10-225-0175TRU CTU R.AL N OTE5
MARK
1. FOUNDATION:
4, REINFORCING STEEL:
TRAN5V REINF.
A. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH
FOUNDATION SYSTEM CONSISTS OF SPREAD FOOTINGS DE51GNED FOR AN
FBC 2004 EDITION.
ALLOWABLE 501L BEARING PRE55URE OF 2000 P5F,
B. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO A5TM A 615 -2002
501L 5TATEMENT: THE FOUNDATION AND FOOTINGS MAY BE APPROPIATELY
(S 1) GRADE GO.
PROPORTIONED FOR A SAFE 501L BEARING CAPACITY NOT EXCEED 2,000 P5F.
C. ALL WELDED WIRE FABRIC SHALL CONFORM TO A5TM A 185 -94,
THE USE OF SPREAD FOOTINGS AND SINGLE COLUMN PADS 15 SUGGESTED.
D. REINFORCING SHALL BE HELD SECURELY IN P051TION WITH STANDARD ACCE5-
SEE GEOTECHNICALL, REPORT BY ALL STATE ENGINEERING 4 TESTING CON5ULTANT5
SORTS DURING PLACING OF CONCRETE.
FOR ADDITIONAL INFORMATION.
E. ALL TOP REINFORCING SHALL TERMINATE WITH STANDARD HOOKS AT DISCON-
TINUOU5 EDGES OR ENDS.
26 GENERAL:
F. ALL BOTTOM BARS SHALL BEAR G" MINIMUM OVER SUPPORTS, U.O.N.
A. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE FLORIDA
G, ALL REINFORCING BARS MARKED CONTINUOUS SHALL BE LAPPED 30 DIA. AT
BUILDING CODE, 2007 EDITION, A5CE 7-05 MINIMUM DE51GN LOADS FOR BUILDINGS,
SPLICES AND CORNERS UNLE55 OTHERWISE NOTED, LAP CONTINUOUS TOP BARS
THE AG 31 &02 BUILDING CODE, AND ALL APFUCA13LE FEDERAL, STATE AND
AT CENTER BETWEEN 5UPPORT5 AS REQUIRED, TERMINATE CONTINUOUS BARS
LOCAL ORDINANCES.
AT NON- CONTINUOU5 ENDS WITH STANDARD HOOKS, U.O.N.
B, THE CONTRACTOR SHALL VERIFY ALL CONDITIONS QF EXISTING 5TRUCTURE5
H. MINIMUM CONCRETE COVER FOR REINFORCEMENT:
AFFECTING NEW CONSTRUCTION BEFORE COMMENCING ANY WORK. ANY
1. CONCRETE CAST AGAINST AND PERMANENTLY
VARIATIONS IN ACTUAL FIELD CONDITIONWIMEN51ON5 FROM TH05E SHOWN IN
EXP05ED TO EARTH 3"
THE CONTRACT DRAWINGS SHALL BE REPORTED TO THE ARCHITECT /ENGINEER FOR
.......................
11. CONCRETE EXPOSED TO EARTH OR WEATHER
WEATHER
DETERMINING THE NEED OF REDESIGN PRIOR 70 CONTRACTOR'S SUBMITTAL OF
#6 BARS AND LARGER
SHOP WORKING DRAWINGS FOR REVIEW.
#5 BARS AND SMALLER ............................. 11/2 "
C. THESE DRAWINGS SHALL BE WORKED TOGETHER WITH ARCHITECTURAL, AIR
.............................,.
III• CONCRETE NOT EXPOSED TO WEATHER OR
CONDITIONING, MECHANICAL AND ELECTRICAL DRAWINGS TO LOCATE DEPRE55ED
IN CONTACT WIH EARTH:
SLABS, SLOPES, DRAINS, OUTLETS, RECE55E5, OPENINGS, REGLET5, BOLT
SLABS AND WALLS 3/4N
SETTINGS, SLEEVES, ETC. DISCREPANCIES SHALL BE BROUGHT TO THE ATTEN-
.............:.. ...............................
BEAMS AND COLUMNS ............................
TION OF ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK.
...............................
