10-1110-009L
(2) 3/4-0
THRU BOLTS
H D. GALV. "L" 3/8" x
3 1/2" x 6 1/2" x 0'-6 1/2"
-,�- 2'-0" O.H.
3/4"4x5 1/2"--//
HILTI KWIK3
EXP. BOLT
12
4.5
1/2- 1
1.5" 1.5"
1"x6" T&G W/ 2-16d
NAILS PER BOARD AT
EACH JOIST,
3"X4" E�
& ANCHC
Ql- 3"x8" EXPOSED W/3/8"O
WOOD RAFTER
TOP OF TIE BEAM @ 24" O.C.
EL. + 8'-4"(DATUM)
SHIM AS REQUIRED 1 X 2 P.T. NAILER ON
CONC. TB-1 (SEE 2 X 6 WD, FASCIA
BEAM SCHEDULE)
3"x8" WOOD BEAM
NOTCHED TO RECEIVE 4"W'S
W/ 3/8-0 x 7 1/2- LAG SCREW
AT EACH 4"x4" WOOD MEMBER.
�l ki 2- ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, CORROSION PROTECTED &
6- VISQUEEN ERECTED IN ACCORDANCE WITH THE AISC CODE OF STANDARD PRACTICE, LATEST EDITION,
WnFPT 4R � I & Al Ill mi a, (a
(2) 3/4-0 THRU BOLTS
F-111
lml_m�
A. REFERENCES
4 "x4" PT. W/ 3/8"0 x 7" 1. FLORIDA BUILDING CODE 2007 RESIDENTIAL EDITION.
FLONG HOT DIPPED GALV. 2. ASCE 7-05
LAG SCREW AT EACH JOIST B. GENERAL
F 1. THE CONTRACTOR SHALL FIELD CHECK ALL DIMENSIONS ON THE STRUCTURAL DRAWINGS AND
12 VERIFY SAME ON THE ARCHITECTURAL SET. ARCHITECTURAL DETAILS SUCH AS; SLAB
DEPRESSIONS, WATERPROOFING, CURBS, MECHANICAL OPENINGS, FASCIA FRAMING AND
4.51 BRACING SHALL BE INSTALLED AS SHOWN ON THE ARCHITECTURAL SET.
3 1/2- 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND BRACING TO ENSURE SAFE
100i
1.5"7, .5" WORKING CONDITIONS AT ALL TIMES. ALL CONSTRUCTION SHALL CONFORM TO THE FLORIDA
.l
01, 1 0
In
a
4"x4" WOOD %.,
BRACKETS 0
REFER TO 1/S-1
= 71lkMF-llk
-2 #5 BOTTOM
SECTION
S-2 SCALE: 3/4" = 1' -0"
f
4"x5" PT. 3/8-0 RECESSED HD. GALV.
V
-NAILS PER BOARD C. CONCRL7
EACH JOIST. 1, SHALL BE A
COMPRESSIVE
IL4 3"x8" EXPOSED 2. TRANSPORTA
E
MIX DESIGNED IN ACCORDANCE WITH A.C.I. 301 TO ACHIEVE A 28-DAY
STRENGTH OF 3,000 P.S.I. AND A SLUMP OF 4".
ON, PLACING AND CURING OF CONCRETE SHALL COMPLY WITH A.C.I. 318
WOOD RAFTER BUILDING CODE
U)
x
W
NEW 4" CONC. SLAB
(LATEST EDITION).
<
LU
(SEE FLOOR PLAN
ACCORDANCE WITH A.S.T.M. STANDARDS, F.B.C. 2007, AND A.C.I. 318 (LATEST EDITION). TEST
EL. + 8'-4-(DATUM) 41V
CYLINDERS MUST BE TAKEN EVERY 50 CUBIC YARDS ON CONCRETE PRIOIR TO PLACEMENT.
FOR REINF.)
TESTING LAB SHALL PROVIDE COPIES OF CONCRETE TEST RESULTS TO ENGINEER OFFICE FOR
\"-
(L
SHIM AS REQUIRED
4. CONCRETE MIX DESIGN SHALLBE SUBMITTED TO ENGINEERS OFFICE FOR REVIEW.
<
m
5. CONTRACTOR SHALL CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP
CONC, TB-1 (SEE
DRAWINGS FOR LOCATION OF ALL EMBEDDED ITEMS, SUCH AS PIPE SLEEVES, ANCHOR BOLTS,
BEAM SCHEDULE)
ETC. PRIOR TO PLACING CONCRETE.
