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FOOTING SCHEDULE
-- _ 1
MARL, S
SIZE T
1� -
REMARKS
LONG. T
T
-- RANS -
NOTE: TOP OF FOOTINGS SHALL BE 12" MIN. BELOW FINISH GRADE FOR ALL EXTERIOR FOOTINGS
-_ -
COLUMN SCHEDULE
MARK SIZE REINFORCEMENT REMARKS
- VER�T, OR -EASE PL_ TIES, OR CAP PL - --
FC-1 BLOCK CELL 1 # 6 Q 48" O.C. SEE REINF. MASONRY
TC -1 8" x12" 4 #5 #3 @12 "O.C.
TC -2 8 "x9 "xM" 6 #5 #30712 "O. C.
C -1 10" 0 CONC, COL. 4# 6 # 3 0 10" O.C.
C -2 TS Jr x 3 x 1/4 12" x 12" x 5/8" ( *) 12" x 12" x 5/8" ( *) I VOID WITH CONCRETE
( *) SEE INTERIOR STEEL COLUMN DETAIL (DWG. S -4) FOR CAP AND BASE PLATE ANCHORS
a' -2" 8 -2.. 3._6..__,._ 3. -6 _4 _l 711
- 17' -6" 16, -4 "- 7' -0"
FOUNDATION PLAN
1/4f1 = 11 -011
N
y REINFORCED MASONRY NOTES
1. MASONRY CONSTRUCTION SHALL COMPLY WITH ACI 530.1/ ASCE 6 / TMS
602 SPECIFICATIONS FOR MASONRY STRUCTURES. STRENGTH f'm = 2500 psi.
2. MINIMUM COMPRESSIVE STRENGTH OF MASONRY UNITS: f'c = 3750 psi.
3. STEEL REINFORCING TO BE DOMESTIC BILLET STEEL GRADE 60 --
COMPLYING WITH ASTM A -615.
4. GROUT TO COMPLY WITH ASTM C 476 -83, COMPRESSIVE GROUT STRENGTH
NOT LESS THAN 2000 psi. TEST ACCORDING TO ASTM C 1019.
5. CONCRETE BLOCK TO COMPLY WITH ASTM C 90.
6. MORTAR TYPE "M" STRENGTH 2,500 PSI TO COMPLY WITH ASTM C 270.
7, OWNER TO EMPLOY A QUALIFIED SPECIAL INSPECTOR TO REVIEW FINAL
DESIGN STRESSES IN REINFORCED MASONRY COMPONENTS,
8, PROTECT MOISTURE CONTROLLED, CONCRETE MASONRY UNITS AND
CEMENTIOUS MATERIALS FROM PRECIPITATION AND GROUND WATER.
9. DO NOT USE ADMIXTURES THAT CONTAIN CHLORIDES IN MORTAR OR GROUT.
10. DO NOT WET MANSONRY UNITS BEFORE LAYING.
11. CONSTRUCT 3/8 in. THICK BED AND HEAD JOINTS EXCEPT AT
FOUNDATION. CONSTRUCT BED JOINTS OF THE STARTING COURSE OF
FOUNDATION, WITH A THICKNESS NOT LESS THAN 1/4 in. AND NOT MORE
THAN 3/4 in.
12. VERTICAL CELLS TO BE GROUTED ARE ALIGNED AND SECURELY FASTENED,
UNOBSTRUCTED OPENINGS OF 7 SQUARE INCHES FOR GROUT ARE PROVIDED.
13. PLACE CLEAN UNITS WHILE THE MORTAR IS SOFT AND PLASTIC. REMOVE
AND RELAY IN FRESH MORTAR ANY UNIT DISTURBED TO THE EXTENT THAT
INITIAL BOND IS BROKEN AFTER INITIAL POSITIONING.
14. MIX GROUT TO A CONSISTENCY WHICH HAS A SLUMP OF 9" +/- 1"
15. PROVIDE CLEANOUTS IN THE BOTTOM COURSE OF MASONRY FOR EACH
GROUT POUR, WHEN THE GROUT POUR HEIGHT EXCEEDS 4 FEET MINIMUM
REINFORCING LAP SLICE LENGTH SHALL BE 48 BAR DIAMETERS.
