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5 4
<br />2
<br />roio
<br />ILo
<br />IC
<br />0
<br />a
<br />SAWED JOINT TO EDGE BEFORE REMOVING
<br />FIELD LEDMOLWITH
<br />1/4" MAX. BULKHE D EDGE T ON T/10 (3/4" MIN.) METAL KEY
<br />BLKHEAD
<br />FILLER -SEE SPECS. JOINT 2u LUMBER OF
<br />T/4 MIN.
<br />U.
<br />1
<br />�. ° ° Lt4
<br />VAPOR BARRIER BREAK BOND TO LATER
<br />SAWED CONTROL JOINT DETAIL POUR BY APPLYING CURING
<br />COMPACTED FILLCOMPOUND TO THE SIDES
<br />OF THE EARLIER POUR
<br />BULKHEAD DETAILS FOR CONSTRUCTION JOINT
<br />MAX. = 15'-0"
<br />c U.N.O NOTES:
<br />I ❑ STRIPS
<br />� CAST FIRST 1. CONCRETE FOR SLAB ON GRADE SHALL HAVE A MINIMUM
<br />COMPRESSIVE STRENGTH AS INDICATED ON THE "CONCRETE AND
<br />z _ _ _ SAWED CONTROL JOINT REINFORCING" NOTES.
<br />2. SUPERPLASTICIZER SHALL BE USED IN SLAB ON GRADE
<br />CONCRETE - SEE SPECIFICATIONS.
<br />3. SLAB ON GRADE CONCRETE MIX SHALL HAVE A WATER -CEMENT
<br />CONSTRUCTION JOINT RATIO AS INDICATED IN SPECS AND OR NOTES.
<br />4. CONSTRUCTION JOINTS SHALL BE LOCATED A MINIMUM OF 5'-0"
<br />- - - - INFlLL AWAY FROM ANY OTHER JOINTS TO WHICH THEY ARE PARALLEL.
<br />STRIPS 5. SAW CUTTING SHALL BE DONE NTH A POWER SAW WITH A
<br />MASONRY CUTTING BLADE. CUTTING SHALL BE DONE AS SOON
<br />AS CONCRETE HARDENS ENOUGH SO THAT THE BLADE DOES NOT
<br />DISLODGE THE AGGREGATES.
<br />SLAB PLACEMENT SEQUENCE
<br />6. WHERE SAWCUT IS DISCONTINUED AT A TRANSVERSE JOINT, STOP
<br />CUT 2" SHORT.
<br />7. SLAB REINFORING NOT SHOWN FOR CLARITY.
<br />TYPICAL SLAB ON GRADE JOINT DETAILS 13-2011
<br />NOTES:
<br />1 1/ 3 1/2" MIN 1/2" 3' MIN %Syydp q EE NOERQ•D. 1. ALL CONNECTIONS SHALL BE
<br />DESIGNED FOR MAX. UNIFORM
<br />2L s $ LOAD CARRYING CAPACITY
<br />5/16" THK I 5/16" THK UNLESS GREATER REACTION IS
<br />WN
<br />SCALE: N.T.S.
<br />. z m
<br />BOLTS AS REQUIRED
<br />SHOP BOLTED CONN.
<br />BASE PLATE COL
<br />SAME AS COL.
<br />CAP PLATE
<br />DESCRIBED
<br />BELOW. n I
<br />II II
<br />II II
<br />II II
<br />II I
<br />II II
<br />II II ,
<br />SHOWN ON PLAN. IN ANY
<br />? CASE, CONNECTIONS. SHALL
<br />NOT BE LESS THAN STD.
<br />A.I.S.C. CONNECTION FOR THE
<br />PARTICULAR BEAM. DEPTH.
<br />2. DETAILER SHALL SUBMIT FOR
<br />APPROVAL, STANDARD
<br />BOLTS AS REQUIRED NOTE: DIMENSIONS SHOWN CONNECTION DETAILS
<br />AS DEFINED BY A.I.S.C. CONFORMING TO ABOVE
<br />SHOP WELDED CONN, MANUAL OF STEEL CONSTR. DETAILS W/ERECTION DRAWING.