#4 @ 12" TOP
6. UNLESS OTHERWISE NOTED ON PLANS, MINIMUM CONCRETE COVER TO REINFORCING STEEL
SHALL BE MAINTAINED IN ACCORDANCE WITH ACI 318.
00
x 4#-610
OIL TOP OF EXIST. FIN. FL.
EXP. BOLT
FOOTINGS: BOTT. = 3" CLEAR
TOP = 2" CLEAR TO TIES
EL. + 0'-O"(DATUM)
SIDE = 2" CLEAR TO TIES
x
TOP = 1 1/2- CLEAR
COLUMNS & BEAMS BOTT. = 1 1/2" CLEAR
FINISH GRADE (VARIES)
SIDES = 1 1/2- CLEAR
7. EACH CUBIC YARD OF CONCRETE SHALL CONTAIN A MIN. OF 5 BAGS OF CEMENT.
10. CONC. DESIGN MIX SHALL BE REVIEWED & APPROVED BY ENGINEER OF RECORD PRIOR
PLACING ANY DESIGN MIX.
D. REINFORCING STEEL
-PROVIDE #9 HORIZ. JOINT REINF.
1. SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, AND CONFORM TO A.S.T.M.
AT EVERY OTHER COURSE.
A615 GRADE 60.
6- MIL. VISQUEEN
FABRICATION. ACCESSORIES FOR REINFORCING SHALL BE INSTALLED IN ACCORDANCE WITH
A.C.I. 315 (LATEST EDITION).
= 71lkMF-llk
-2 #5 BOTTOM
SECTION
S-2 SCALE: 3/4" = 1' -0"
f
4"x5" PT. 3/8-0 RECESSED HD. GALV.
V
-NAILS PER BOARD C. CONCRL7
EACH JOIST. 1, SHALL BE A
COMPRESSIVE
IL4 3"x8" EXPOSED 2. TRANSPORTA
E
MIX DESIGNED IN ACCORDANCE WITH A.C.I. 301 TO ACHIEVE A 28-DAY
STRENGTH OF 3,000 P.S.I. AND A SLUMP OF 4".
ON, PLACING AND CURING OF CONCRETE SHALL COMPLY WITH A.C.I. 318
WOOD RAFTER BUILDING CODE
OR
MER W"Immuolik" • TilAaalliml of Allf firrit-jr GALVAA12-r-kiii ERGIRLL&
APPROVED EQUAL PLACED AT EVERY 2ND BLOCK COURSE (16- VERTICALLY) FOR ALL
INTERIOR AND EXTERIOR WALLS. THE JOINT REINFORCING SHALL EXTEND 8" INTO ADJACENT
COLUMNS.
5. WHEN COLUMNS ARE CONSTRUCTED FIRST, BLOCK AND COLUMN SHALL BE TIED THRU 20
GAUGE GALVANIZED CORRUGATED DOVETAIL SLOTS AND 1" X 5" X 16 GA. GALVANIZED
CORRUGATED DOVETAIL ANCHORS AT THE SAME LOCATION AND SPACING AS THE HORIZONTAL
JOINT REINFORCING.LED IN
6. WHENEVER ANCHOR BOLTS ARE TO BE SET IN MASONRY, TWO CELLS AT THE SETTING
LOCATION SHALL BE FILLED WITH CONCRETE.
7. MAXIMUM POUR LIFT FOR MASONRY UNITS AND GROUT POUR HEIGHT SHALL BE
8. SLUMP • + 1 m FOR GROUT
9. REFER TO ADDITIONAL REINFORCING NOTES ON FLOOR PLANS.
10. COMPRESSIVE STRENGTH OF UNIT MASONRY SHALL BE MIN. OF 1900 PSI RESULTING IN
fm = 1500 PSI
0 : .
