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1. GOVERNING CODE:
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3. FOUNDATIONS
#3 @ 12"
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18"
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BRING SITE TO GRADE FILL SHALL BE PLACED IN 12" MAXIMUM
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LIFTS AND COMPACTED TO 95% DENSITY AS DETERMINED BY
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✓ CUT A SLOT 4' DEEP
PLACE REBAR t USE
NON SHRINK GROUT
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FOUNDATION PLAN DETAIL. A (FGA}
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EXISTING
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4 — #5 x 2-0• LG.
S-6" LAP
TIE COL. BEAMING DOW " D.C.
4—#5 DOWELS x m EXIST. 4" �XISTING BEAM T 62 INTO
G. o GALV. MESH X19 LADDER TYPE
CONC. SLAB ctlt. c -1/C -2 TEAM EVERY OTHER COURSE
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EL. SEE PLAN (SEE ELEVATION)
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5 -1.2 N.T.S. !1-142 � . • � � /,� .t�
NEW 4"
CONC. SLAB
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4 5 DOWELS. DRILL : �:: GRADE BEAM
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3/410 X 6" INTO EXIST.
FOOTING AND SET BARS
MP REINP
STD. HOOK IN EPDXY GROUT COLUMN
EXIST. WAIL
TOP OF EXIST G. 4 —f5 DOWELS x 2' -0" LG,
ROTT. REINF. ► FOOTING FOOTING OR SLAB DRILL k GROUT 6" INTO
EXISTING MEAM OR SLAB
NEW FOOT. e •
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2 #5 X 3' -0" 1OTTDOWELS, DRILL 3/4" J 6"
X 6" INTO EXIST.
AND SET BARS N EPDXYG GROUT. 6 10" A WALL SECTION
Detail S-i SC: 3/4" V -0" Li
STARTER COLUMN DETAIL .
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STRUCTURAL NOTES
Date • :
1. GOVERNING CODE:
O
FLORIDA BUILDING CODE 2007
_
2. DESIGN LOADS:
N
A. ROOF DESIGN :
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LOADS SUPERIMPOSED DEAD LOADS: 25 PSF SUPERIMPOSED
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LIVE LOADS: 30 PSF
B• WIND: ASCE 7 -05 WIND VELOCITY =146 MPH, IMPORTANCE
FACTOR =1.0 EXPOSURE CATEGORY = "C"
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WIND VEL. V =90 MPH, 1 =0.77 FOR FENCE LESS THAN OR EQ. 6'-0"
�
3. FOUNDATIONS
A. CLEAR SITE OF ALL UNSUITABLE MATERIALS.
B. EXCAVATE FOR FOOTINGS. A GEOTECHNICAL ENGINEER SHALL
INSPECT THE EXCAVATIONS AND CONFIRM THAT EXPOSED
MATERIAL IS SUITABLE FOR DESIGN BEARING PRESSURE.
C. AFTER FOOTINGS ARE POURED, PLACE FILL AS REQUIRED TO
W
BRING SITE TO GRADE FILL SHALL BE PLACED IN 12" MAXIMUM
O
LIFTS AND COMPACTED TO 95% DENSITY AS DETERMINED BY
ASTM D1557 (METHOD B.)
D. FILL MATERIAL SHALL CONSIST OF CLEAN SAND, OR SAND, AND
2
ROCK WITH NOT MORE THAN 10% PASSING A NUMBER 200 SIEVE,
DESIGN FOUNDATION BEARING PRESSURE = 2000 PSF
E.
GEOTECNICAL FNGINEER SHALL VERIFY THE COMPACTED DENSITY
F• BY TESTING, AND SUBMIT A SIGNED AND SEALED REPORT
CERTIFYING THE 2500 PSF BEARING CAPACITY,
4. CONCRETE
A. FOUNDATION & SLAB ON GRADE = 3000 PSI Q 28 DAYS
Br ALL OTHER CONC. = 4000 PSI @ 28 DAYS
C. MAX. SLUMP = 4" +/— 1"
5. REINFORCING STEEL:
ASTM A615 (GRADE 60)
6. WELDED WIRE FABRIC:
ASTM A185
i. PRECAST CONCRETE ITEMS:
N/A
S. REINFORCED MASONRY WALLS
A. REINFORCED MASONRY WALLS: (AS PER AC1530) MATERIALS
B. ALL REINFORCED MASONRY WALLS SHALL BE PROVIDED WITH #9
DUR —O —WALL LADDER TYPE HORIZONTAL REINFORCEMENT AT
1'--4" VERTICALLY LAPPED 7 -1/2" AND EXTENDED 4" INTO
CONCRETE COLUMNS. PROVIDE SPECIAL HORIZONTAL REINFORCING
AT "T" AND "Co INTERSECTION, PROVIDE "DOVE — TAIL" ANCHORS
AT 1E" O.C. VERTICALLY FOR ALL MASONRY PLACED ADJACENT
TO ALREADY IN PLACE COLUMNS.