<br />SUBMISSION.
<br />3. MILL COLUMNS. TO BEAR OR
<br />WELD PLATES PROVIDE FULL PENETRATION
<br />COL MAY OCCUR ABOVE (TYP) POSSIBLE WELD AT BASE PL'S &CAP
<br />-OR TYPE SIZE & ORIENTATION MIN BE MST COLUMNS CARRYING
<br />E PLAN &COL SCHED. 4. AT CONNECTION OF HUNG
<br />MILL COL BEAM. TO CANTILEVERED
<br />BEAMS. PROVIDE STANDARD 2
<br />IF NO COL ABOVE USE D L CONNECTION AS PER NOTE 1
<br />TWO STIFFENER PLATES FOR LOAD CAPACITY OF HUNG
<br />3/8' MIN. UNLESS NOTED, I I NOTE #1 5. WERE BEAMS FRAME TO
<br />FITTED &WELDED FITTED STIFFENERS AT
<br />I I 3/8" PL MIN. COLUMNS PROVIDE SHEAR
<br />CONT. THRU PLATE CONNECTION W/
<br />!F COL ABOVE USE FOUR
<br />�5 W MIN. COL CAP PLATE
<br />/
<br />I I
<br />COLUMN
<br />STRENGTH CAPACITY AS PER
<br />STIFFENER PLATES SAME
<br />3"
<br />3"WELDPDLATE
<br />ASLSHoMMJG WlDhl
<br />I t I
<br />TUBE OR
<br />NOTE 1.
<br />6. ALL BOLTS TO BE MIN. 3/4"0.
<br />SIZE AS COL FLANGES,
<br />3/8" MIN., IF COL WEB
<br />OF CAP PL = BM. FLANGE (OR
<br />PIPE COL
<br />A-325 H.S. BOLTS
<br />IS PERPENDICULAR TO BM.
<br />= TO COL WIDTH + 1", WHICH -
<br />FRICTION -TYPE UNLESS NOTED
<br />WEB USE "T" SECTION. ALL
<br />EVER IS LARGER). CONN. PL TO
<br />1 1/
<br />D+4 1 2"
<br />1 1/4"
<br />OTHERWISE. ALL WELDING
<br />Ar .L"
<br />Y
<br />ELECTRODES TO BE E70 XX.
<br />FASTENER SCHEDULE
<br />CONNECTION
<br />FASTENER
<br />NO. OR SPACING
<br />BAND JOIST TO SILL OR TOP
<br />8d
<br />6 IN. O.C.
<br />PLATE, TOE NAIL
<br />JOIST TO BAND JOIST, FACE
<br />16d COMMON
<br />3
<br />NAIL
<br />JOIST TO SILL OR GIRDER, TOE
<br />8d COMMON
<br />3
<br />NAIL
<br />BRIDGING TO JOIST, TOE NAIL
<br />8d COMMON
<br />2
<br />EACH END
<br />LEDGER STRIP
<br />16d COMMON
<br />3 O EACH JOIST
<br />1x6 OR LESS SUB —FLOOR TO
<br />8d COMMON
<br />2
<br />EACH JOIST, FACE NAIL
<br />OVER 1x6 SUB —FLOOR TO
<br />8d COMMON
<br />3
<br />EACH JOIST, FACE NAIL
<br />2—INCH SUB —FLOOR TO JOIST
<br />16d COMMON
<br />2
<br />OR GIRDER, BUND & FACE NAIL
<br />SOLE PLATE TO JOIST OR
<br />16d COMMON
<br />16 IN. O.C.
<br />BLOCKING, FACE NAIL
<br />TOP OR SOLE PLATE TO STUD,
<br />16d COMMON
<br />2
<br />END NAIL
<br />STUD TO SOLE PLATE, TOE NAIL
<br />Sd COMMON
<br />4
<br />DOUBLE STUDS, FACE NAIL
<br />100 COMMON
<br />24 IN. O.C.
