10-557-0100
TYPICAL X- 5RACING
N.T.S.
M i' m'
K. r z.r
V 02 SOUTHERN YELLOW
E CROSS BRACING MEMBERS
PTENED TO TRUSSES W/2 -trod
LS EACH END
:FER TO TRUSS NOTES AND TRUSS
TOUT FOR LOCATION)
2'x4' CONT. LATERAL WOOD BRACING%
NAILED TO BOTTOM CHORD MAXIMUM
V -0' SPACING AND AS REQUIRED BY TRUSS
MANUFACTURER
(REFER TO TRUSS NOTES AND TRUSS
LAYOUT FOR LOCATION)
1/2 (LI or L2, WHICHEVER 15 GREATER) + 'b'
AA Fk A UP n 1 AM ='P=G?
(2) 16d NAILS EACH MEMBER
2'x4' CONT. LATERAL WOOD BRACING
NAILED TO BOTTOM CHORD MAXIMUM
(V-0' SPACING AND AS REQUIRED BY
TRUSS MANUFACTURER
(REFER TO TRUSS NOTES AND TRUSS
LAYOUT FOR LOCATION)
n�r
24' o c
(OvERLAP • SPLICES) PRE - ENGINEERED WOOD TRUSS
PLAN VIEW
TYPICAL LATERAL 5RACE &FLICE
N T.S.
1/4 (L2)
MIN, CLEAR SPAN CLEAR SPAN
TYPICAL CONC T E 5EAM/GOLUMN REINFORCEMENT5
SCALE: N.T.S.
0
PROVIDE 2 -05 BARS TOP 4 BOTTOM
OF EXISTING BEAM X36' LONG
EMBEDED 6' MM w/HILTI HIT HY 150
EPDXY SYSTEM. PROVIDE: 2' COVER
FOR DOWELS
EXISTING CONCRETE
TIE BEAM
EXISTING MASONRY
WALL
NEW CONCRETE TIE
BEAM SEE PLANS 4
SCHED FOR SIZE 4
RE INF.
=3' -0' a =3' -0'
-------------------
� s
(D /
i
----{-------------{---
a=3'-0'
ZONE I - 50.03 PSF
ZONE 2 - 59.29 PSF
ZONE 3 - 5929 PSF
a =3' -0'
ROOF PLAN SHOWING-
WIND PRESSURE ZONES_____1, 2 3-
CONCIRRETE BEAM T
EXISTING BEAM ATTACHMENT DETAIL
SCALE: 3/4' = 1' -0'
1) EXTEND BOTTOM BARS W PAST ALL OPENINGS GREATER THAN V -0' ON BOTH SIDES.
2) TIE BEAMS SHALL BE CONTINUOUS REINFORCEMENT, PROVIDED BY LAPPING: SPLICES NOT LESS THAN 30'.
CONTINUITY SHALL BE PROVIDED AT ALL CORNERS BY BENDING 2 BARS FROM EACH DIRECTION AROUND
THE COMER 30' OR BY ADDING 20 5 BENT 30' EACH LEG.
3) CONTINUITY AT COLUMNS SHALL BE PROVIDED BY CONTINUING HORIZONTAL REBARS THRU COLUMNS OR BY
BENDING HORIZONTAL REIN. INTO COLUMNS A DISTANCE OF 30'.
4) HOOK TOP OF VERTICAL BARS IN ALL TERMINATING COLU"N.S 2' BELOW TOP OF SLAB AND 3' BELOW TOP
OF THE TIE BEAM.
5) RENFORCMG STEEL SHALL CONFORM TO ASTM A -615 GRADE 60. REINFORCING STEEL SHALL BE DETAILED
AND FABRICATED ACCORDING TO THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED
CONCRETE STRUCTURES'. HOOK ALL DISCONTINUOUS TOP RENFORCMG. PROVIDE CORNERS w/ 2' 5 X 4' -0'
BARS. CLEAR COVER FOR RENFORCMG BARS SHALL BE:
FOOTINGS 3' LINFOR'1ED FACES - 3'
SLABS 3/4' FORMED FACES IN
BEAMS /COLUMNS — 11/2' CONTACT w/ EARTH_ 2'
CONCRETE NOTES
1) STRUCTURAL CONCRETE SHALL CONFORM w/ ACI -301 IT SHALL REACH A MINIMUM COMPRESSIVE STRENGTH
OF 3000 PSI M 28 DAYS FOR SLABS 4 FOOTING.
