11-1026-010GENERAL STRUCTURAL NOTES
FOOTINGS AND COLUMNS SCHEDULE
ALL SLABS SHALL BE A MINIMUM OF 4-THICK (3000 PSI AT 28 DAYS MINIMUM)
S WITH 6" X 6" - 1.4/1.4 W.W.M. ON WELL COMPACTED FILL AND WITH A 6 MIL
VAPOR BARRIER BETWEEN SLAB AND FILL.
1. CODES:
ALL WORK SHALL CONFORM TO THE FLORIDA BUILDING CODE, 2007 EDITION, AND ALL OTHER APPLICABLE LOCAL
CODES.
2. SOIL STATEMENT-
INSPECTION OF THE SITE INDICATES UNDISTURBED SAND AND LOOSE
ROCK WITH A BEARING PRESSURE CAPACITY OF 2,000 PSF.
IF ANY OTHER CONDITION ARE ENCOUNTERED ARCHITECT SHALL BE NOTIFIED
BEFORE CONTINUING WITH WORK.
2. TIE BEAM:
A. ALL CAST -IN -PLACE CONCRETE TIE BEAM IN THIS JOB SHALL BE
REINFORCED WITH 4 # 3 TIES AT 12" O.C. AT THE CORNERS AND
AT EACH SIDE OF TIE COL. AND AT 48" O.C. ELSEWHERE
B. CONTINUITY OF THE REINFORCING SHALL BE PROVIDED AT CORNERS BY BENDING
TWO 2 BARS FROM EACH DIRECTIONS AROUND THE CORNER 30 INCHES OR BY ADDING
TWO (2) # 5 BARS WHICH EXTEND 30 INCHES EACH END FROM THE CORNERS.
3. CONCRETE:
A. ALL CAST -IN -PLACE CONCRETE IN THIS JOB SHALL ATTAIN A
MINIMUM COMPRESSIVE STRENGTH (F'C) AT 28 DAYS OF 3000
P.S.I.
B. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF
ACI 318 -05, ACI 301 -05 AND ACI 347 -05
C. CONCRETE BLOCK WORK SHALL CONFORM TO ALL REQUIREMENTS
AND SHALL BE REINFORCED WITH 1 # 9 LADDER TYPE HORIZ. REINFORCEMENT
SPACED EVERY OTHER COURSE.
D. ALL MASONRY WALLS ARE DESIGNED AS BEARING WALLS, AND SHALL BE
IN PLACE BEFORE SLABS, BEAMS AND COLUMNS ARE POURED. ALL
BEARING BLOCK UNITS SHALL CONFORM TO ASTM C 90, "STANDARD
SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY
UNITS," MORTAR SHALL CONFORM TO ASTM C270, TYPE V.
D -2. GROUT FOR THE CELLS TO BE 3000 PSI MINIMUM "PEA - GRAVEL "CONCRETE 8" TO 11" SLUMP.
D -3. MASONRY WALLS SHALL CURE AT LEAST THREE DAYS TO GAIN STRENGTH BEFORE
POURING GROUT.
D -4. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER,THE GROUT SHALL BE STOPPED
1 -1/2" BELOW THE UPPERMOST UNIT.
D -5. GROUT SHALL BE POURED IN LIFTS NOT TO EXCEED 4' MAXIMUM.
E. PROVIDE 1 - #9 HORIZONTAL JOINT REINFORCEMENT LADDER TYPE @ 16" O.C.
THE CONTRACTOR SHALL ENSURE THE VERTICAL CONTINUITY OF ALL CELLS TO
BE FILLED AND SHALL MAINTAIN THOSE CELLS FREE AND CLEAR OF ANY AND
ALL DEBRIS TO PROVIDE A CONTINUOUS AND UNOBSTRUCTED WALL CAVITY FOR
MAXIMUM HEIGHT OF 12 FEET. ALL VERTICAL REINFORCEMENT SHALL BE HELD IN
POSITION AT THE TOP AND BOTTOM OF THE CELL TO BE GROUTED.MINIMUM LENGTH
OF LAP SPICES =48 BAR DIAMETERS TYPE "M" MORTAR 2,500 PSI SHALL BE USED
TO PLACE ALL UNITS . CONTRACTOR SHALL PROVIDE CLEAN OUT OPENING AT THE
BOTTOM OF ALL CELLS TO BE GROUTED AND AT ALL REINFORCING SPLICES LOCATION
FOR PROPER VISUAL INSPECTION OF CONTINUOUS CONCRETE FLOW.REINFORCED UNITS
MASONRY SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATION FOR THE DESIGN
AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY OF THE NATIONAL CONCRETE
MASONRY ASSOCIATION AND THE PROVISIONS OF ACI 531 -05, "BUILDING CODE REQUIREMENTS
FOR CONCRETE MASONRY
4. WOOD:
WOOD FRAMING MEMBERS OTHER THAN TRUSSES SHALL BE #2 SOUTHERN
PINE WITH A FIBER BENDING STRESS OF 1200 PSI. SIZES SHOWN ARE
NOMINAL.