<br />NEW SLAB ON GRADE
<br />SEE PLAN
<br />6" V-6"
<br />,. 3■ 9 "
<br />,.
<br />v
<br />1-#5 CONT.
<br />T4 CONC. SLAB
<br />= SEE PLAN
<br />DRILL & EPDXY (1)—#4 x 2'-0"
<br />O 24" O.C. 6" INTO EXIST. SLAB.
<br />USE HILTI HIT HY 150 INJECTION
<br />ADHESIVE ANCHOR OR EQUAL
<br />EXISTING CONC.
<br />SLAB ON GRADE
<br />NEW SLAB TO EXISTING
<br />SLAB SECTION
<br />SCALE: N.T.S.
<br />STEEL COLUMN
<br />SEE PLAN AND
<br />SCHEDULE
<br />BASE PLATE —
<br />SEE SCHEDULE
<br />FIG. REINF.—
<br />SEE SCHEDULE
<br />CONC. SLAB —
<br />SEE PLAN
<br />ANCHOR BOLT:
<br />SEE SCHEDULE
<br />4-4—
<br />PLAN
<br />THE MINIMUM CLEAR COVER FOR REINFORCEMENT BARS SHALL BE ONE
<br />BAR DIAMETER OR THE VALUES TABULATED BELOW, WHICHEVER IS THE
<br />GREATER.
<br />SLABS (LT.WT. CONC. OR STONE CONC.)
<br />1"
<br />GIRDERS AND BEAMS (TO STIRRUPS)
<br />1 1/2-
<br />JOISTS (STONE OR LT.WT.) BOTTOM BARS
<br />1 1/4"
<br />TIED COLUMNS AND PIERS
<br />SURFACE EXPOSED TO EARTH AND WEATHER (TO TIES)
<br />2"
<br />OTHER SURFACES (TO TIES)
<br />1 1/2"
<br />FOUNDATION ELEMENTS
<br />FORMED SURFACES
<br />2"
<br />SURFACES PLACED AGAINST EARTH
<br />3"
<br />WALLS
<br />SURFACES EXPOSED TO EARTH
<br />2"
<br />SURFACES EXPOSED TO WEATHER
<br />1 1/2"
<br />OTHER SURFACES
<br />1"
<br />TYPICAL CONCRETE COVER
<br />3-011 FOR REINFORCING BARS13-064]
<br />SCALE: N.T.S.
<br />—1 1/2" NON -SHRINK
<br />GROUTpp
<br />AROUNDRCOL, COATING
<br />AND ANCHOR BOLTS
<br />—1/2' PREMOLDED JT
<br />FILLER & SEALANT
<br />TYPICAL
<br />STEEL COLUMN
<br />5-001
<br />FOOTING
<br />SCALE: N.T.S.
<br />WITHOUT PIER
<br />3-016
<br />FASTENER SCHEDULE (CONT.)
<br />CONNECTION
<br />FASTENER
<br />NO. OR SPACING
<br />DOUBLE TOP PLATES,
<br />10d COMMON
<br />16 IN. O.C.
<br />FACE NAIL
<br />TOP PLATES, LAP &
<br />2-16d OR 3-10d
<br />INTERSECTIONS FACE NAIL
<br />COMMON
<br />CONTINUOUS HEADER,
<br />16d COMMON
<br />16 IN O.C. ALONG
<br />TWO PIECES
<br />EA. EDGE
<br />CEILING JOIST TO PLATE,
<br />8d COMMON
<br />3
<br />TOE NAIL
<br />CONTINUOUS HEADER TO
<br />8d COMMON
<br />3
<br />STUD, TOE NAIL
<br />CEILING JOIST, LAPS OVER
<br />3-16d OR 4-10d
<br />PARTITIONS, FACE NAIL
<br />COMMON
<br />CEILING JOIST TO PARALLEL
<br />3-16d OR 4-10d
<br />RAFTERS, FACE NAIL
<br />COMMON
<br />RAFTER TO PLATE,
<br />8d COMMON
<br />3
<br />TOE NAIL
<br />1—INCH BRACE TO EACH
<br />8d COMMON
<br />2
<br />STUD & PLATE, FACE NAIL
<br />5.1 RA110 PROVIDE BLOCKING AT
<br />END BAYS. TYPICAL
<br />—
<br />OVER 1x8 SHEATHING TO
<br />8d COMMON
<br />3
<br />EACH BEARING, FACE NAIL
<br />BUILT—UP CORNER STUDS
<br />16d COMMON
<br />24 IN. O.C.
