
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ENGINEER.
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b. SPLICED REINFORCING.
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c. CONCRETE MIX DESIGNS.
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a. STRUCTURAL STEEL (if any)
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REVIEW:
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CONTRACTOR'S CHECKING.
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4.
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3.
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2.
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ENGINEER OF RECORD.
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%%USHOP DRAWINGS
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SUBJECT TO REMOVAL OR EXPOSURE.
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1.
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98% %%1282% OPTIMUM MOISTURE ASTM D-698
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GROUT CUBES ASTM C-109 AND C-476
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ASTM C-109 AND C-270
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SOIL COMPACTION: PER GEOTECHNICAL REPORT OR MINIMUM
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THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT
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ALL STRUCTURAL FIELD WELDING, (INCLUDING REINFORCING
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STEEL) AND SHOP WELDS PERFORMED AT ANY LOCATION
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OTHER THAN THE SHOP OF AN APPROVED FABRICATOR.
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SHEET STEEL FOR COLD FORMED
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STRUCTURAL STEEL
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REINFORCING STEEL
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METAL FRAMING
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MATERIALS, QUALIFICATIONS OF WELDING PROCEDURES, AND
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WELDERS ARE VERIFIED PRIOR TO THE START OF WORK; PERIODIC
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INSPECTIONS ARE MADE OF WORK IN PROGRESS; AND A VISUAL
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INSPECTION OF ALL WELDS IS MADE PRIOR TO COMPLETION OR
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SOIL ENGINEER TO VERIFY SOIL CONDITIONS ARE
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SUBSTANTIALLY IN CONFORMANCE WITH THE SOIL INVESTIGATION
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1. SINGLE-PASS FILLET WELDS NOT EXCEEDING 5/16 INCH SIZE.
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2. WELDED SHEET STEEL FOR COLD FORMED STEEL FRAMING
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MEMBERS SUCH AS STUDS AND JOISTS.
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DURING WELDING OF THE FOLLOWING ITEMS PROVIDED THE
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SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY A
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INSPECTIONS REQUIRED BY OBC, AS AMENDED.
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THE CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE CALLED
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MORTAR CUBES
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MASONRY CONSTRUCTION
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REPORT. ALLOWABLE NET BEARING PRESSURE
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ABOVE.
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PRIOR TO SHIPMENT OF SHOP WELDING:
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5B
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2500 PSI
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10,000 PSF
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TYPE S
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E-70XX
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E-60XX
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E-90XX
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OTHERWISE BY THE CONSTRUCTION CONTRACT.
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CONTRACTOR TO FURNISH INSPECTION UNLESS INSTRUCTED
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ALL CAST-IN-PLACE CONCRETE SHOWN ON STRUCTURAL
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DESCRIPTION OF TYPE OF INSPECTION REQUIRED
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ALL BOLTS INSTALLED IN CONCRETE, INCLUDING EXPANSION
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& EPOXY ANCHORS, UNLESS SPECIFICALLY NOTED OTHERWISE
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SLAB ON GRADE
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FOOTINGS
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%%USPECIAL INSPECTION
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THE FOLLOWING ELEMENTS OF CONSTRUCTION SHALL
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REQUIRE SPECIAL INSPECTION PER OBC SECTION 1704
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DRAWINGS.
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IN DETAILS.
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1
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2
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NO.
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STRENGTH
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4000 psi
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3000 psi
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DESIGN
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d. MORTAR & GROUT MIX DESIGNS.
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e. WOOD TRUSSES (WITH ENGINEER'S SEAL)
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%%UPRE-ENGINEERED WOOD TRUSSES:
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WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT THE
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FOLLOWING LOADS:
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DEAD LOADS:
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TOP CHORD 10 PSF
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BOTTOM CHORD 15 PSF
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LIVE LOADS:
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TOP CHORD 30 PSF + SNOW DRIFT PER OBC
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TOTAL LOAD: 55 PSF
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TRUSS SPACING AT 24" O.C. UNLESS OTHERWISE NOTED ON FRAMING PLAN.
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WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE
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APPLICABLE PROVISIONS OF THE DESIGN SPECIFICATION FOR METAL PLATE CONNECTED
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WOOD TRUSSES OF THE TRUSS PLATE INSTITUTE AND THE OHIO BUILDING CODE.
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WOOD MATERIALS SHALL BE SOUTHERN PINE, DOUGLAS FIR OR LARCH AND SHALL BE
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KILN DRIED AND USED AT 19%%% MAXIUM MOISTURE CONTENT. PROVIDE GRADE NO. 2
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MINIMUM AND AS REQUIRED TO SATISFY STRESS REQUIREMENTS.