ME'l[gly-jillm
K 1
3 SECTUN
S-2 SALE: 3/4" = 1' -0"
7 31170.1
STRUCTLUL4L ENGRiEERS
4W SW 7*h Cr., MIAML FL
M 667-76n
CERTIRCAMEB-0007M
6L
H. NOA/SPECIALTY ENGINEER
1. ALL PRE-ENGINEERED, PREMANUFACTURED ITEMS REQUIRE MIAMI-DACIf-NO-�2CE or--
APPROVAL (NOA). CERTAIN ENGINEERED ITEMS REQUIRE ANALYSIS, DESIGNS, DRAWINGS &
DETAILS TO BE PROVIDED BY THE CONTRACTOR'S/MANUFACTURER'S SPECIALTY
ENGINEER(S) REGISTERED TO PRACTICE IN THE STATE OF FLORIDA. 144C -SPECiAcry-
ENGINEER'S SERVICE MAY ALSO BE REQUIRED WHEN REQUESTED BY THE-FNGINEFR OF
RECORD (EOR). THESE ITEMS INCLUDE, BUT NOT LIMITED TO:
2. FOR ITEMS THAT REQUIRE ANALYSIS, DESIGNS, DRAWINGS & DETAILS BY THE SP CIALTY
ENGINEER, THE CONTRACTOR SHALL PROVIDE ALL SUCH SERVICES THRU HIS SPECIALTY
ENGINEER(S) AT
• ADD11IONAL COST TO THE OWNER OR TO THE ARCH ITECT/ENGI NEER. ALL
SUCH CALCULATIONS AND DRAWINGS SHALL BE DULY SIGNED AND SEALED BY THE
CONTRACTOR'S SPECIALTY ENGINEER(S).
1. SHOP DRAWINGS (ALUMINUM BARS)
PRIOR TO FABRICATION, SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW, FOUR SETS OF
SHOP DRAWINGS FOR ALL REINFORCING & STRUCTURAL STEEL (CERTIFIED MILL TESTS ARE
ALSO REQUIRED PRIOR TO ERECTION). FOR COMPONENTS OUTLINED IN NOTES "J", SUBMIT
FOUR SETS OF SHOP DRAWINGS & DESIGN CALCULATIONS SIGNED & SEALED BY
FABRICATORS SPECIALTY ENGINEER REGISTERED TO PRACTICE IN THE STATE OF FLORIDA.
J. BRACING
1. THE FRAME SHALL BE BUILT TRUE AND PLUMB AND TEMPORARY BRACING SHALL BE
INTRODUCED WHEREEVER NECESSARY TO TAKE CARE OF ALL LOADS TO WHICH THE
STRUCTURE MAY BE SUJECTED. INCLUDING EQUIPMENT AND OPERATION OF SAME. SUCH
BRACING SHALL BE THE REPSONSIBILITY OF THE GENERAL CONTRACTOR AND SHALL BE
LEFT IN PLACE AS LONG AS REQUIRED FOR SAFETY.
K. WOOD
1. WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL HAVE A MINIMUM ALLOWABLE BENDING
STRESS OF 1,200 P.S.I.; MINIMUM ALLOWABIF SHEAR STRESS OF 70 P.S.I. AND MODULUS OF
ELASTICITY OF 1,200,000 P.S.I. AT 1•• MOISTURE CONTENT IN ACCORDANCE WITH A.I.T.C.
STANDARDS.
2. WOOD MEMBERS SHALL BE SOUTHERN YELLOW PINE P.T. #2 WITH A 19% MOISTURE CONTENT.
L. SHORING
1. FORMS AND SHORING FOR CONCRETE SLABS AND BEAMS SHALL BE DESIGNED TO
WITHSTAND THE DEAD LOAD OF CONCRETE AND THE ANTICIPATED CONSTRUC71ON LOADS.
2. WHEN CASTING A SLAB, THERE SHALL BE SHORING BELOW IT CONTINUOUS • THE GROUND.
• CASE SHALL SLAB AND BOTTOM BEAM FORMS BE STRIPPED EARLIER THAN 21 DAYS
AFTER PLACEMENT AND UNTIL THE COMPRESSIVE STRENGTH OF 3,200 P.S.I. (FOR 4,000 P.S.I.)
AND 4,000 O. 5,00♦ BEEN ATTAINED.
4. THE SYSTEM OF SHORING SHALL BE INSPECTED AND APPROVED BY THE CONTRACTOR'S
SPECIALTY ENGINEER PRIOR TO INSPECTION OF BY THE THRESHOLD/SPECIAL INSPECTOR.
5. DESIGN AND CONSTRUCTION OF FORMWORK AND SHORING SHALL COMPLY WITH THE A.C.I.
318 BUILDING CODE (LATEST EDITION) AND BE ENTIRELY THE REPSONSIBILITY OF THE
GENERAL CONTRACTOR.
6. SHORING DRAWINGS SHALL BE PROVIDED BY GENERAL CONTRACTOR AND SHALL BE
DESIGNED, SIGNED AND SEALED BY THE CONTRACTOR'S SPECIALTY ENGINEER REGISTERED
TO PRACTICE IN THE STATE OF FLORIDA.