<br />FASTENER SCHEDULES
<br />SCALE: N.T.S.
<br />FASTENER SCHEDULE (CONT.)
<br />CONNECTION
<br />FASTENER
<br />NO. OR SPACING
<br />BUILT—UP GIRDERS & BEAMS
<br />20d COMMON
<br />32 IN. O.C. O TOP
<br />OF THREE MEMBERS
<br />& BOTTOM AND
<br />STAGGERED 2
<br />ENDS & O EACH
<br />SPLICE
<br />LAP JOIST 3" ON BEAMS
<br />STUDS TO SOLE PLATE,
<br />16d COMMON
<br />2 EACH END
<br />END NAIL
<br />SHEATHING — SUB —FLOORING
<br />8d COMMON
<br />6d OR 12d
<br />COMMON
<br />SHEATHING — WALL
<br />8d COMMON
<br />6d OR 12d
<br />COMMON
<br />SHEATHING — ROOF
<br />8d COMMON
<br />6d COMMON
<br />16-2001
<br />SEE SCHED
<br />f c = 3000 PSI, NORMAL WEIGHT
<br />TENSION LAP SPLICES
<br />LAP LENGTH PER SPACING AND COVER CASE
<br />COMPRESSION
<br />LAP SPLICES
<br />BAR
<br />SIZE
<br />LAP
<br />CLASS
<br />CASE 1
<br />CASE 2
<br />TOP BARS
<br />OTHER BARS
<br />TOP BARS
<br />OTHER BARS
<br />A
<br />22
<br />17
<br />32
<br />25
<br />12
<br />B
<br />28
<br />22
<br />42
<br />32
<br />A
<br />29
<br />22
<br />43
<br />33
<br />15
<br />B
<br />37
<br />29
<br />56
<br />43
<br />#5
<br />A
<br />36
<br />28
<br />54
<br />41
<br />19
<br />B
<br />47
<br />36
<br />70
<br />54
<br />A
<br />43
<br />33
<br />64
<br />50
<br />23
<br />B
<br />56
<br />43
<br />84
<br />64
<br />A
<br />63
<br />48
<br />94
<br />72
<br />26
<br />B
<br />81
<br />63
<br />122
<br />94
<br />#8
<br />A
<br />72
<br />55
<br />107
<br />82
<br />30
<br />B
<br />93
<br />72
<br />139
<br />107
<br />A
<br />81
<br />62
<br />121
<br />93
<br />34
<br />B
<br />105
<br />81
<br />157
<br />121
<br />10
<br />A
<br />91
<br />70
<br />136
<br />105
<br />38
<br />B
<br />118
<br />91
<br />177
<br />136
<br />11
<br />A
<br />101
<br />78
<br />151
<br />116
<br />42
<br />B
<br />131
<br />101
<br />196
<br />151
<br />TENSION AND COMPRESSION
<br />LAP SPLICES WITH F'C = 3000 PSI
<br />SCALE: N.T.S.
<br />EDGE DISTANCE
<br />1 1/2" FOR 3/4" BOLTS
<br />w
<br />U
<br />rn —
<br />N
<br />NOTES:
<br />1. SEE BASE PLATE SCHEDULE FOR BOLTS SIZE AND QUANTITIES ON S2.1.