2) AGGREGATES SHALL BE CLEAN AND GRADED MAX" SIZES 3/4' CONCRETE ASTM C -33 SHALL CONFORM TO
ASTM C -94
3) CONCRETE TESTING IS REQUIRED AS FOLLOWS: 1 SET OF 5 CYLINDERS FOR EVERY 50 CU. YDS. OF CONCRETE
AS PER ASTM C -94
4) MAXItW PERMISSIBLE SLUMP IS 5 -6' IN STRUCTURAL. CONCRETE w/ THE EXCEPTION BEING SAND CEMENT
GROUT
STRUCTURAL NOTES
APPLICABLE CODES:
A: F.B.C. DADE COUNTY 2001 EDITION.
B: A.C.I. 319-05 REINFORCED CONCRETE
C: REINFORCED MASONRY BY ACI.530 -05 AND
THE MASONRY DESIGNERS GUIDE BY AC.I, TM, ASC.E.
E: WIND ANALYSIS AND DESIGN PER ASCE.1 -05.
MASONRY NOTES
REINFORCING STEEL fy = 6000 PSI. Ts = 24OW PSI. Es = 29jdWOW PSI.
Em = 1 50,000 P.S.I. N = Es/Em = 21.48
ALL BLOCK W ASTM C -90 HOLLOW UNIT MASONRY DESIGN M = 1,500 P.S.I. 4
f'c = 1,900 PS.I. (PER TABLE 2 ACI 5301)
GROUT SHALL COMPLY w/ ASTM 0416, 28 DAYS MR COMP. STRENGTH = 3,000 PSI.
GROUT SLU'1P REQUIRED - - - -- 8' TO II' PROVIDE C .EANOUT HOLES AT TOPj" MIDDLE
AND BOTTOM OF FILLED CELL
MORTAR SHALL COMPLY w/ A,STlt 210
MORTAR SLUMP REQUIRED - - - -- 5' TO W
CONTRACTOR TO CONSOLIDATE GROUT LIFTS w/ 3/4' VIBRATOR
PLYWOOD ROOF DIAPHRAGM
L ROOF DIAPHRAGM SHALL COMPLY w/ THE DESIGN RECOMMENDATIONS OF 'APA DESIGN / CONSTRUCTION
GUIDE - DIAPHRAGMS' AND THE LOCAL BUILDING CODE.
2. PLYWOOD ROOF DECKING SHALL BE 19/32' MNIMUM THICKNESS, AND SHALL BE CONTINUOUS OVER TWO OR
MORE SPANS, w/ FACE GRAN PERPENDICULAR TO THE SUPPORTS.
3. CONNECT PLYWOOD DIAPHRAGM TO STRUCTURE w/ Sd RING SHANK NAILS, SPACED AT Vor- MAX AT
EDGES AND AT 6'oa. ALONG INTERMEDIATE SUPPORTS. 4' o - a DIAPHRAM BOUNDARY AND Sd RNG SHANK
NAILS * 4' oz 6 GABLE ENDS.
4. INSPECTIONS: SHALL. COMPLY w/ THE LOCAL BUILDING CODE REQUIREMENTS FOR INSPECTIONS (BY THE
MUNICIPALITY, ARCHITECT OR ENGINEER) OF SPECIFIED COMPONENTS OF THE ROOF STRUCTURE
REQUIRING INSPECTIONS.
SOIL COMPACTION NOTES
L REMOVE ALL VEGETATION, TOPSOIL, AND ORGANIC MATERIAL w/ IN THE BUILDING AREA PLUS FIVE (5) FEET
OUTSIDE THE BUILDING FOOTPRINT. THE AREA UNDER FOOTINGS, FOUNDATIONS, AND CONCRETE SLABS ON
GRADE SHALL HAVE ALL VEGETATION, STUMPS, ROOTS, AND FOREIGN MATERIALS REMOVED PRIOR TO
PLACEMENT OF FILL.
2. COMPACT THE CLEARED AREA TO A MINIMUM M COMPACTION OF 95 PERCENT OF THE DRY SOIL DENSITY AS
DETERMINED BY THE MODIFIED PROCTOR TEST -ASTM D -1551 PRIOR TO PLACEMENT OF ANY ADDITIONAL
FILL REQUIRED.