5. REINFORCING STEEL:
A. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN
ACCORDANCE WITH ACI 318 -05.
B. REINFORCING STEEL SHAM BE DEFORMED BARS CONFORMING TO
ASTM A 615, GRADE 60.
C. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185.
D. REINFORCING TO BE HELD SECURELY IN POSITION WITH STANDARD
ACCESSORIES DURING PLACING OF CONCRETE.
E. ALL TOP REINFORCING SHALL TERMINATE WITH STANDARD HOOKS
AT DISCONTINUOUS EDGES.
F. ALL BOTTOM BARS SHALL BEAR 6" MINIMUM OVER SUPPORTS,
U.O.N.
6. MINIMUM CONCRETE OVER REINFORCING; MINIMUM CLEAR COVER,
A. CONCRETE AGAINST AND PERMANENTLY EXPOSED
TO EARTH (UNFORMED FACES) ...............:.::...3
B. CONCRETE EXPOSED TO EARTH OR WEATHER
(FORMED FACES):
A. 6 BARS AND LARGER ..........................2
B. 5 BARS AND SMALLER .........................1 1/2
C. CONCRETE NOT EXPOSED TO WEATHER OR IN
CONTACT WITH GROUND:
A. SLABS AND WALLS . ............................3 /4
B. BEAMS AND COLUMNS ...........................1 1 /2
7. STRUCTURAL STEEL:
A. STRUCTURAL STEEL SHALL COMPLY WITH AISC "SPECIFICATIONS
FOR DESIGN, FABRICATION AND ERECTION FOR STRUCTURAL STEEL
BUILDINGS," LATEST EDITION.
B. STRUCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO ASTM
A 36.
C. ANCHOR BOLTS SHALL CONFORM TO ASTM A 307.
D. BOLTS SHALL CONFORM TO ASTM A 307.
E. STRUCTURAL STEEL TUBE COLUMNS SHALL CONFORM TO ASTM A
590, GRADE B, FY= 46 KSI.
8. WELDING:
A. WELDING SHALL BE DONE WITH E -70 ELECTRODES.
9. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS OF EXISTING
STRUCTURES AFFECTING NEW CONSTRUCTION PRIOR TO COMMENCING ANY
WORK. ANY VARIATIONS IN ACTUAL FIELD CONDITIONS /DIMENSIONS
FROM THOSE SHOWN ON THE CONTRACT DRAWINGS SHALL BE REPORTED TO
THE ARCHITECT /ENGINEER FOR DETERMINING THE NEED OF REDESIGN
PRIOR TO CONTRACTOR'S SUBMITTAL OF SHOP OR WORKING DRAWINGS
FOR REVIEW.
10. SUBMITTALS TO STRUCTURAL ENGINEER:
A. REINFORCING STEEL SHOP DRAWINGS.
B. TRUSSES SHOP DRAWINGS AND DESIGN DATA.
C. STRUCTURAL STEEL SHOP DRAWINGS.
11. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH ALL
APPLICABLE FEDERAL, STATE, AND LOCAL ORDINANCES, INCLUDING THE
SOUTH FLORIDA BUILDING CODE, LATEST EDITION.
12. DIMENSIONS AND CONDITIONS:
ALL DIMENSIONS AND CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD PRIOR TO CONSTRUCTION. ANY
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT. WRITTEN DIMENSIONS TAKE
PRECEDENCE OVER SCALE. SCALE IS FOR GUIDELINE PURPOSES ONLY. IF DIMENSIONS ARE UNCLEAR, DO NOT SCALE,
REQUEST CLARIFICATION FROM THE ARCHITECT OR ENGINEER.
13. METHODS & SAFETY:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION.
CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY
OF THE CONTRACTOR. THE CONTRACTOR SHALL COORDINATE THE STRUCTURAL WORK WITH THE WORK OF ALL OTHER TRADES.
14. PROTECTION OF EXISTING CONSTRUCTION:
EXISTING CONSTRUCTION WHICH IS TO REMAIN SHALL NOT BE DAMAGED. CONTRACTOR SHALL LOCATE AND PROTECT
CONCEALED PIPES AND CONDUITS PRIOR TO DEMOLITION AND EXCAVATION AND TAKE APPROPRIATE ACTION TO PROTECT
THEM AND TO PROVIDE FOR SAFETY.
15. CONSTRUCTION LOADS:
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE
NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS.
