10-535-012GENERAL STRUCTURAL NOTES
1.- GENERAL:
IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, SPECIFICATIONS, OR OTHER DOCUMENTS, THE
CONTRACTOR MUST NOTIFY THE ARCHITECT AND ENGINEER, IN WRITING, OF THE SAME PRIOR TO
PROCEEDING WITH THE WORK IN QUESTION. IN THE EVEN THAT THE CONTRACTOR FAILS TO GIVE NOTICE,
OR PROVIDE SUFFICIENT TIME FOR A RESPONSE, CONTRACTOR IS RESPONSIBLE FOR THE RESULT OF SUCH
ERRORS OR OMISSIONS AND FOR ALL COSTS FOR RECTIFYING SAME AND FOR ANY DELAYS OR ANY OTHER
COSTS INCURRED BY SAME.
THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS TOGETHER WITH THE ARCHITECTURAL,
MECHANICAL AND ELECTRICAL DRAWINGS. POTENTIAL CONFLICTS SHALL BE TRANSMITTED TO THE
ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH THE WORK CONTRACTOR TO PROVIDE ADEQUATE
TIME FOR RESPONSE FROM ARCH ITECT/ENGINEER.
WIND DESIGN CRITERIA:
ALL STRUCTURAL ELEMENTS, EXPOSED TO WIND, HAVE BEEN DESIGNED PER THE GUIDELINES OF THE
ASCE -1 -2005 BUILDING CODE. BASIC WIND SPEED =190 MPH, EXPOSURE C, IMPORTANCE FACTOR =1.0
WIND PRESSURE FOR DOORS (AREA =56 SF. , ZONE 4, Kd =0.85)
BASIC WIND SPEE0=190 MPH, EXPOSURE C, IMPORTANCE FACTOR =1.0
BUILDING POSSITIVE (PSF) NEGATIVE (PSF)
MAIN BUILDING C35 C38
EAST TOWER 91 S4
WIND SPEED= 146 MPH, EXPOSURE C, IMPORTANCE FACTOR= 1.15
BUILDING POSSITIVE (PSF) NEGATIVE (PSF)
MAIN BUILDING 64 6-1
EAST TOWER 64 62
2.- DEMOLITION:
GENERAL CONTRACTOR 15 TO DEMOLISH AND REMOVE FROM SITE (AND DISPOSE OF APPROPRIATELY) THE
FOLLOWING ITEMS AS THEY ARE NOTED IN THE ARCHITECTURAL DRAWINGS AND /OR THE STRUCTURAL
DRAWINGS, AND WITH THE PROPERTY LINES:
3.- REINFORCING* STEEL:
TO BE NEW HIGH STRENGTH BILLET STEEL DEFORMED AS PER ASTM A -305, AND CONFORMING TO ASTM
A -615, GRADE 60.
LAP CONTINUOUS 48 -15AR DIAMETERS, AT MID -SPAN.
4: MASONRY:
ALL CONCRETE BLOCK TO BE GRADE N -2, CONFORMING TO ASTM C -90, WITH A MINIMUM NET AREA
COMPRESSIVE STRENGTH OF 1,900 PSI, AND A PRISM STRENGTH OF 1,500 PSI (MINIMUM). MORTAR SHALL
BE TYPE M, WITH A MINIMUM STRENGTH OF 2,500 PSI (USE PORTLAND TYPE CEMENT). GROUT SHALL
CONFORM TO ASTM C 4 -I6 WITH A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2500 PSI. GROUT SLUMP
SHALL BE BETWEEN 8 AND 10 INCHES. TEST MASONRY UNITS, MORTAR AND GROUT BY TESTING LAB AT A
RATE OF EVERY 1,000 SQUARE FEET OF WALLS ERECTED BY AN APPROVED TESTING LABORATORY.
MASONRY WALLS SHALL BE REINFORCED HORIZONTALLY WITH 8 GAUGE DEFORMED GALVANIZED STEEL,
SPACED AT 16" C/C VERT.