/ \
5/8" 2 STL. PLATE \6 �F -2.5 11
STEEL COL.
ool/ \\
SEE SCHEDULE
- -,I F -2.5
4" EXP. BOLTS A4 @ 12" O.C. (TOP) #4 @ 12" O.C. (TOE)
3/4"
I x 5' -0" L.G. ( *) x 5' -0" L.G. ( *)
BASE PLATE DETAIL (C2)
o I I ad
5/8" STL. PLATE ry I F- 2.5 I N
12" 4" CONC, SLAB ON
2 Y2 -X2" Y" HOLE 2" i COMPACTED FILL
(SEE NOTES)
I
STEEL COL.
� I
SEE SCHEDULE �, i' I�
3/4" 0 EXP. BOLTS I �~
i SEE GAZEBO LOCATION
CAP PLATE DETAIL (C2) ON SITE PLAN SHEET DO I
CONCRETE SLAB
" I PROVIDE 1#5
=� CONTINUOUS
SECTION
SCALE: 3/4 " =1' -0" S
4" CONCRETE SLAB
(TYP.)
..
x� x x-
PROVIDE 1 #5
CONTINUOUS
SECTION _
SCALE: 3/4 " =1' --0" S--1
I �
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-T 1 -IT LI - -1 11--1 1 I=
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STRUCTURAL NOTES UNFORMED SURFACES IN CONTACT WITH THE GROUND: 3 in.
FORMED SURFACES EXPOSED TO EARTH OR WEATHER:
ALL WORK SHALL COMPLY WITH THE FLORIDA BUILDING CODE, THE AMERICAN
CONCRETE INSTITUTE'S ACI- 318 --99 AND ALL OTHER APPLICABLE CODES AND #6 BARS AND LARGER 2 in.
REGULATIONS. DESIGN FOR WIND COMPLIES W /ASCE 7 -98. #5 BARS AND SMALLER 1 -1/2 in
'ALL MANUFACTURERS OF REINFORCING AND STRUCTURAL STEEL, PRECAST FORMED SURFACES NOT EXPOSED TO EARTH OR WEATHER:
(PRESTRESSED) CONCRETE, AND PREFABRICATED WOOD TRUSSES SHALL SUBMIT
SHOP DRAWINGS TO THE ENGINEER FOR APPROVAL BEFORE FABRICATION. BEAMS, GIRDERS, AND COLUMNS: 1 -1 /2 1n.
DIMENSIONS AND LENGTHS OF FABRICATED UNITS SHOWN ON SHOP DRAWINGS SLABS, WALLS AND JOISTS:
ARE THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND ARE TO BE #11 BARS AND SMALLER 3/4 in.
VERIFIED BASED ON ACTUAL FIELD CONDITIONS. IN THE CASE OF REINFORCING #14 AND #18 BARS 1-112 in.
BARS, STRICT ADHERENCE TO THE BAR PLACING DIAGRAMS SHOWN ON THE
STRUCTURAL DRAWINGS MUST BE FOLLOWED UNLESS OTHERWISE SHOWN BY THE STRUCTURAL STEEL SHALL CONFORM WITH A.S.T.M. A -36. WELDING ELECTRODES
ENGINEER ON SUCH PLANS. GENERAL CONTRACTOR OR ARCHITECT MUST MAKE SHALL BE TYPE E70XX,
ANY REVISIONS OF CORRECTIONS, IF ANY, ON SHOP DRAWINGS BEFORE STRUCTURAL STEEL COLUMNS SHALL COMPLY WITH A.S.T.M. A -500 OR A.S.T.M.
SUBMITTING PLANS TO THE ENGINEER FOR FINAL APPROVAL. A -501. ALL STEEL COLUMNS SHALL BE FILLED WITH 3000 PSI PEAROCK
CONCRETE.
STRUCTURAL STEEL BOLTS SHALL CONFORM WITH A.S.T.M. A -325.