D. WHEN PERFORMING WORK BELOW GRADE, CARE 5HALL BE TAKEN TO AVOID
IV. EXTERIOR CONCRETE BALCONY
DAMAGING ANY EXI5TING UTILITIES. ALL UNKNOWN UTILITIES D15COVERED
5L A55 .................. ............................... "
DURING CONSTRUCTION SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHI-
5, CONCRETE MA50NKY WORK:
TECT/ENGINEER, ANY DAMAGE TO THE EXISTING UTILITIES SHALL BE REPORTED
TO ALL AFFECTED FARTIE5, INCLUDING THE ARCHITECT/ENGINEER.
A. ALL CONCRETE MASONRY WALLS ARE DESIGNED AS LOAD BEARING WAU5, UNLE55
E. GENERAL CONTRA OR SHAD. BE RESPONSIBLE FOR UPDATING H15 CON5TRUC-
OTHERWISE NOTED., AND SHALL BE IN PLACE BEFORE THE SLABS AND BEAMS
TION DOGUMENTSWLTH THE REVISED DRAWINGS AND SPECIFICATIONS, FIELD
SUPPORTED BY THEW ARE POURED AS WELL AS THE CONCRETE TIE COLUMNS
ORDERS, CHANGE ORDERS AND CLARIFICATION SKETCHES 155UED DURING THE
FRAMING THEM.
COURSE QF CONSTRUCTION,
F,
F. TYPICAL DETAILS AND NOTES ON THESE DRAWINGS SHALL APPLY UNLESS SPECI-
B. ALL CONCRETE MA50NRY UNITS (CMU) SHALL CONFORM TO A5TM C 90, 'STAND-
B
NOTED OTHERWISE. CONSTRUCTION DETAILS AND SECTIONS NOT COM-
PLETELY SHOWN OR NOTED SHALL BE 51MILAR TO DETAILS AND 5ECTION5 SHOWN
C. MORTAR SHALL CONFORM TO A5TM C 270, TYPE W', WITH A MINIMUM AVERAGE
OR NOTED FOR 51MILAR CONDITIONS,
STRENGTH OF 2500 P51,
G. THE GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION
D. CONCRETE MA50NRY STRENGTH, fm, SHALL BE A MINIMUM OF 1500 P51(fc =1900 PSI),
PROCEDURES INCLUDING TAGGING, SHORING, AND PROTECTION OF ADJACENT PRO-
E . VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 48 BAR DIA-
PERTY, STRUCTURES, STREETS AND UTIUT1 5 IN ACCORDANCE WITH THE LOCAL
METER LAP SPLICES. PROVIDE CLEAN OUT HOLES BASE OF FILLED CELLS
BUILDING DEPARTMENT.
FOR LAP INSPECTION AND VERIFYING THAT THE CELLS HAVE BEEN FILLED
L
SOLID WITH GROUT,
H. BACKFILL. AROUND THE EXTERIOR PERIMETER OF WALLS SHALL NOT BE PLACED
F. FILLED CELLS SHALL BE FILLED WITH 30}0 PSI GROUT AS PER ACI 530 -02 AND
UNTIL AFTER THE WALLS ARE SUPPORTED BY THE COMPLETION OF INTERIOR FLOOR
ACI 530.1 -99. FILLING OF CELLS SHALL BE DONE IN FOUR FOOT LIFTS WITH A MAXIMUM
5Y5TEM5, DO NOT PROCEED WITH BACKFILL UNTIL (7) DAYS AS A MINIMUM AFTER
POUR OF 12 FEET. USE MECHANICAL VIBRATION TO ACHIEVE GROUT - FILLED
THE COMPLETION' Of INTERIOR FLOOR SYSTEM UNLE55 WALLS ARE ADEQUATELY
SOLID CELLS. GROUT SHALL CONFORM TO A5TM C47G. SLUMP SHALL. BE
BRACED. ` BACKFILL SHALL NOT BE PLACED UNTIL AFTER COMPLETION AND IN5PEC-
BETWEEN V AND I 1 ".
TION OF WATERPROOFING WHERE WATERPROOFING OCCUR.
