10-552R-005GENERAL STRUCTURAL NOTES
1. SOIL STATEMENT:
INSPECTION OF THE SITE INDICATES UNDISTURBED SAND AND LOOSE ROCK WITH A BEARING
PRESSURE CAPACITY OF 2,000 PSF.
AT THE TIME OF CONSTRUCTION ,A LICENSED ARCHITECT OR REGISTERED PROFESSIONAL ENGINNER
SHALL SUBMIT TO THE BUILDING OFFICIAL A SIGNED AND SEALED LETTER ATTESTING THAT THE
SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH
THE DESIGN IS BASED, OR A CERTIFIED IN PLACE BEARING CAPACITY DETERMINED BY WAY OF
RECOGNIZED TEST OR RATIONAL ANALYSIS SHALL MEET OR EXCEED THE DESIGN BEARING CAPACITY
UPON THE STRUCTURAL DESIGN IS BASED AS PER FBC 1818.2.
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. PROVIDE STRAIGHT RUNS BY LAPPING SPLICES NOT LESS THAN 18"
AT CORNERS BY BENDING TWO (2) BARS FROM EACH DIRECTIONS
AROUND THE CORNER 30" OR BY ADDING TWO * 5 BENT BARS
WHICH EXTEND 30" EACH WAY FROM THE CORNERS.
C. PROVIDE HORIZONTAL REINFORCING THROUGH COLUMNS OR BY BENDING
HORIZONTAL REINFORCING IN THE COLUMN A DISTANCE OF 18" MINIMUN.
3. CONCRETE:
A ALL CAST -IN -PLACE CONCRETE IN THIS JOB SHALL ATTAIN A
MINIMUM COMPRESSIVE STRENGTH (F'C) AT 28 DAYS OF 3000
PS.I. EXCEPT FOUNDATION TO HAVE 2500 PSI MIN.
B. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI
301 -89 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR
BUILDINGS."
C. CONCRETE BLOCK WORK SHALL CONFORM TO ALL REQUIREMENTS
AND SHALL BE REINFORCED WITH 1 * 8 LADDER TYPE HORIZ. REINFORCEMENT
SPACED EVERY OTHER COURSE.
D. ALL MASONRY WALLS ARE DESIGNED A$ 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 C21O, TYPE 1111.
D -2 GROUT FOR THE CELLS TO BE 3000 P51 MIN. CONCRETE 8" TO I]" SLUMP
D -3 WHEN GROUTING 15 STOPPED FOR ONE HOUR OR LONGER THE GROUT SHALL BE
STOPPED 1 -1/2" BELOW THE UPPERMOST UNIT
D -4 GROUT SHALL BE POURED IN LIFTS NOT TO EXCEED 4' -0" MAXIMUM
E. PROVIDE 1 -*8 HORIZONTAL JOINT REINFORCEMENT LADDER TYPE 6 16" O.C.
THE CONTRACTOR SHALL ENSURE THE VERTICAL CONTINUITY OF ALL CELLS TO
BE FILLED AND SHALL MANTAIN THOSE CELLS FREE AND CLEAR OF ANY AND
ALL DEBRIS TO PROVIDE A CONTINUOUS AND LN05STFJJCTED 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(" IINIMUM LENGTH
OF LAP SPICES =48 BAR DIAMETERS TYPE 'T1" MORTAR 2,500 PSI SHALL BE USED
TO PLACE ALL UNITS. CONTRACTOR SHALL PROVIDE CLEANOUT OPENING AT THE
BOTTOM OF ALL CELLS TO BE GROUTED AND AT ALL REINFORCING SPLICES LOCATION
FOR PROPER VISUAL INSPECTION OF CONTINUOUS CONCRETE FLOUREINFORCED 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, "BUILDING CODE REQUIREMENTS
FOR CONCRETE MASONRY ".
F. CONCRETE FOOTING CONTINUITY SHALL BE PROVIDED AT CORNERS OR CHANGES IN DIRECTION
BY BENDING THE LONGITUDINAL STEEL AROUND THE CORNER 48 BAR DIAMETERS OR BY ADDING
TWO CORNER BARS WHICH EXTEND 48 BAR DIAMETER EA.WAY FROM THE CORNER AS PER F15C.182LIJO
4. WOOD:
WOOD FRAMING MEMBERS OTHER THAN TRUSSES SHALL BE *2 SOUTHERN
PINE. SIZES SHOWN ARE NOMINAL
5. REINFORCING STEEL:
A. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN
ACCORDANCE WITH ACI 318 -99.
B. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO
ASTM A 615, GRADE 60.
C. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185.