16. CONFLICTS IN DOCUMENTS:
IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUMENTS, BETWEEN DOCUMENTS AND FIELD
CONDITIONS OR OTHERWISE, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE ENGINEER FOR CLARIFICATION AND
DIRECTION BEFORE PROCEEDING. THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS BETWEEN ARCHITECTURAL AND
STRUCTURAL DRAWINGS PRIOR TO PROCEEDING WITH THE WORK.
DRILL 3/4"X6 1/2" HOLES
TO RECEIVE # 5 BARS. FILL
EXISTING BEAM GEL WITH SIKADUR -31 HI-MOD EXISTING
GEL EPDXY GRPUT OR EQUAL
FOLLOW MRF INSTRUCTIONS
FILLED EPDXY PROVIDE MIN 6" EMBED
L:41-11Il 41.141iT
NEW BEAM
COLUMN L. +11, -6°
8"
V WALL 4STING WALL
NEW FOUNDATION EXISTING FOUNDATION
Lv 2 # 5 6" FILLED EPDXY
FILLED EPDXY ®2' -O" OC
STARTER COLUMN DETAIL
SOEE
CONC. TB-j
8" CMU LOAD
4" CONC. SLAB W/ #4 010"
MID. DEPTH E.W.
TB "-TB
F 0 FILL BLOCKS
ER TB. GROUT.
*A '
PRE
W OD TRUSSES AS
f..:. PER MANU ACTURES SPECS.
ADD 1#5 CORNER BAR
AT TOP & BOTTOM OF
BEAM
90° HOOK AT ALL
TOP BARS
2 #5BAR
COL,BARS (1 } EACH FACE
SEE SCHEDULE
(TOP PLAN SHOWN)
ARCH DETAIL
CONNECTORg
8" 2- 2 X 10 P.T. WO D LEDGER
NAILED TOGETHER W�1Od NAILS 0 6" STAGERED
_TB TB W/3/4" 0 "KWIK BOLT II" BY "HILTI"
8" CMU /�8" CMU WALL, 12" W/ 4" MIN. EMBED IN CONC.
FOR REIN . S E LAPS FOR REINF. SEE PLAN
SECTION 1
3/4" = 1' -0"
PLYWOOD SHEATING NOTES
5/8" CDX EXTERIOR PLYWOOD NAILED WITH #8D- NAILS
SPACED 6" O.C. @ EDGE 6" O.C. INTERIOR TYPICAL
# 10 D NAILS ® 4" AT GABLE END.
1 3/4" 1
STEEL PLATE 4" X 1/2"
(Fy = 36 KSI)
ANGLE L3 1/2" X 3 1/2" X 1/4" W/
EXTENDED LEG (Fy = 36 KSI)
CONC. TB
8" CMU LOAD
BEARING WALL
BEARING WALL # 5 VERTICAL IN CONC.FILLED CELL
ml
(SEE FOUNDATION FOR LOCATION)
TYPICAL WALL DETAIL DETAIL TYPICAL 4 BOLTS GIRDER
CONNECTION DETAIL
SCALE 3/4" = 1' -0"
3
1- 5/8" DIAM. THRU
BOLT FOR TWO PLY TRUSS
ANGLE L3 1/2" X 3 1/2" X 1/4"
EXTENDED LEG (Fy = 36 KSI}
�- PREFAB WOOD
GIRDER TRUSS
1- 3/4" DIA. KWIK BOLT Il
4 3/4" BY "HILTI" W/ 4 3/4" MIN.
MIN. ./ EMBED IN C NC.
A -A
PREFAB WOOD •
"X4" CONT. LATERAL WOOD BRA ING TRUSSES 0 24" 1 3/4" 1 /4"
AILED TO BOTTOM CHORD MAXIM M STEEL PLATE 4" X 1/2"
' -0" SPACING AND AS REQUIRED TRUSS (Fy = 36 KSI)
ANGLE L3 1/2" X 3 1/2" X 1/4" W/
IANUFACTURER. EXTENDED LEG (Fy = 36 KSI)
CONC. TB
Ole 8" CMU LOAD
BEARING WALL
I (2) 16d u 4) H MEMBER I I I
(OVERLAP @ SPLICES)
TYP. LATERAL BRACE SPLICE
SCALE NTS
Xi B" : 2 X 4 CONTINUOUS HORIZ. WOOD BOTT. CHORD BRACING CONNECTED TO THE TOP OF
EVERY TRUSS BOTTOM CHORD W/ 2- 16d NAILS, MAXIMUM SPACING BETWEEN
BRACINGS SHALL BE 10' -0"
SEE TRUSS MANUFACTURER SHOP DRAWINGS AND CALCULATIONS FOR
ADDITIONAL CHORD AND WEB BRACING
TYP. X- BRACING
SCALE NTS
-
31
rnarr "nc Qceu
cm unnu
71i1
ROVIDE HORIZONTAL JOINT.