G: ALL CMU WALL5 SHALL BE HORIZONTALLY REINFORCED NTH STANDARD NO, 9
I. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE DI5PO5AL- OF ALL ACCU-
LADDER -TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE. EXTEND
MULATED WATER FROM EXCAVATIONS AND DEWATERING OPERAT1ON5 IN SUCH A
REINFORCING A,MINIMUM OF 4 INCHES INTO TIE COLUMNS.
WAY AS TO NOT CAUSE INCONVENIENCE TO THE WORK AND DAMAGE TO THE 5TRUC-
G. STRUCTURAL STEEL:
TURAL ELEMENTS.
J, REINFORCING STEEL SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT
A. STRUCTURAL STEEL SHALL COMPLY WITH AI5C 'SPECIFICATIONS FOR DESIGN, FA-
AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RE5PON51BIUTY
BRICATION AND ERECTION FOR STRUCTURAL STEEL BUILDINGS," 9TA EDITION
OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION 15 IN FULL
B. STRUCTURAL STEEL 5HAPE5 AND PLATES SHALL CONFORM TO A5TM A 3G, Fy 3G K51.
AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS,
C, STRUCTURAL STEEL TUBES SHALL CONFORM TO A5TM A500, GRADE B, Fy =4G K51,
D. STRUCTURAL STEEL PIPES SHALL CONFORM TO ASTM A53, TYPE 5, GRADE B,
K, THE CONTRACTORSHALL SUPPLY THE ENGINEER THREE COPIES OF SHOP DRAW -
Fy= 35 0.
ING5 A MINIMUM OF ONE WEEK PRIOR TO PLACEMENT. THE REVIEW OF SHOP DRAW
E. ANCHOR BOLTS SHALL CONFORM TO EITHER A5TM A 307 OR A5TM A 3G.
ING5 BY THE ENGINEER 15 ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL
F. FRAMING BOLTS 5HALL CONFORM, TO A5TM 325, WITH HARDENED WASHERS AND
DRAWINGS AND SPECIFICATIONS. THE REVIEW DOES NOT GUARANTEE IN ANY WAY
HEX NUTS.
THAT THE SHOP DRAWINGS ARE CORRECT NOR DOES IT INFER THAT THEY SUPER.-
7, WELDING:
5EDE THE STRUCTURAL DRAWING5.
A. WELDING SHALL BE DONE WITH E -70 ELECTRODES.
L 5UBMITTAL5 TO STRUCTURAL ENGINEER:
B. WELDERS SHALL BE AW5- CERTIFIED.
I, CONCRETE TEST REPORT FOR CAST -IN -PLACE CONCRETE AS PER 301 -2002.
WOOD FRAMING:
11. REINFORCING STEEL SHOP DRAWINGS.
A. WOOD FRAMING MEMBERS OTHER THAN TRUSSES SHALL BE #2 SOUTHERN PINE
ILL WOOD TRU55E5 LAYQUT,5HOP DRAWINGS AND ALL DE51GN DATA,
WITH A FIBER BENDING 5TRE55 AS PER NDS,
B. SIZES SHOWN ARE NOMINAL,
C, MEMBERS SHALL BE FREE OF CRACKS AND KNOTS.
D. M015TURE CONTENT SHALL BE 19% OR LESS,
3. CONCRETE:
E. PRE55URE- TREATED WOOD SHALL BE USED ONLY WHERE 5PECIFALLY NOTED IN
A. ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301 -2002
THE DRAWINGS. NO FRAMING MEMBER SHALL BE OF PRE55UR.E- TREATED WOOD,
"5PECIFICATION5 FOR STRUCTURAL CONCRETE FOR BUILDINGS,"
UNLE55 OTHERWISE NOTED,
B, CONCRETE COMPRE55W STRENGTH AT 28 DAYS SHALL BE 3000 P51 FOR FOOTINGS #
9. BALCONY AND TERRACE RAILINGS AND STAIR RAILINGS SHALL BE DESIGNED BY
3000 PSI COLUMNS AND BEW5,
MANUFACTURE'S REGISTERED ENGINEER IN THE STATE OF FLORIDA TO RE515T A LOAD
C. FORMWORK SHALL COMPLY WITH ACI 347 -88, " RECOMMENDED
OF 504155/PT. APPLIED IN ANY DIRECTION AT TOP OF SUCH BARRIER. POSTS SHALL
PRACTICE FOR CONCRETE WORK."