FOR VERTICAL REINFORCEMENT, SEE SCHEDULE AND LAP 48 BAR DIAMETERS MINIMUM. PROVIDE FULL
BED OF MORTAR FOR REINFORCED MASONRY.
PROVIDE CLEANOUTS WHEN GROUTING BLOCK CELLS, AND CLEAN OUT BLOCK CELLS OF ALL MORTAR
DROPPINGS. MAXIMUM VERTICAL DROP FOR GROUTING 18 4' -011.
PROVIDE GALVANIZED DOVETAILS ANCHORS AT ALTERNATE JOINTS AT ALL MASONRY WALLS ABUTTING
CONCRETE COLUMNS.
5.- STRUCTURAL STEEL:
SHALL CONFIRM TO ASTM A512, GRADE 50, DETAILED, FABRICATED AND ERECTION IN ACCORDANCE RISC
SPECIFICATIONS, LATEST EDITION. STEEL TUBES TO CONFORM TO A -500, GRADE B (Fy =46 KSI). PLATES,
CHANNELS, ANGLES AND BARS: ASTM A36 (F9 =36 KSI). SUBMIT SHOP DRAWINGS FOR APPROVAL BEFORE
FABRICATION. ALL STRUCTURAL STEEL EXPOSED TO THE ELEMENTS TO BE HOT DIPPED GALVANIZED.
USE ELECTRODES CONFORMING TO AWS 01.1, E10 SERIES U.O.N.
CUT, DRILL OR PUNCH HOLES PERPENDICULAR TO METAL SURFACES. DO NOT FLAME CUT HOLES OF
ENLARGE HOLES BY BURNING.
SHOP PAINT ALL NON - GALVANIZED STEEL WITH A LEAD AND CHROMATE FREE ALKYD, SSPC PAINT 11
V.O.G. COMPLAINT, MIN. 55% SOLIDS AND MIN. DRY FILM THICKNESS 2.5 MILS. CLEAN STEEL TO THE
REQUIREMENTS OF SSPC -SP6 PRIOR TO PRIMING. SEE SPECIFICATIONS 09800 FOR SPECIAL COATINGS.
6.- METAL STUDS:
SHALL CONFORM TO THE AMERICAN IRON AND STEEL INSTITUTE (LATEST EDITION) AS FOR FABRICATION,
ERECTION AND DETAILING. STEEL STUDS TO BE HOT DIPPED GALVANIZED, WITH G -90 GALVANIZING, AS
PROVIDED BY DALE INDUSTRIES.
PROVIDE %= 33 KSI MINIMUM YIELD STRESS FOR 18, 20,22 AND 25 GAUGES. PROVIDE F9 =50 KSI MINIMUM
YIELD STRESS FOR 16, 14 AND 12 GAUGES. SUBMIT MILL REPORTS AND SHOP DRAWINGS FOR APPROVAL
BEFORE FABRICATION.
-I.- ANCHORING* EPDXY:
FOR ANCHORING REINFORCING STEEL IN EXISTING CONCRETE OR GROUT FILLED CMU WALL USE HILTI HIT
HY 150 MAX ADHESIVE ANCHOR EPDXY OR SIMPSON SET -XP EPDXY. DRILL HOLES 1/8" BIGGER THAN THE
DIAMETER OF THE STEEL ROD. THE OTHERWISE NOTED IN THESE PLANS, OR UNLESS OTHERWISE
INSTRUCTED BY THE MANUFACTURER'S RECOMMENDATIONS.
EXISTING CONCRETE
BEAM TO REMAIN.
MN TC1
�U,
BOTTOM. '� }
Y -11, DEEP r
CONCRETE
CRETE
Ni Eml
NEW TIE COLD
2rx36 "LONG
DOWELS TOP 4
DRILL 4 EPDX
INTO EXISTING
EXISTING CON
SLAB.
11
Z
U-1
SI =GTION A -,4
EXISTING CMU
WALL TO REMAIN.
DEMOLISH EXISTING
CMU WALL AND INSTALL
A NEW TIE COLUMN.
�Gmlm
BUILDING A
BRIDGE
8' -4 1/2"
IR OPENING
Tc1
EXISTING-*
BRIDGE,
EXISTING E.J.