3. FILL AND COMPACT THE CLEARED AREAS IN LIFTS NOT GREATER THAN 12 INCHES OF LOOSE THICKNESS TO
ELEVATE TO THE REQUIRED GRADE FILL MATERIAL FOR AREAS IN SUPPORT OF FOOTINGS 15 TO BE A MIXTURE
OF LIMEROCK AND SAND, FREE OF VEGETATION, ORGANIC MATERIAL, CONSTRUCTION DEBRIS, AND LARGE ROCKS.
IF SUFFICIENT COMPACTIBILITIES EXIST, SOILS MAY BE PLACED AND COMPACTED IN GREATER LIFT
THICKNESSES. FILL MATERIAL FOR SLAB ON GRADE AREAS MAY BE CLEAN SAND, FILLED AND COMPACTED IN
LIFTS NOT GREATER THAN 12 INCHES OF LOOSE MATERIAL
4. COMPACT EACH LIFT TO A MINIMUM COMPACTION OF 95 PERCENT OF THE DRY SOIL DENSITY AS DETERMINED
BY THE MODIFIED PROCTOR TEST - ASTM 0-1551 PRIOR TO PLACEMENT OF ANY ADDITIONAL FILL REQUIRED.
PRIOR TO COMPACTION, THE MOISTURE CONTENT OF EACH LIFT OF FILL MATERIAL SHALL BE ADJUSTED TO
w/N PLUS/MIdU5 2 PERCENT OF THE OPTIMUM MOISTURE AS DETERMINED BY THE MODIFIED PROCTOR
TEST - ASTM D -1551.
5. COMPACTION OF BUILDING SITE SHALL BE VERIFIED BY MEANS OF ONE FIELD DENSITY TEST FOR EACH 2500
SQUARE FEET OR FRACTION THEREOF FOR EACH LIFT OF COMPACTED SOIL FOR BUILDING PAD OR SLAB AREA
ONE FIELD DENSITY TEST WILL ALSO BE REQUIRED FOR EVERY 50 LINEAL FEET OF EXCAVATED SPREAD
FOOTING, AND EVERY ISOLATED FOOTING EXCAVATION. FIELD DENSITY TESTS SHALL BE PERFORMED AS
PER ASTM D -2922.
STRUCTURAL STEEL
L STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES=
A ALL W=, ANGLE, BASE PLATES, C04K PLATES (UON)- - -ASTM A36 (Fu =36 KSU
B. STRUCTURAL TUBE---------------- - -ASTM A500 GRADE B M0461<51)
C. STEEL PIPE--------------------- - -ASTM A53, iiAZE B (r-Y= KSO
2. GROUT VJC WAS MASTER FLOW 113, AS MANUUFFNON-METALLIC
REED BY MQ5tIk SHRINK
OR APRROVED EQUAL.
3. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF 'THE STANDARD CODE
FOR WELDING IN BUILDING CONSTRUCTION' OF THE AMERICAN WELDING SOCIETY.
ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS USING E10 -XX
ELECTRODES.
GENERAL NOTES
1) ALL POURED IN PLACE GROIJT FILL CELLS AND TIE BEAMS AND COLUMNS TO BE 3000 P51 AT 28 DAYS MR
2) ALL CONCRETE WORK IN ACCORDANCE w/ 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING'
(ACI- 301 -99).
3) NO ADMIXTURES PERMITTED w/OUT WRITTEN APPROVAL OF ENGINEER
4) COMPACT INTERIOR FILL TO 95% OF MODIFIED PROCTOR MAX" DRY DENSITY AS PER ASTM D - 1551
AT OPTIMUM MOISTURE CONTENT.
5) PRIOR TO CONSTRUCTION PROVIDE TERMITE PROTECTION TREATMENT TO SOIL IN ACCORDANCE w/
NATIONAL PEST CONTROL ASSOCIATION' STANDARDS. SUBMIT TERMITE INSPECTION REPORT PRIOR
TO CONSTRUCTION.
6) PROVIDE CLEANOUT OPENING AT THE BOTTOM OF REINFORCED MASONRY CELLS THAT ARE BEING FILLED
TO ENSURE THAT THE CELL 15 FILLED. PROVIDE WEEP HOLES AT 113 AND 2/3 OF SPAN.
1) ALL REIN. STEEL SHALL CONFORM TO A.S.T.M. A -615 GRADE 60. REINFORCING STEEL SHALL BE DETAILED
AND FABRICATED ACCORDING TO THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED
CONCRETE STRUCTURES' LAP CONTNOUS REINFORCING A MIN. OF 30' IN BEAMS 36 BAR DIAMETERS IN
SLABS, HOOK ALL D15CONTMZ TOP REMFORCMG. PROVIDE AT ALL CORNERS 25 60' LONG BENT.