BE DESIGNED TO RESIST THE REACTION FROM THE RAILINGS OR A MINIMUN LOAD OF
D. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE,
200 L55. HANDRAIL5 SHALL BE DESIGNED AND CONSTRUCTED TO U515T A LOAD OF
E, THE OWNER SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PER -
NOT LESS THAN 200 IBS. APPLIED IN ANY DIRECTION AND AT ANY POINT ON THE RAIL,
FORM CONCRETE CYIJNDERTE5T5 A5 FOLLOWS: FOUR CYLINDER TESTS FOR ANY
ROOF Sheathing,
50 CUBIC YARDS OF CONCRETE POURED, OR THREE CYLINDER TESTS PER ANY DAYS
PLYWOOD ROOF SHEATHING SHALL HAVE A NET THICKNE55 OF NOT LESS THAN 5/8" WHEN
POUR LE55 THAT 50 CUBIC YARDS, ONE CYLINDER SHALL BE TESTED AT 7 DAYS AND
THE SPAN 15 NOT MORE THAN 24" AND SHALL HAVE STAGGERED JOINTS CONTINUO05
TWO AT 28 DAYS.
F. TRANSPORTING, PLACING, CURING AND DEP051TING OF CONCRETE SHALL COMPLY
OVER TWO OR MORE 5PAN5 WITH FACE GRAIN PERPENDICULAR TO SUPPORTS.
WITH ACI 301 -9G.
PLYWOOD ROOF SHEATHING SHALL BE NAILED WITH I Od COMMON NAILS WITH SPACING
G. CONCRETE MIX FOR BALCONIES SHALL HAVE ALL CORROSION INHIBITING ADDITIVES
NOT EXCEED 4 IN, OC AT PANEL EDGES AND AT INTERMEDIATE SUPPORTS. 6 IN. ELSE
# A- MINIMUM CONCRETE COMPRE551VE 5TRENG OF 3000 PSI
WHERE. PROVIDE 2X4 IN. BLOCKING AT RIDGE AND HIP LINES W/ 3 - IGd NAILS FROM
EACH SIDE, NAIL PLYWOOD TO BLOCKING AT 4 IN. OC.
Design Loads.
Truss Bracing (dotes
ROOF:
I .TOP CHORD 15 BRACED BY PROPERLY ATTACHED PLYWOOD SHEATHING,
DU 25 P5F.
LL: 30 PSF
2.50TTOM CHORD BRACING:
THE BOTTOM CHORD SHALL BE BRACED W/ 2X4 @ 8' -0' OC (RAT RUNS) ATTACHED WITH
2 - I Gd NAILS TO EACH TRUSS.
WIND LOAD:
3, PERMANENT DIAGONAL CHORD LATERAL BRACING SHALL BE MAE W/ 2X4 'T" BRACE
A5CE 7 -05
FULL LENGTH NAIL @ 41N. OCC W/ I Gd NAILS. 1F MEMBER EXCEEDS MAX LENGTH AS
BUILDING CLA55119CATION TYPE 11
SPECIFIED BY TRU55 DE51GN ENGINEER. SEE SHOP DRAWINGS"
WIND VELOCITY: 14G MPH
4. DIAGONAL BRACING SHALL BE 2X4 "X" BRACE NAILED TO OPPOSITE SIDE OF
EXP05URE "C" IMPORTANCE FACTOR = 1,0
WEB MEMBER AND REPEATED @ 2OFT, INTERVALS, ATTACHED W/ 2 - I Gd NAILS @
KD =1.0
EACH END TO CHORDS AND TO 51DE OF WEB OR CONT. LATERAL BRACE, DIAGONAL
Note: BRACE MAY BE TRANSVERSE MORE THAN 2 TRUSSES DEPENDING ON TRU55 HEIGHT.