<br />AIR HOLE FOR GROUT 2. INCREASE LENGTH OF ANCHOR BOLTS BY PIER LENGTH WHEN
<br />SAME SIZE AS ANCHOR 1 4 REQUIRED. EXTEND ANCHOR BOLTS AS REQUIRED TO PROVIDE 3" CLEAR
<br />BOLT HOLE U.N.O. FROM BOTTOM OF FOUNDATION.
<br />3. USE (F1554) ANCHOR BOLTS AS NEEDED FOR REACTIONS INDICATED IN
<br />Y DRAWINGS.
<br />z
<br />U)
<br />I 01
<br />i o 3 8 IYP.
<br />lV I
<br />OL TOP OF FTG.
<br />° EL- SEE PLAN
<br />4 '
<br />c a
<br />° I I . 4°
<br />a I 3" X 3" X 1/4" PLATE
<br />W/ STANDARD NUT (TACK
<br />WELD NUT AND PLATE
<br />TO BOLT)
<br />BASE PLATE — BP1
<br />15- 002
<br />NOTES:
<br />CASE 1
<br />BEAMS AND COLUMNS:
<br />CONCRETE COVER >/- TO BAR DIAMETER, C—C
<br />BAR SPACING >/= TO 2X BAR DIAMETER AND
<br />WITH STIRRUPS OR TIES THROUGHOUT TENSION
<br />LAP SPLICE LENGTH NOT LESS THAN THE CODE
<br />MINIMUM.
<br />OTHER MEMBERS:
<br />CONCRETE COVER >/= TO THE BAR DIAMETER
<br />AND C—C BAR SPACING >/= TO 3X BAR
<br />DIAMETER.
<br />CASE 2
<br />BEAMS AND COLUMNS:
<br />CONCRETE COVER < BAR DIAMETER AND C—C
<br />BAR SPACING < 2X BAR DIAMETER.
<br />OTHER MEMBERS:
<br />CONCRETE COVER < BAR DIAMETER OR C—C BAR
<br />SPACING < 3X BAR DIAMETER.
<br />�k LAP CLASS "B" IS TO BE USED UNLESS
<br />OTHERWISE SPECIFIED IN THESE CONTRACT
<br />DOCUMENTS.
<br />3-065
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<br />* ;*i
<br />r
<br />STATE OF :
<br />ARMANDO A. CASTE LLON, P.E.��tt �`s •;�� 0 R p
<br />FL. LIC. No. 43453 toil S/ •••..••''�����'
<br />MASTER ,l>l,<".`•••
<br />"- CONSULTING
<br />ENGINEERS, INC.
<br />STRUMRAL CONSULTANTS
<br />5523 WEST CYPRESS ST., #200
<br />TAMPA, FLORIDA 33607
<br />813.287.3600 FAX 81&287.3622
<br />www.mcengineers,com
<br />THIS DRAWINGAND ALL INFORMATION CONTAINED IETEN ISTHE SOLE PROPERTY
<br />OF MASTEROONSULTNG ENGINEERS, INC. AND MAY NOT BE REPRODUCED,
<br />COPIED, ALTERED OR USED IN ANY WAY WITHOUT TIE EXPRESS WRITTEN
<br />JMMMnTION FROM MASTER CONSULTING ENGINEERS, INC.
<br />CA: 8426 PROJ NO. 1001-000
<br />© COPYRIGHT 2013
<br />THE COMMONS
<br />ON PRETTY POND
<br />38130 Pretty Pond Road
<br />Zephyrhills, FL 33540
<br />10/15/13 PERMIT SET
<br />8/30/13 DESIGN DEVELOPMENT SET
<br />Mark Date Description
<br />Issue/Revision
<br />Revision
<br />Project ID
<br />13016
<br />CAD File Name
<br />S3.1 TYPICAL DETAILS
<br />Drawn By
<br />JW
<br />Reviewed By
<br />HK
<br />Plot Date:
<br />10/11 /2013
<br />Record Date:
<br />10/10/2013
<br />Sheet Title
<br />Drawing No.
<br />TYPICAL DETAILS
<br />None
<br />i�
<br />4
<br />3
<br />1
<br />S3.1
<br />
|