ALL CONCRETE SHALL DEVELOP 3000 PSI THE FOLLOWING MINIMUM 28 --DAY
COMPRESSIVE STRENGTH UNLESS OTHERWISE SHOWN ON THE STRUCTURAL ALL STRUCTURAL LUMBER SHALL BE OF A CLEARLY LABELED AND APPROVED
PLANS: SPECIES WITH A MINIMUM STRENGTH OF Fb = 1200 PSI. (NO. 2 SO. PINE)
SLUMP OF CONCRETE SHALL NOT EXCEED 5 INCHES. A MINIMUM OF 5 CONCRETE FOOTINGS SHALL BEAR ON UNDISTURBED SOIL. SEE SOIL STATEMENTS.
SPECIMENS SHALL BE OBTAINED FROM EACH 50 CUBIC YARDS OR PORTION
THEREOF AND SHALL BE TESTED ACCORDING TO A.S.T.M. C -39, USE REGULAR ALL SLABS ON GRADE SHALL BE CAST OVER A 0.006 IN. VAPOR MEMBRANE ON
WEIGHT CONCRETE FOR ALL STRUCTURAL MEMBERS (145 P.C.F.). SIGNED AND CLEAN WELL COMPACTED INORGANIC FILL. ALL COMPACTED SOIL SHALL ATTAIN
SEALED COPIES WITH RESULTS OF SUCH TESTS SHALL BE FORWARDED TO THE A MINIMUM 95% PROCTOR DENSITY AT OPTIMUM MOISTURE AS DETERMINED BY
ENGINEER FOR REVIEW. ALL ADMIXTURES SHALL BE APPROVED BY THE THE STANDARD PROCTOR TEST.
ENGINEER' BOTTOM OF ALL CONCRETE TIE BEAMS SHALL BE DROPPED OVER ALL DOOR AND
REINFORCING STEEL SHALL BE CLEAN, DEFORMED BARS OF NEW BILLET STEEL WINDOW OPENINGS WITH A MINIMUM 8" BEARING AT EACH END. PROVIDE 2 #5
CONFORMING WITH A.S.T.M. A -615, GRADE 60. WELDED WIRE FABRIC SHALL ADDITIONAL BOTTOM BARS CONTINUOUS AND #3 TIES AT 12" O.C. THROUGHOUT
COMPLY WITH A.S.T.M. A -185. OPENING.
ALL REINFORCING SHALL HAVE THE FOLLOWING MINIMUM CONCRETE COVERAGES NOTE: FOR DEEP BEAMS ( deff > 36 ") , PROVIDE ADDITIONAL # 4
(U.N.0.): LONGITUDINAL SKIN REINFORCEMENT EACH FACE @ 12" INCREMENTS AS NEEDED.
5
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DATE:
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( *) SEE INTERIOR STEEL COLUMN DETAIL (DWG. S -4) FOR CAP AND BASE PLATE ANCHORS
a' -2" 8 -2.. 3._6..__,._ 3. -6 _4 _l 711
- 17' -6" 16, -4 "- 7' -0"
FOUNDATION PLAN
1/4f1 = 11 -011
N
y REINFORCED MASONRY NOTES
1. MASONRY CONSTRUCTION SHALL COMPLY WITH ACI 530.1/ ASCE 6 / TMS
602 SPECIFICATIONS FOR MASONRY STRUCTURES. STRENGTH f'm = 2500 psi.
2. MINIMUM COMPRESSIVE STRENGTH OF MASONRY UNITS: f'c = 3750 psi.
3. STEEL REINFORCING TO BE DOMESTIC BILLET STEEL GRADE 60 --
COMPLYING WITH ASTM A -615.
4. GROUT TO COMPLY WITH ASTM C 476 -83, COMPRESSIVE GROUT STRENGTH
NOT LESS THAN 2000 psi. TEST ACCORDING TO ASTM C 1019.
5. CONCRETE BLOCK TO COMPLY WITH ASTM C 90.
6. MORTAR TYPE "M" STRENGTH 2,500 PSI TO COMPLY WITH ASTM C 270.
7, OWNER TO EMPLOY A QUALIFIED SPECIAL INSPECTOR TO REVIEW FINAL
DESIGN STRESSES IN REINFORCED MASONRY COMPONENTS,
8, PROTECT MOISTURE CONTROLLED, CONCRETE MASONRY UNITS AND
CEMENTIOUS MATERIALS FROM PRECIPITATION AND GROUND WATER.