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CONNECTOR PLATES SHALL BE NOT LESS THAN 0.036" (20 GAUGE) IN COATED
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THICKNESS, SHALL MEET OR EXCEED ASTM GRADE A OR HIGHER, AND SHALL BE
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HOT-DIPPED GALVANIZED ACCORDING TO ASTM A525 (COATING G60). MINIMUM STEEL
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YIELD STRESS SHALL BE 33,000 PSI.
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TRUSSES SHALL BE FABRICATED IN A PROPERLY EQUIPPED MANUFACTURING FACILTY OF
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A PERMANENT NATURE. TRUSSES SHALL BE MANUFACTURED BY EXPERIENCED WORKMEN,
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USING PRECISION CUTTING, JIGGING, AND PRESSING EQUIPMENT UNDER THE
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REQUIREMENTS IN QUALITY CONTROL STANDARD QST-88 OF THE TRUSS PLATE INSTITUTE.
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SECONDARY BENDING STRESSES IN THE TRUSSS TOP AND BOTTOM CHORDS DUE TO
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DEAD, LIVE, AND WIND LOADS SHALL BE CONSIDERED IN THE DESIGN. LOAD DURATION
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FACTORS SHALL BE PER THE "NATIONAL DESIGN SPECIFICATION FOR WOOD
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CONSTRUCTION".
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WOOD TRUSSES SHALL BE ERECTED IN ACCORDANCE WITH THE TRUSS MANUFACTURER'S
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REQUIREMENTS. THIS WORK SHALL BE DONE BY A QUALIFIED AND EXPERIENCE
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CONTRACTOR. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT
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BRACING AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF THE TRUSSES. THE
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GUIDELINES SET FORTH BY THE TRUSS PLATE INSTITUTE (TPI) AND WOOD TRUSS COUNCIL
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OF AMERICA (WTCA) PUBLICATION "BRACING COMPONENT SAFETY INFORMATION, 2006
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EDITION" (BSCI) IS A MINIMUM REQUIREMENT.
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TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED NOR
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OTHERWISE ALTERED IN ANY WAY WITHOUT WRITTEN APPROVAL OF THE ARCHITECT AND
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ENGINEER.
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THE PRE-ENGINEERED WOOD TRUSS ROOF SYSTEM CONSISTS OF THE FOLLOWING
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COMPONENTS:
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PRE-ENGINEERED WOOD TRUSSES TYPICALLY SPACED AT 24" CENTERS,
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TRUSS TEMPORARY AND PERMANENT BRACING,
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TRUSS CONNECTIONS INCLUDING TRUSS TO TRUSS AND TRUSS TO STRUCTURE,
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ROOF DECK ASSEMBLY,
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ROOF DECK SHEAR TRANSFER FRAMING,
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EAVE EDGE SUPPORT FRAMING, AND
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VALLEY, HIP, AND RIDGE SUPPORT FRAMING
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THE DESIGN OF THE PRE-ENGINEERED WOOD TRUSS SYSTEM SHALL CONSIDER UPLIFT,
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GRAVITY LOADS, HORIZONTAL LOADS, AND THE TRANSFER OF LATERAL LOADS TO SHEAR
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WALLS. ALL CONNECTIONS SHALL BE DESIGNED TO RESIST THE ACTUAL LOADS
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SUPERIMPOSED FROM THE TRUSSES TO SUPPORTING MEMBERS.
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AS A MINIMUM, THE SHOP DRAWING SUBMITTAL FOR THIS WORK SHALL INCLUDE DESIGN
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CALCULATIONS OF TRUSSES, CONNECTION COMPONENTS WITH CAPACITIES, AND A
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FRAMING LAYOUT CLEARLY INDICATING TRUSS MEMBERS, PERMANENT BRACING,
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TEMPORARY BRACING, AND APPURTENANCES. SHOP DRAWINGS SHALL SHOW MEMBER
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SIZES, SPECIES, GRADE, MOISTURE CONTENT, SPAN, CAMBER, DIMENSIONS, CHOED PITCH,
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BRACING REQUIREMENTS AND LOADINGS. THE ENTIRE SHOP DRAWING SUBMITTAL SHALL
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BE STAMPED BY A PROFESSIONAL ENGINEER.
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PRIOR TO FABRICATION ALL DIMENSIONS SHALL BE FIELD VERIFIED WITH THE GENERAL
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CONTRACTOR.
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.
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James R. Fincham
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Certified Professional Soils Scientist
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Copy of report can be found at end of project manual
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HELEN F. COPICH DURFLINGER 8525
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