ENFORCEMENT @ 16 "O.C.
VERY OTHER BLOCK COURSE
9 TRUSS TYPE TYP.
� � a
1#6 IN CONC.
FILLED CELL
DRILL 3/4"X6 1/2" HOLES
TO RECEIVE # 5 2' -0" HORIZ. BARS.
HOLES WITH SIKADUR-31 HI -MOD EXISTING CBS
GEL EPDXY GRPUT OR EQUAL MAs WALL
FOLLOW MRF INSTRUCTIONS
PROVIDE MIN 6" EMBED
PROVIDE HORIZONTAL JOINT
_ REINFORCEMENT ® 16 "O.C.
STEEL PLATE 4" X 1/2" EVERY OTHER BLOCK COURSE
(Fy = 36 KSI) Lu #9 TRUSS TYPE TYP.
v
ANGLE L3 1/2" X 3 1/2" X 1/4" W/ 1 #6
Tip
EXTENDED
C• LEG (Fy = 36 KSI) --
OR C�FNL�08EAM� �' - ------ VERT. DOWELL
1- 3/4- DIA. KWIK BOLT II
BY "HILTI " W/ 4 3/4 MIN.
EMBED IN CONC.
(TYP. OF 4) EXISTING CONC. FOOTING
DROP TB AT CONNECTION LOCATION
OR PROVIDE TC BELOW AS REQUIRED
1 1/2" AT WEDGE
LEAST 6" FROMOCONC. EDGED E W TIE-DOWNS (TYPE D E TA I L
VARIES(BY TRUSS MANUF.)
LN ON EXISTING WALL
VARIES 3 1/2"
A -A
Z>UALL s -U
UPLIFT CAPACITY= 13067 LBS
1- 5/8" DIAM. THRU
BOLT FOR TWO PLY TRUSS
ANGLE L3 1/2" X 3 1/2" X 1/4" W/
EXTENDED LEG (Fy = 36 KSI) -\
PREFAB WOOD
GIRDER TRUSS
• 1- 3/4 "p DIA. KWIK BOLT II
4 3/4" BY "HILTI W/ 4 3/4 MIN.
MIN. , EMBED IN CONC.
A -A
UPLIFT CAPACITY= 6533 LBS
TYPICAL 2 BOLTS GIRDER
N
A -A
ELEV.= SEE PLAN
EXTENDED LEG (Fy = 36 KSI)
RPNC ?FBEAM WHEN T.B DEPTH
36" q�E "" ADD #4
1- 3/4" DIA. KWIK BOLT II DIIST CE= Pd�6 D
�- '3Y "HILTI" W/ 4 3/4" MIN.
"MBED IN CONC.
TYP. OF 2)
Y TRUSS VANUr.)
SCALE 3/4" = 1' -O"
CONNECTION DETAIL
SCALE 3/4" = 1' -O"
1 1/2" CIRCULAR HOOK. 1/3 LGPEWRlp
CL 1 �
4 L1 � MI N.1 " 3' -6" MIN.
r "E" BARS 7 .,
R "X19" Cnmr -nF RFAM
"C" BARS TOP OVER EACH SUPPORT WHERE BARS DIFFER IN TWO
ADJACENT SPANS AT A COMMON SUPPORT, THE LARGER BARS
SCHEDULED SHALL BE USED.
TOP CONT. (CONTINUOUS TOP BARS) LAP IN MIDDLE
1/3 OF SPANS WHERE REQUIRED.„
1 /3 BREAM O�3 L2 GREATER OF L3 OR 1/3 l�2„ C
36 DIA L
3' -6" MIN. 3' -6" MIN. 1
» �, I r „ s » ' BARS
6 '- 6 6 �' L "I T " BARS 6 6"
MIN, ALL REINF. STEEL IN SAME
STIRRUP SPACING AS
LAYER UNLESS OTHERWISE
NOTED. SCHEDULED,
2" FIRST STIRRUP SPACED
FROM FACE OF SUPPORT.
L1 L2
NOTES:
1. "L" INDICATES THE LARGER OF ADJACENT SPANS.
2. WHERE BOTTOM BARS ARE INDICATED AS CONTINUOUS
WITH ADJACENT SPANS, SPLICES, WHERE NEEDED, SHALL
BE MADE IN THE END 1/3 OF SPAN WITH 24 DIA. LAP.
3. "I" BARS AS SCHEDULED SHALL BE PLACED EACH SIDE OF BEAM.
TYPICAL BEAM REINF. PLACING DIAGRAM
N. T. S.
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