DEMOLISH EXISTING
CMU WALL AND INSTALL
A NEW TIE COLUMN.
EXISTING CMU
WALL TO REMAIN.
i
TYPICAL OPENING* FRAMING* PLAN
NOTES:
TC1 DENOTES 5"x12" CONCRETE TIE COLUMN REINFORCED WITH
4 -05 VERTICAL AND 110368" O.C. DRILL 4 EPDXY 1 *'I x36" LONG
PER 2 05, 1" DEEP, TOP 4 BOTTOM INTO EXISTING BEAM /SLAB.
A D E T A I L
8100 SCALE: %" = 1' -0"
N
EXISTING PLAN- 4TH FLOOR
SCALE: 1/16 " = I' -0"
EXISTING CMU WALL -
FILL WITH GROUT THE
LOWER 2 COURSES.
EXISTING
CMU WALL
3/16
EXISTING CMU WALL:
NEW HS5 6x2x5/16 WITH lie "Ox31iz" OF EMB. HILTI
KWIK BOLT 3 EXP. ANCHORS 9 IV' O.C. INTO
GROUT FILL CELLS OR SOLID CDII1GRETE. ;
A
EXISTING CMU
WALL
L 6x6x5116 x0' -4" LONG WITH
w -1i24 x31/2" OF EMB. HILTI KWIK BOLT 3
EXP. ANCHOR INTO GROUT FILL CELL.
c:DETAIL -
8100 SCALE: 1" = 1' -0"
L 6x6x5 /16 x0' -4" LONG WELDED TO THE TURF— AND
BOLTED TO THE PERPENDICULAR WALL, SEE DET. C/8100.
NEW HSS 6x2x5 /16 WITH 1/2 "Ox31 /2" OF EMB. HILTI KWIK
BOLT 3 EXP ANCHORS e 16" O.C. INTO GROUT FILL
CELLS OR SOLID CONCRETE.
PROVIDE (2) MIN. 1/2 "0 X 31/2" OF EMS.
K53 EXP. ANCHOR BEYOND THE EDGE
OF THE OPENING INTO GROUT FILL CELLS.
EXISTING
CMU WALL
FILL ADJACENT CELL TO THE OPENING WITH GROUT AND
REINFORCE WITH 1 -05 DRILL 4 EPDXY 5" DEEP*INT.Q...THE
BOTTOM SLAB AND EXTEND ONE FOOT ABOVE THE -OPENING.:
SECTION 8 =5
�vrLtrwl�_ �w.el I
s
BRIDGE
B D E T A I L
5100 SCALE: 3 /g" = 1' -0"
1
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FURTHEST
DISTANCE TO
A SMOKE DOOR -108 FT.
SCALE: , ..
DATE: 04 -15-2010
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CHECKED:, " GBH
PROJECT NAME:
I I I I
SMH - EAS7 TOWER/MAIN BUILDING
HURRICANE DOORS
DRAWING TITLE:
I I
.
AND NOTES.
7400 S. 62nd Ave.
F-1 n
South Miami, Florida 33143
DETAIL A
u u
DETAIL B
5100
5100
/ %\
DET. B
5100
5 00
L; I I
LJ L
BRIDGE
g I
Dir
*`II
LLJJL
F---1L
N
EXISTING PLAN- 4TH FLOOR
SCALE: 1/16 " = I' -0"
EXISTING CMU WALL -
FILL WITH GROUT THE
LOWER 2 COURSES.
EXISTING
CMU WALL
3/16
EXISTING CMU WALL:
NEW HS5 6x2x5/16 WITH lie "Ox31iz" OF EMB. HILTI
KWIK BOLT 3 EXP. ANCHORS 9 IV' O.C. INTO
GROUT FILL CELLS OR SOLID CDII1GRETE. ;
A
EXISTING CMU
WALL
L 6x6x5116 x0' -4" LONG WITH
w -1i24 x31/2" OF EMB. HILTI KWIK BOLT 3
EXP. ANCHOR INTO GROUT FILL CELL.
c:DETAIL -
8100 SCALE: 1" = 1' -0"
L 6x6x5 /16 x0' -4" LONG WELDED TO THE TURF— AND
BOLTED TO THE PERPENDICULAR WALL, SEE DET. C/8100.