0. 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.OX
6. MINIMUM CLEAR COVER FOR REINFORCINIG SHALL BE IN INCHES: (5)-1/4"04-3/4"
TAPCON SCREW U
TYPICAL INSTALLATION " LISP STEEL " RT STRAP 24
DARE COUNTY APPROVAL N° 01- 0912.05
PLYWOOD SHEATINCs NOTES:
SPANISH "S" ROOF TILES OVER (1)
LAYER OF 90* SLATE HOT MOPPED
OVER (1) LAYER 30* FELT TIN TAGGED
OVER 5/8" EXTERIOR GRADE PLYWOOD
3 "x3 ")6 GA. GALV. METAL DRIP
LAPPED 6" AND NAILED
6 4 11CZ;. OVER 1"52" P.T.
WD. NAILER CONT.
OL TOP OF BEAM
EL. + V -2"
2 "X8" WD. FASCIA _
W/2 -16D NAILS EA
TRUSS
1/2" CDX T -1 -11
PLYWOOD SOFFIT TYP.
IA5O Sr-DF CEILING
SCREEN VENT.
5 VERTBAR N CONC.
FILLED CELL(WHERE SHOWN
IN FLOOR PLAN)
LIGHT TEXTURED STUCCO
ON 8" CONC. BLOCKS -
PROVIDE HORIZONTAL JOINT
REINFORCEMENT 6 16 "O.C. -
EVERY OTHER BLOCK COURSE
*8 LADDER TYPE TYP.
GROUND FL. FIN.
19/32" CDX EXTERIOR PLYWOOD NAILED WITH *8D- RING SHANK NAILS
SPACED 4" O.G. 6 EDGE b" O.C. INTERIOR TYPICAL
030 FELT 2" MIN. LAPPED,TIN -GAP 32 GA X1 5/8" DIAM.
NAILED 6 12" O.C.
CONTRACTOR TO VERIFY HEEL TRUSS HEIGHH
BEFORE C 71MENCEING�CON�STRUCTION
IV GNR`,
3 1O
TILE OD TRUSSES
TIILEVER TYPE AS
PER MANUFACTURES SPECS.
BATT INSULATION (R =30)
0
�n
•. D TO WOOD
m p
A. CONCRETE AGAINST AND PERMANENTLY EXPOSED
TO EARTH (UNFORMED FACES)____3
B. CONCRETE EXPOSED TO EARTH OR WEATHER
(FORMED FACES):
A % BARS AND LAR3ER_____-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
1. STRUCTURAL STEEL:
A STRUCTURAL STEEL SHALL COMPLY WITH RISC "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 301.
D. BOLTS SHALL CONFORM TO ASTM A 301.
E. STRUCTURAL STEEL TUBE COLUMNS SHALL CONFOR`1 TO ASTM A -500
GRADE B, FY= 46 KSI.
8. WELDING:
A WELDING SHALL BE DONE WITH E -10 ELECTRODES.
S. 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
FLORIDA BUILDING CODE, LATEST EDITION.
17551101wiw
1) ADD 25 AT MID - DEPTH.
2) (4n TIES AT 12" O.G. AT ALL CORNERS AND BENDS AND (in TIE AT 4811O.C. ALONG THE TIE
BEAM SPAN.
3) CONTINUITY IN TIE BEAM SHALL BE PROVIDED BY LAPPING SPLICES NOT LESS THAN 18 INCHES.
CONTINUITY SHALL BE PROVIDED AT CORNERS BY BENDING TWO BARS FROM EA DIRECTION
AROUND THE CORNERS 30 INCHES OR BY ADDING TWO 5 BENT BARS WHICH EXTEND 30 INCHES
EA WAY FROM THE CORNERCONTINUITY AT COLUMNS SHALL BE PROVIDED BY CONTINUING
HORIZONTAL REINFORCING THROUGH COLUMNS OR BY BENDING HORIZONTAL REINFORCING
IN THE COLUMNS A DISTANCE OF 18" INCHES.
EXISTING
CONC- BEAM
NEW PRE -FAB WOOD TRUSSES AS
PER MANUFACTURES SPECS.
2"X4" BOTT.CHORD
BRACING W/2 -160
NAILS EATRUSS ,
NOTE: PROVIDE 1h" CDX PLYWOOD 6
SOFFIT - NAILED TO UNDERSIDE
OF TRUSSES W/ 6D NAILS 6" O.C.
4 METAL LATH AND STUCCO
�-- 1/2" GYPSUM BOARD ON 1 "x3"
WOOD FURRINGS AT 24" O.G.