1. AII extenor celpng5 must be constructed with 5/8" plywood. See sheathing notes for nadln j.
IN MY PROfE55IONAL JUDGEMENT AND THE 5E5T
OF MY KNOWLEDGE AND BELIEF, THE5E PLANS AND
5PECIFICATION5 COMPLY WITH THE FLORIDA BUILDING CODE.
STEEL COLUMN 5CMEDULE
MARK SIZE BASE PLATE CAP PLATE REMARK5
5C 4 "x 4" x 1/2" 12 "x 12" x3/4'° SEE TYPICAL DETAIL ON TH15 SHEET SEE TYPICAL DETAIL ON TH15 SHEET
; SECTION DETAIL
�5-8 (CONN. OF NEW 5TPUCT. TO Tilt EXIST. W
SCALE: 112'- P -0°
STING MA50NRY WALL.
USE HIGH STRENGTH EPDXY. Y
TYP. FILL -CELL REV. F. DETAI L
N .T.5
Iiil-
NEW 4" X 4" X 1/2" GALV.STEEL
COLUMN BEYOND
NEW CONCRETE CASEMENT TYP
PROVIDE 3" CLEAR ALL AROUND - -1.
NEW CONCRETE FOOTING, SEE
PLAN AND T=OOTING SCHEDULE
FOR, DIMEN51ON * REINF.
LOOK
'ER.IFY
4' MIN INTO FILLED
1 #5 @BOTH 51DE5
OF THE OPENING.(TYP)
IN C.L. OF FILLED CELLS
FILL CELL REINF.(5EE PLAN)
OPEN-ING5.
GALV.5TEEL TUBE
5EE PLAN FOR DIM.
8 "x 8" x 3,4" STEEL PLATE
(fy= 3GK51) WELDED TO COLUMN,
1 2" X 12" /'' STEEL PLATE
(Fy =3GK50 W/ 4 -j" O STEEL
ANCHOR "J" BOLTS INTO THE
CONC. (12" LONG) OR A -j 0
o THREADED ROD ANCHORS. 7"
MIN. EMB. SEE DETAIL "A"
ON TH15 SHEET.
i z_
f I -1 ELEV: -0' -G"
iax -1
T.O. EX15T SLAB
TS8 "xG "x"
• • R
TYP. DETAIL Of STEEL COLUMN,-
NOTE: EXTERIOR STEEL COLUMN AND
PLATES MUST- BE HOT DIPPED GALVANIZED.
SCALE: 3/4" = I' -O"
A
CONCRETE COLUMN SCHEDULE
MARK
DIMENSIONS
LONG REINF.
TRAN5V REINF.
REMARKS
TC
8" X 12"
4 # 5
#3 @ 8" O.C.
CONCRETE COLUMN
C f
8" X 12"
4 # G
#3 @ 8" O.C.
CONCRETE COLUMN
4 # 5 LONG. 4 # G LONG.
;3EI I
I' -off --= �.--�•
# 3 @ 8" # 3 @ 8'.
TC C I
COLUMN DIAGRAM
SCALE: 3/4" = P -o"
r-- #3 @ 5" STIRRUPS
5. ADD
(TEND LONG REINF.
.ED CELL.
NF.
PROVIDE 2#5 X 5" -O" CORNER BARS
BENT 30 -'N EACH WAY
90 HOOK AT ALL
TOP BAR5
000
BEAM BAR5
5EE SCHEDULE
(TOP PLANE 5HOMI)
TYPICAL TIE. BEAM � WALL FOOTING
5CALE: 3/4' ® 1° -O"
EXI5TWG & CMU WALL
TO BE REINFORCED
C 10 x 25 CONT. CAM CHANNEL
(BOTH 5IDE5) ATTACHED TO THE
PILL MASONRY CELL W/ 3000 WALL W/ (0-7/8'0 THRU 13OLT5 V/I
P51 GROUT @ EACH WASHERS Q 12° O.C. (CONDITION I )
CONNECTION. (4) -515. 0 HILTI KWIKBOLT -III
+ + THRU BOLT Wd WASHER
4
¢w
L5 DRILLED INTO a;
ZAMwn NC. TB. 7" E.M.B 4! SET W.