M. LINTELS
ALL DOOR AND WINDOW OPENINGS IN LOAD BEARING AND NON-LOAD BEARING MASONRY
WALLS SHALL HAVE EITHER CAST-IN-PLACE OR PRECAST CONCRETE LINTELS, IF P/C LINTELS
ARE USED, PROVIDE MIAMI-DADE NOA'S FOR ALL SUCH LINTELS. UNLESS OTHERWISE NOTED,
PROVIDE CAST-IN-PLACE LINTELS.
zwA
TS 4"x 12 "x 1 /2"
irr
GALV. RIDGE BEAM
Bell
12
14.5
on
N
00
0
cr <
<
In
Li F Q0
0 cf)
<
00
U) Llj
0 Z
I In a-
m RE
S-2) SCALE: 3l4„ = 1 ) -0 it
0
ctf
0
_j
Ld
N
ry
Ld cf)
0
0
00 C)
U) z_
Li <
0 V)
Lli 0
0
(D
0
0
U)
(D
C)
0
C'o 0
Date: 11/11/10
Revisions:
S=2
mmmm� M�
KI
(LATEST EDITION).
TOP OF Tl @ 24" O.C.
E BEAM
3. ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH TESTED IN
- J4.
ACCORDANCE WITH A.S.T.M. STANDARDS, F.B.C. 2007, AND A.C.I. 318 (LATEST EDITION). TEST
EL. + 8'-4-(DATUM) 41V
CYLINDERS MUST BE TAKEN EVERY 50 CUBIC YARDS ON CONCRETE PRIOIR TO PLACEMENT.
TESTING LAB SHALL PROVIDE COPIES OF CONCRETE TEST RESULTS TO ENGINEER OFFICE FOR
\"-
REVIEW,
SHIM AS REQUIRED
4. CONCRETE MIX DESIGN SHALLBE SUBMITTED TO ENGINEERS OFFICE FOR REVIEW.
\'
5. CONTRACTOR SHALL CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP
CONC, TB-1 (SEE
DRAWINGS FOR LOCATION OF ALL EMBEDDED ITEMS, SUCH AS PIPE SLEEVES, ANCHOR BOLTS,
BEAM SCHEDULE)
ETC. PRIOR TO PLACING CONCRETE.
\-3/4-Ox5
6. UNLESS OTHERWISE NOTED ON PLANS, MINIMUM CONCRETE COVER TO REINFORCING STEEL
SHALL BE MAINTAINED IN ACCORDANCE WITH ACI 318.
1/2"
HILTI KWIK3
SPECIFIC CONCRETE COVERS ARE GIVEN IN THE FOLLOWING:
EXP. BOLT
FOOTINGS: BOTT. = 3" CLEAR
TOP = 2" CLEAR TO TIES
SIDE = 2" CLEAR TO TIES
SLAB ON GRADE: BOTT. = 2" CLEAR WHEN POURED ON 6" MIL VAPOR BARRIER
TOP = 1 1/2- CLEAR
COLUMNS & BEAMS BOTT. = 1 1/2" CLEAR
TOP = 1 1/2" CLEAR
SIDES = 1 1/2- CLEAR
7. EACH CUBIC YARD OF CONCRETE SHALL CONTAIN A MIN. OF 5 BAGS OF CEMENT.
10. CONC. DESIGN MIX SHALL BE REVIEWED & APPROVED BY ENGINEER OF RECORD PRIOR
PLACING ANY DESIGN MIX.
D. REINFORCING STEEL
-PROVIDE #9 HORIZ. JOINT REINF.
1. SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, AND CONFORM TO A.S.T.M.
AT EVERY OTHER COURSE.
A615 GRADE 60.
2. ALL ACCESSORIES SHALL HAVE UPTURNED LEGS, AND BE PLASTIC DIPPED AFTER
FABRICATION. ACCESSORIES FOR REINFORCING SHALL BE INSTALLED IN ACCORDANCE WITH
A.C.I. 315 (LATEST EDITION).
3. SUPPORT BARS SHALL BE #5 OR GREATER AND NOT SPACED MORE THAN 4'-0- O.C.
SUPPORT BARS AND ENDS OF MAIN REINFORCING SHALL NOT EXTEND MORE THAN 1'-8" PAST
OUTERMOST CHAIR OR SUPPORT BAR.