9. DO NOT USE ADMIXTURES THAT CONTAIN CHLORIDES IN MORTAR OR GROUT.
10. DO NOT WET MANSONRY UNITS BEFORE LAYING.
11. CONSTRUCT 3/8 in. THICK BED AND HEAD JOINTS EXCEPT AT
FOUNDATION. CONSTRUCT BED JOINTS OF THE STARTING COURSE OF
FOUNDATION, WITH A THICKNESS NOT LESS THAN 1/4 in. AND NOT MORE
THAN 3/4 in.
12. VERTICAL CELLS TO BE GROUTED ARE ALIGNED AND SECURELY FASTENED,
UNOBSTRUCTED OPENINGS OF 7 SQUARE INCHES FOR GROUT ARE PROVIDED.
13. PLACE CLEAN UNITS WHILE THE MORTAR IS SOFT AND PLASTIC. REMOVE
AND RELAY IN FRESH MORTAR ANY UNIT DISTURBED TO THE EXTENT THAT
INITIAL BOND IS BROKEN AFTER INITIAL POSITIONING.
14. MIX GROUT TO A CONSISTENCY WHICH HAS A SLUMP OF 9" +/- 1"
15. PROVIDE CLEANOUTS IN THE BOTTOM COURSE OF MASONRY FOR EACH
GROUT POUR, WHEN THE GROUT POUR HEIGHT EXCEEDS 4 FEET MINIMUM
REINFORCING LAP SLICE LENGTH SHALL BE 48 BAR DIAMETERS.
/ \
5/8" 2 STL. PLATE \6 �F -2.5 11
STEEL COL.
ool/ \\
SEE SCHEDULE
- -,I F -2.5
4" EXP. BOLTS A4 @ 12" O.C. (TOP) #4 @ 12" O.C. (TOE)
3/4"
I x 5' -0" L.G. ( *) x 5' -0" L.G. ( *)
BASE PLATE DETAIL (C2)
o I I ad
5/8" STL. PLATE ry I F- 2.5 I N
12" 4" CONC, SLAB ON
2 Y2 -X2" Y" HOLE 2" i COMPACTED FILL
(SEE NOTES)
I
STEEL COL.
� I
SEE SCHEDULE �, i' I�
3/4" 0 EXP. BOLTS I �~
i SEE GAZEBO LOCATION
CAP PLATE DETAIL (C2) ON SITE PLAN SHEET DO I
CONCRETE SLAB
" I PROVIDE 1#5
=� CONTINUOUS
SECTION
SCALE: 3/4 " =1' -0" S
4" CONCRETE SLAB
(TYP.)
..
x� x x-
PROVIDE 1 #5
CONTINUOUS
SECTION _
SCALE: 3/4 " =1' --0" S--1
I �
b
_ 'x x x x-
-T 1 -IT LI - -1 11--1 1 I=
N
I
Ln
STRUCTURAL NOTES UNFORMED SURFACES IN CONTACT WITH THE GROUND: 3 in.
FORMED SURFACES EXPOSED TO EARTH OR WEATHER:
ALL WORK SHALL COMPLY WITH THE FLORIDA BUILDING CODE, THE AMERICAN
CONCRETE INSTITUTE'S ACI- 318 --99 AND ALL OTHER APPLICABLE CODES AND #6 BARS AND LARGER 2 in.
REGULATIONS. DESIGN FOR WIND COMPLIES W /ASCE 7 -98. #5 BARS AND SMALLER 1 -1/2 in
'ALL MANUFACTURERS OF REINFORCING AND STRUCTURAL STEEL, PRECAST FORMED SURFACES NOT EXPOSED TO EARTH OR WEATHER:
(PRESTRESSED) CONCRETE, AND PREFABRICATED WOOD TRUSSES SHALL SUBMIT
SHOP DRAWINGS TO THE ENGINEER FOR APPROVAL BEFORE FABRICATION. BEAMS, GIRDERS, AND COLUMNS: 1 -1 /2 1n.