NEW CONC. WALL FOOTING W/ EPDXY. USE HY -150 EPDXY:
TYP. DETAIL OF DOOR. OPENING. -
N .T.5
NIN
I '_O" "3 I
4 #5 VERTICAL �-----
NEW CONC, TC t]GLOSED TIES SEE
a COL. SCHEDULE
c�
�t-
4 #5 DOWELS DRILLED INTO
EXIST. CONC. FOOTING 7" E.M.B SET
W/ EPDXY. USE HY- 150 EPDXY.
BY HILTI .z LU ��- EXISTING BLOCK, WALL /
F) - COLUMN TO REMAIN (SEE
Dz a-
DETAI L "All PLAN )
S T OF
Sof tj Ail
(5TEEL F LAT E) SCALE. 1 1/2'= I "-C)" T {
IMUCTU
RA
GTFFI Y"('11 I fA AAI C.FF PI ARI
TYPICAL CORNER DETAIL
SCALE :1 112" = P-0"
W TO EX15T. MA50NRY A AND fOUNDATIOR,
Denis K. Solano
P.E. 56902 S.I.2046
Salver Structural Partnership, Inc.
P 7500 N.W. 25th ST Phone:(305) 592 -9396
SUITE 205
Miami, Florida 33122 Pax: (305) 599 -9347
E -Mail: solverstruct@c.s.com
fttnershi , inc. DESIGN - INSPECTION - INVESTIGATION - REPORTS
DAVID _ � -SCOTT TRAUTMAN
A R C H I T E C T
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5. ADD
(TEND LONG REINF.
.ED CELL.
NF.
PROVIDE 2#5 X 5" -O" CORNER BARS
BENT 30 -'N EACH WAY
90 HOOK AT ALL
TOP BAR5
000
BEAM BAR5
5EE SCHEDULE
(TOP PLANE 5HOMI)
TYPICAL TIE. BEAM � WALL FOOTING
5CALE: 3/4' ® 1° -O"
EXI5TWG & CMU WALL
TO BE REINFORCED
C 10 x 25 CONT. CAM CHANNEL
(BOTH 5IDE5) ATTACHED TO THE
PILL MASONRY CELL W/ 3000 WALL W/ (0-7/8'0 THRU 13OLT5 V/I
P51 GROUT @ EACH WASHERS Q 12° O.C. (CONDITION I )
CONNECTION. (4) -515. 0 HILTI KWIKBOLT -III
+ + THRU BOLT Wd WASHER
4
¢w
L5 DRILLED INTO a;
ZAMwn NC. TB. 7" E.M.B 4! SET W.
NEW CONC. WALL FOOTING W/ EPDXY. USE HY -150 EPDXY:
TYP. DETAIL OF DOOR. OPENING. -
N .T.5
NIN
I '_O" "3 I
4 #5 VERTICAL �-----
NEW CONC, TC t]GLOSED TIES SEE
a COL. SCHEDULE
c�
�t-
4 #5 DOWELS DRILLED INTO
EXIST. CONC. FOOTING 7" E.M.B SET
W/ EPDXY. USE HY- 150 EPDXY.
BY HILTI .z LU ��- EXISTING BLOCK, WALL /
F) - COLUMN TO REMAIN (SEE
Dz a-
DETAI L "All PLAN )
S T OF
Sof tj Ail
(5TEEL F LAT E) SCALE. 1 1/2'= I "-C)" T {
IMUCTU
RA
GTFFI Y"('11 I fA AAI C.FF PI ARI
TYPICAL CORNER DETAIL
SCALE :1 112" = P-0"
W TO EX15T. MA50NRY A AND fOUNDATIOR,
Denis K. Solano
P.E. 56902 S.I.2046
Salver Structural Partnership, Inc.
P 7500 N.W. 25th ST Phone:(305) 592 -9396
SUITE 205
Miami, Florida 33122 Pax: (305) 599 -9347
E -Mail: solverstruct@c.s.com
fttnershi , inc. DESIGN - INSPECTION - INVESTIGATION - REPORTS
DAVID _ � -SCOTT TRAUTMAN
A R C H I T E C T
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