NEW 4" CONC. SLAB
4. A MINIMUM OF 3 SUPPORT BARS AND 3 INDIVIDUAL HIGH CHAIRS FOR EACH SUPPORT BAR
(SEE FLOOR PLAN
SHALL BE PROVIDED FOR TOP REINFORCING.
5. ALL PLACEMENT OF REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE MANUAL OF
FOR REINF.)
STANDARD PRACTICE OF THE CONCRETE REINFORCING STEEL INSTITUTE.
6. PLASTIC TIPPED COLUMN SPACERS SHALL BE PROVIDED FOR VERTICAL COLUMN
#4 @ 12- TOP
REINFORCING STEEL, SUCH THAT A 2- MINIMUM CLEARANCE IS MAINTAINED.
x 4' -6"
E. STRUCTURAL STEEL
L
1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES:
W • x
a. ALL WF, ANGLE BASE PLATES, CONN. PLATES (LION) ------- ASTM A36 (FY=36 KSI)
OR
MER W"Immuolik" • TilAaalliml of Allf firrit-jr GALVAA12-r-kiii ERGIRLL&
APPROVED EQUAL PLACED AT EVERY 2ND BLOCK COURSE (16- VERTICALLY) FOR ALL
INTERIOR AND EXTERIOR WALLS. THE JOINT REINFORCING SHALL EXTEND 8" INTO ADJACENT
COLUMNS.
5. WHEN COLUMNS ARE CONSTRUCTED FIRST, BLOCK AND COLUMN SHALL BE TIED THRU 20
GAUGE GALVANIZED CORRUGATED DOVETAIL SLOTS AND 1" X 5" X 16 GA. GALVANIZED
CORRUGATED DOVETAIL ANCHORS AT THE SAME LOCATION AND SPACING AS THE HORIZONTAL
JOINT REINFORCING.LED IN
6. WHENEVER ANCHOR BOLTS ARE TO BE SET IN MASONRY, TWO CELLS AT THE SETTING
LOCATION SHALL BE FILLED WITH CONCRETE.
7. MAXIMUM POUR LIFT FOR MASONRY UNITS AND GROUT POUR HEIGHT SHALL BE
8. SLUMP • + 1 m FOR GROUT
9. REFER TO ADDITIONAL REINFORCING NOTES ON FLOOR PLANS.
10. COMPRESSIVE STRENGTH OF UNIT MASONRY SHALL BE MIN. OF 1900 PSI RESULTING IN
fm = 1500 PSI
0 : .
ME'l[gly-jillm
K 1
3 SECTUN
S-2 SALE: 3/4" = 1' -0"
7 31170.1
STRUCTLUL4L ENGRiEERS
4W SW 7*h Cr., MIAML FL
M 667-76n
CERTIRCAMEB-0007M
6L
H. NOA/SPECIALTY ENGINEER
1. ALL PRE-ENGINEERED, PREMANUFACTURED ITEMS REQUIRE MIAMI-DACIf-NO-�2CE or--
APPROVAL (NOA). CERTAIN ENGINEERED ITEMS REQUIRE ANALYSIS, DESIGNS, DRAWINGS &
DETAILS TO BE PROVIDED BY THE CONTRACTOR'S/MANUFACTURER'S SPECIALTY
ENGINEER(S) REGISTERED TO PRACTICE IN THE STATE OF FLORIDA. 144C -SPECiAcry-
ENGINEER'S SERVICE MAY ALSO BE REQUIRED WHEN REQUESTED BY THE-FNGINEFR OF
RECORD (EOR). THESE ITEMS INCLUDE, BUT NOT LIMITED TO:
2. FOR ITEMS THAT REQUIRE ANALYSIS, DESIGNS, DRAWINGS & DETAILS BY THE SP CIALTY
ENGINEER, THE CONTRACTOR SHALL PROVIDE ALL SUCH SERVICES THRU HIS SPECIALTY
ENGINEER(S) AT
• ADD11IONAL COST TO THE OWNER OR TO THE ARCH ITECT/ENGI NEER. ALL
SUCH CALCULATIONS AND DRAWINGS SHALL BE DULY SIGNED AND SEALED BY THE
CONTRACTOR'S SPECIALTY ENGINEER(S).