DIMENSIONS AND LENGTHS OF FABRICATED UNITS SHOWN ON SHOP DRAWINGS SLABS, WALLS AND JOISTS:
ARE THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND ARE TO BE #11 BARS AND SMALLER 3/4 in.
VERIFIED BASED ON ACTUAL FIELD CONDITIONS. IN THE CASE OF REINFORCING #14 AND #18 BARS 1-112 in.
BARS, STRICT ADHERENCE TO THE BAR PLACING DIAGRAMS SHOWN ON THE
STRUCTURAL DRAWINGS MUST BE FOLLOWED UNLESS OTHERWISE SHOWN BY THE STRUCTURAL STEEL SHALL CONFORM WITH A.S.T.M. A -36. WELDING ELECTRODES
ENGINEER ON SUCH PLANS. GENERAL CONTRACTOR OR ARCHITECT MUST MAKE SHALL BE TYPE E70XX,
ANY REVISIONS OF CORRECTIONS, IF ANY, ON SHOP DRAWINGS BEFORE STRUCTURAL STEEL COLUMNS SHALL COMPLY WITH A.S.T.M. A -500 OR A.S.T.M.
SUBMITTING PLANS TO THE ENGINEER FOR FINAL APPROVAL. A -501. ALL STEEL COLUMNS SHALL BE FILLED WITH 3000 PSI PEAROCK
CONCRETE.
STRUCTURAL STEEL BOLTS SHALL CONFORM WITH A.S.T.M. A -325.
ALL CONCRETE SHALL DEVELOP 3000 PSI THE FOLLOWING MINIMUM 28 --DAY
COMPRESSIVE STRENGTH UNLESS OTHERWISE SHOWN ON THE STRUCTURAL ALL STRUCTURAL LUMBER SHALL BE OF A CLEARLY LABELED AND APPROVED
PLANS: SPECIES WITH A MINIMUM STRENGTH OF Fb = 1200 PSI. (NO. 2 SO. PINE)
SLUMP OF CONCRETE SHALL NOT EXCEED 5 INCHES. A MINIMUM OF 5 CONCRETE FOOTINGS SHALL BEAR ON UNDISTURBED SOIL. SEE SOIL STATEMENTS.
SPECIMENS SHALL BE OBTAINED FROM EACH 50 CUBIC YARDS OR PORTION
THEREOF AND SHALL BE TESTED ACCORDING TO A.S.T.M. C -39, USE REGULAR ALL SLABS ON GRADE SHALL BE CAST OVER A 0.006 IN. VAPOR MEMBRANE ON
WEIGHT CONCRETE FOR ALL STRUCTURAL MEMBERS (145 P.C.F.). SIGNED AND CLEAN WELL COMPACTED INORGANIC FILL. ALL COMPACTED SOIL SHALL ATTAIN
SEALED COPIES WITH RESULTS OF SUCH TESTS SHALL BE FORWARDED TO THE A MINIMUM 95% PROCTOR DENSITY AT OPTIMUM MOISTURE AS DETERMINED BY
ENGINEER FOR REVIEW. ALL ADMIXTURES SHALL BE APPROVED BY THE THE STANDARD PROCTOR TEST.
ENGINEER' BOTTOM OF ALL CONCRETE TIE BEAMS SHALL BE DROPPED OVER ALL DOOR AND
REINFORCING STEEL SHALL BE CLEAN, DEFORMED BARS OF NEW BILLET STEEL WINDOW OPENINGS WITH A MINIMUM 8" BEARING AT EACH END. PROVIDE 2 #5
CONFORMING WITH A.S.T.M. A -615, GRADE 60. WELDED WIRE FABRIC SHALL ADDITIONAL BOTTOM BARS CONTINUOUS AND #3 TIES AT 12" O.C. THROUGHOUT
COMPLY WITH A.S.T.M. A -185. OPENING.
ALL REINFORCING SHALL HAVE THE FOLLOWING MINIMUM CONCRETE COVERAGES NOTE: FOR DEEP BEAMS ( deff > 36 ") , PROVIDE ADDITIONAL # 4
(U.N.0.): LONGITUDINAL SKIN REINFORCEMENT EACH FACE @ 12" INCREMENTS AS NEEDED.
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DATE:
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