NEW HSS 6x2x5 /16 WITH 1/2 "Ox31 /2" OF EMB. HILTI KWIK
BOLT 3 EXP ANCHORS e 16" O.C. INTO GROUT FILL
CELLS OR SOLID CONCRETE.
PROVIDE (2) MIN. 1/2 "0 X 31/2" OF EMS.
K53 EXP. ANCHOR BEYOND THE EDGE
OF THE OPENING INTO GROUT FILL CELLS.
EXISTING
CMU WALL
FILL ADJACENT CELL TO THE OPENING WITH GROUT AND
REINFORCE WITH 1 -05 DRILL 4 EPDXY 5" DEEP*INT.Q...THE
BOTTOM SLAB AND EXTEND ONE FOOT ABOVE THE -OPENING.:
SECTION 8 =5
�vrLtrwl�_ �w.el I
s
BRIDGE
B D E T A I L
5100 SCALE: 3 /g" = 1' -0"
1
y
EXISTING PLAN- 3RD FLOOR
" SCALE:
i
7
BERMELLO AJAMIL &'PARTNERS, INC.
Architecture Engineering Planning
Interior Design Landscape Architecture
2601 South Bayshore Drive f 0th Floor
Miami, Florida 33133
(305) 859 -2050 Fax (305) 860 -3700
SOUTH -MIA M,
HOSPITAL
b
STRUCTURAL ENGINEER:
`:: ENGINEERS, P.A.
DONNELL, DUQUESNE & ALBAISA, P.A.
4930 S.W. 74th Court
Miami, Florida. 33155
Phone: 305.666.0711
Fax: 305.666.5259
State of Florida - Authorization No.1306
website: www.ddaeng.com
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SCALE: , ..
DATE: 04 -15-2010
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PROJECT NAME:
I I I I
SMH - EAS7 TOWER/MAIN BUILDING
HURRICANE DOORS
DRAWING TITLE:
I I
.
AND NOTES.
7400 S. 62nd Ave.
SHEET NO. 'r
South Miami, Florida 33143
DETAIL A,,
DET. B
5100
5 00
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BRIDGE
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Ol�'� OF SOt}TN
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EXISTING PLAN- 3RD FLOOR
" SCALE:
i
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BERMELLO AJAMIL &'PARTNERS, INC.
Architecture Engineering Planning
Interior Design Landscape Architecture
2601 South Bayshore Drive f 0th Floor
Miami, Florida 33133
(305) 859 -2050 Fax (305) 860 -3700
SOUTH -MIA M,
HOSPITAL
b
STRUCTURAL ENGINEER:
`:: ENGINEERS, P.A.
DONNELL, DUQUESNE & ALBAISA, P.A.
4930 S.W. 74th Court
Miami, Florida. 33155
Phone: 305.666.0711
Fax: 305.666.5259
State of Florida - Authorization No.1306
website: www.ddaeng.com
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LAN
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COMM. NO. 40gp9:i00
SCALE: , ..
DATE: 04 -15-2010
DRAWN:
CHECKED:, " GBH
PROJECT NAME:
SMH - EAS7 TOWER/MAIN BUILDING
HURRICANE DOORS
DRAWING TITLE:
FLOOR PLANS,
PROJCT ADDRESS:
AND NOTES.
7400 S. 62nd Ave.
SHEET NO. 'r
South Miami, Florida 33143
r • Ity
•� a ' 1 F �NY1
LAN
S1,00
COMM. NO. 40gp9:i00
SCALE: , ..
DATE: 04 -15-2010
DRAWN:
CHECKED:, " GBH
CADD FILE: x:lrrsztTvTIONAL
DRAWING TITLE:
FLOOR PLANS,
DETAILS, SECTIONS
AND NOTES.
SHEET NO. 'r
S1,00