1. SHOP DRAWINGS (ALUMINUM BARS)
PRIOR TO FABRICATION, SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW, FOUR SETS OF
SHOP DRAWINGS FOR ALL REINFORCING & STRUCTURAL STEEL (CERTIFIED MILL TESTS ARE
ALSO REQUIRED PRIOR TO ERECTION). FOR COMPONENTS OUTLINED IN NOTES "J", SUBMIT
FOUR SETS OF SHOP DRAWINGS & DESIGN CALCULATIONS SIGNED & SEALED BY
FABRICATORS SPECIALTY ENGINEER REGISTERED TO PRACTICE IN THE STATE OF FLORIDA.
J. BRACING
1. THE FRAME SHALL BE BUILT TRUE AND PLUMB AND TEMPORARY BRACING SHALL BE
INTRODUCED WHEREEVER NECESSARY TO TAKE CARE OF ALL LOADS TO WHICH THE
STRUCTURE MAY BE SUJECTED. INCLUDING EQUIPMENT AND OPERATION OF SAME. SUCH
BRACING SHALL BE THE REPSONSIBILITY OF THE GENERAL CONTRACTOR AND SHALL BE
LEFT IN PLACE AS LONG AS REQUIRED FOR SAFETY.
K. WOOD
1. WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL HAVE A MINIMUM ALLOWABLE BENDING
STRESS OF 1,200 P.S.I.; MINIMUM ALLOWABIF SHEAR STRESS OF 70 P.S.I. AND MODULUS OF
ELASTICITY OF 1,200,000 P.S.I. AT 1•• MOISTURE CONTENT IN ACCORDANCE WITH A.I.T.C.
STANDARDS.
2. WOOD MEMBERS SHALL BE SOUTHERN YELLOW PINE P.T. #2 WITH A 19% MOISTURE CONTENT.
L. SHORING
1. FORMS AND SHORING FOR CONCRETE SLABS AND BEAMS SHALL BE DESIGNED TO
WITHSTAND THE DEAD LOAD OF CONCRETE AND THE ANTICIPATED CONSTRUC71ON LOADS.
2. WHEN CASTING A SLAB, THERE SHALL BE SHORING BELOW IT CONTINUOUS • THE GROUND.
• CASE SHALL SLAB AND BOTTOM BEAM FORMS BE STRIPPED EARLIER THAN 21 DAYS
AFTER PLACEMENT AND UNTIL THE COMPRESSIVE STRENGTH OF 3,200 P.S.I. (FOR 4,000 P.S.I.)
AND 4,000 O. 5,00♦ BEEN ATTAINED.
4. THE SYSTEM OF SHORING SHALL BE INSPECTED AND APPROVED BY THE CONTRACTOR'S
SPECIALTY ENGINEER PRIOR TO INSPECTION OF BY THE THRESHOLD/SPECIAL INSPECTOR.
5. DESIGN AND CONSTRUCTION OF FORMWORK AND SHORING SHALL COMPLY WITH THE A.C.I.
318 BUILDING CODE (LATEST EDITION) AND BE ENTIRELY THE REPSONSIBILITY OF THE
GENERAL CONTRACTOR.
6. SHORING DRAWINGS SHALL BE PROVIDED BY GENERAL CONTRACTOR AND SHALL BE
DESIGNED, SIGNED AND SEALED BY THE CONTRACTOR'S SPECIALTY ENGINEER REGISTERED
TO PRACTICE IN THE STATE OF FLORIDA.
M. LINTELS
ALL DOOR AND WINDOW OPENINGS IN LOAD BEARING AND NON-LOAD BEARING MASONRY
WALLS SHALL HAVE EITHER CAST-IN-PLACE OR PRECAST CONCRETE LINTELS, IF P/C LINTELS
ARE USED, PROVIDE MIAMI-DADE NOA'S FOR ALL SUCH LINTELS. UNLESS OTHERWISE NOTED,
PROVIDE CAST-IN-PLACE LINTELS.
zwA
TS 4"x 12 "x 1 /2"
irr
GALV. RIDGE BEAM
Bell
12
14.5
on
N
00
0
cr <
<
In
Li F Q0
0 cf)
<
00
U) Llj
0 Z
I In a-
m RE
S-2) SCALE: 3l4„ = 1 ) -0 it
0
ctf
0
_j
Ld
N
ry
Ld cf)
0
0
00 C)
U) z_
Li <
0 V)
Lli 0
0
(D
0
0
U)
(D
C)
0
C'o 0
Date: 11/11/10
Revisions:
S=2
mmmm� M�
KI
Date: 11/11/10
Revisions:
S=2
mmmm� M�
KI
S=2
mmmm� M�
KI