C• CONCRETE MASONRY UNITS: FOR INTERIOR WALLS OF
WAREHOUSE AND ALL WALLS OF OFFICE BUILDING ASTM C90,
GRADE N -1, MODULAR, MINIMUM NET COMPRESSIVE
STRENGTH AT 28 DAYS = 1900 PSI CONCRETE MASONRY UNITS:
FOR EXTERIOR WALLS OF WAREHOUSE AND ALL WALLS OF OFFICE
BUILDING ASTM C90, GRADE N -1, MODULAR, MINIMUM NET
COMPRESSIVE STRENGTH AT 28 DAYS = 3750 PSI
C• MORTAF' ASTM 0270, TYPE S. MORTAR ALL FACE SHELLS, AND
CROSS SHELLS AROUND ALL GROUT FILLED CELLS WITH A MINIMUM
STRENGTH 2000 PSI (USE PORTLAND TYPE CEMENT)
E. GROUT: ASTM C476. COARSE GROUT. SLUMP 8" MINIMUM; 11"
MAXIMUM COMPRESSIVE STRENGTH AT 28 DAYS = 3000 PSI.
SUBMIT DESIGN MIX FOR REVIEW.
E) DESIGN fm' = 2500 PSI FOR WAREHOUSE EXTERIOR WALLS,
1500 PSI FOR AL OTHER WALLS
F. PLACE ALL MASONRY UNITS IN RUNNING BOND,
G. PROVIDE KNOCK —OUTS AT BASE OF ALL CELLS CONTAINING
REINFORCING
Hr MAXIMUM POUR LIFT = 4' -0 ".
j, VERTICAL REINFORCEMENT SHALL BE SPLICED 48 BAR DIAMETER
MINIMUM,
Kr PROVIDE VERTICAL REINFORCEMENT AS INDICATED ON FOUNDATION
PLAN AT EACH SIDE OF WALL OPENING AND @ INTERSECTING
WALLS.
9. CLEARANCE OF THE REINFORCING STEEL:
FROM THE FACE OF CONCRETE SHALL BE AS FOLLOWS:
(UNLESS INDICATED OTHERWISE):
A. FOUNDATIONS - -- 3"
B. COLUMNS AND BEAMS (TO TIES OR STIRRUPS) 1 -1/2"
C. SLABS ---INTERIOR— 1" EXPOSED TO WEATHER — 1 -1/2"
10. CONTRACTOR'S RESPONSIBILITY:
CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND
CONSTRUCTION OF FORMWORK AND SHORING.
11. COORDINATION:
WORK THESE DRAWINGS WITH ARCHITECTURAL,MECHANICAL, AND
ELECTRICAL DRAWINGS FOR LOCATIONS OF EMBEDDED ITEMS.
12. SHOP DRAWINGS:
ALL SHOP DRAWINGS INCLUDING SHORING SHALL BE SUBMITTED
FOR A/E REVIEW ONLY AFTER THEY HAVE BEEN THOROUGHLY
REVIEWED BY THE CONTRACTOR FOR CONSTRUCTION METHODS,
DIMENSIONS AND OTHER TRADE REQUIREMENTS. THEY MUST BE
STAMPED WITH THE CONTRACTOR'S APPROVAL STAMP. THE A/E
ASSUMES NO ESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ERRORS .
OR OMISSIONS AS A RESULT OF REVIEWING ANY SHOP DRAWINGS,
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ALL DRAWINGS AND WRITTEN MATERIAL
APPEARING HEREIN CONSTITUTE THE
ORIGINAL AND UNPUBLISHED WORK OF
Tom. Design Gnu', AND MAY NOT BE
DUPLICATED, USED, OR DISCLOSED
WITHOUT THE EXPRESS WRITTEN CONSENT
OF Tam• Design Group Inc.
TO THE BEST OF MY KNOWLEDGE THE
PLANS AND APPLICABLE SPECIFICATIONS
COMPLY WITH THE MINIMUM BUILDING
CODES AND THE APPLICABLE FIRE — SAFETY
STANDARDS AS DETERMINED BY THE
LOCAL AUTHORITY IN ACCORDANCE WITH
THIS SECTION AND 633 FLORIDA
STATUTES, CHAPTER 1 105.13.4.4 OF
(FLORIDA BUILDING CODE 2001)
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