8) CLEAR COVER FOR REINFORCING SHALL BE:
SLABS: 3/4'
FORMED FACES IN CONACT w/ EARTH _ 2'
UNFORMED FACES 3'
9) ALL BLOCK MASONRY WALLS SHALL HAVE HORIZONTAL REINFORCEMENT ' DUR -O -WALL LADDER TYPE
SPACED 16' ON CENTER USE PREFABRICATED CORNERS AND TEES BY TVR -O -WALL AT CORNERS AND
JUNCTIONS OF WALLS MASONRY WITS SHALL BE 2 CELL HOLLOW UNITS CONFORMING TO ASTM C -90
w/ COMPRESSIVE STRENGTH OF tWO PS.I. ON THE NET CROSS- SECTIONAL AREA AND SHALL BE LAID
IN RUNNING BOND. MORTAR SHALL BE TYPE 'S' w/ f'm = 1500 PSI.
10) THE USE OF A SCALE TO OBTAIN DIMENSIONS NOT SHOWN ON THE PLANS IS STRICTLY FORBIDDEN.
THE ENGINEER WILL NOT BE RESPONSIBLE FOR ERRORS RESULTING FROM SUCH ACTIONS.
11) CONTRACTOR TO LOCATE ALL EXISTING UTILITIES PRIOR TO EXCAVATION.
12) USE CONCRETE MASONRY UNITS CONFORMING TO ASTM C90: DESIGN Pc =1900 PSI. WHERE ANCHOR BOLTS
ARE SET IN MASONRY WALL, FILL BLOCK CELLS w/ GROUT FOR BOLTED COURSE ADD ONE GROUTED CELL
ABOVE AND TWO GROUTED CELLS BELOW ANCHOR ELEVATION.
13) GROUT USED IN THE WORK SHALL CONFORM TO ASTM C416 w/ A SLUMP MIIX OF 8' TO 11, PROVIDE CLEANOUT
AND INSPECTION HOLES AT FILLED CELLS AT BOTTOM COURSE. ALL MORTAR SHALL CONFORM w/ ASTM 0210.
14) POUR GROUT IN LIFTS NOT TO EXCEED 4%
15) GROUT USED IN THE WORK SHALL OBTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 P51 IN 28 DAYS. GROUT
SLUMP REQUIRED - - - -- 8' TO 11' PROVIDE CLEANOUT HOLES AT TOP, MIDDLE.
WO A SPECIAL INSPECTION BY A FL CERTIFIED ENGNEER OR SPECIAL. INSPECTOR, WILL BE REQUIRED FOR ALL
ENGNEERED MASONRY CONSTRUCTION, SOIL COMPACTION AND ROOF TRUSSES OVER 35' LONG OR (W-0' HIGH.
11) ALL SPECIFIED MATERIALS AND CONNECTORS CAN BE SUBSTITUTED w/ EQUAL OR BETTER. w/ THE
APPROVAL OF ENGINEER OF RECORD.
18) ALL STRUCTURAL LUMBER TO BE SOUTHERN PINE Na 2 OR BETTER
MINIMUM BENDING STRESS, Fb = 1200 PSI. YOUNG'S MODULES, E =1,500,000 PSI.
WIND DESIGN LOADS
WND DESIGN PER ASCE 1 -05
MEAN ROOF HEIGHT a 14' -11'
WIND DESIGN SPEED 146 MPH
EXPOSURE C
STRUCTURAL CATEGORY II
Kd 1.0
GROSS PREP PER ASCE COMPONENTS AND CLADDING
ZONES I, 2, 4 3:
ZONE I - 5003 PSF
ZONE 2 - 59.29 PSF
ZONE 3 - 5929 PSF
SHOP DRAWING NOTES
-WOOD TRUSMS
PRIOR TO ANY FABRICATION, SHOP DRAWINGS SHALL BE SUBMITTED TO THE
STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL
CITY Off"
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Alex Kondrat & Associates, �Vil : gt •°,° ';
Alex Kondrai - P.E. #58086, C.A. #00009717
12900 S`V 128 Street, Suite 104 = • c�c,�G �`° =
Miami, Florida 83186
Ph. (786) 293 -2888 Fax. (786) 293 -2878 /K i'
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