- I "X4" P.T. WD. FIRE STOP
HURRICANE STRAP "USP" STEEL DTC MK(
a 13 -IOD NAILS EATRUSS TYPICAL
1/8" X 14" X 14 GA 4" EMBEDMENT IN CONC.
�NOA 01- 1003JO U= -1850
8°'X12" CONC. TIE BM. W/445
CONT. 03 TIES 4612" EA-SIDE
OF TIE COL. BAIL. 648" O.C-
4 2 CORNERS BARS 5' LONG
TOP 4 BOT. WITH T -6" LEG
SHEAR REINF.OPNGlo' TO 8'
*3 TIES 26411,466 ",BAL 612 "O.C.
RIGID INSULATION (R =6)
••* 3 1-1 r4l kPONT1 iFT, •
I "X4" P.T. WOOD
NAILER CONT. (TYP)
4" WOOD BASE BOARD
1 -1/2" GALVNAIL 66" G.C.
4" CONCRETE SLAB W 16X6 10/10 WJJJI I.
ON WELL COMPACTED FILL TO A 95%
MINIMUM OF THE MAXIMUM DENSITY, AS
OBTAINED BY THE MODIFIED PROCTOR TEST.
e�
IIIIlllt VIII IIBII (I II111 (III) IUII VIII 1 1111 VIII Intl II
MOISTURE BARRIER (.006 IN. VISQUEEN)
I I III I \ 4" PRE- MOLDED EXPANSION JOINT
WF -16
• • _ = 12 "X16'° CONCRETE
FOOTING W/25 BARS CONT. (TYP)
typical wall section
SCALE: 1/2" = 1' -011
NEW PREFAB WOOD PIGGY BACK TRUSSES ON
EXISTING ROOF SPACED 62' -O" O/C MAX.
12 1
CUT -OFF EXISTING ROOF
OVERHAWS TO EDGE OF
EXIST.CONC.BEAM
I PLY GIRDER TRUSS
+2243*
CONNECTOR MK Q)-- -1382*
"US STEEL" USP -LUGT2
16- 100X1 -112" TO WOOD TRUSS
2- 1ODX1 -1/2" TO PLATE
5-1/444-3/44 TAP -CON
SCREW TO CONC.BEAM
PCNo.O1- 0322.15
FOR I PLY GIRDER TRUSS
FOR REGULAR TRUSSES
"US STEEL" RT -24
9- 1ODXI -1/2" TO WOOD TRUSS
5- 1/4 "0X2 -3/4" 0 TAP -CON
SCREW TO CONC.BEAM
PCNo.O1- 091205
Q
P RT I6 W(12) 8D,
TRUSS 648 "C.C.
90 * NOA * 01 -0304
o �.
EXISTING TONGUE
AND GROOVE DECK
TO REMAIN
EXISTING
PRE -FAB WOOD TRUSSES
6 2411C.C.
EXISTING 8" X 12"
CONCRETE TIE BEAM
EXISTING 811 CMU
EXTERIOR WALL
EXISTAOUSE
typical new truss conecction and piggy back truss
section
5
� 11
EL. +0' -011 Q
TOP
ELEV.
m
�
EXISTING STABLISHED GRADE
REMARK
�n
•. D TO WOOD
m p
A. CONCRETE AGAINST AND PERMANENTLY EXPOSED
TO EARTH (UNFORMED FACES)____3
B. CONCRETE EXPOSED TO EARTH OR WEATHER
(FORMED FACES):
A % BARS AND LAR3ER_____-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
1. STRUCTURAL STEEL:
A STRUCTURAL STEEL SHALL COMPLY WITH RISC "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 301.
D. BOLTS SHALL CONFORM TO ASTM A 301.
E. STRUCTURAL STEEL TUBE COLUMNS SHALL CONFOR`1 TO ASTM A -500
GRADE B, FY= 46 KSI.
8. WELDING:
A WELDING SHALL BE DONE WITH E -10 ELECTRODES.
S. 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
FLORIDA BUILDING CODE, LATEST EDITION.
17551101wiw
1) ADD 25 AT MID - DEPTH.
2) (4n TIES AT 12" O.G. AT ALL CORNERS AND BENDS AND (in TIE AT 4811O.C. ALONG THE TIE
BEAM SPAN.
3) CONTINUITY IN TIE BEAM SHALL BE PROVIDED BY LAPPING SPLICES NOT LESS THAN 18 INCHES.
CONTINUITY SHALL BE PROVIDED AT CORNERS BY BENDING TWO BARS FROM EA DIRECTION
AROUND THE CORNERS 30 INCHES OR BY ADDING TWO 5 BENT BARS WHICH EXTEND 30 INCHES
EA WAY FROM THE CORNERCONTINUITY AT COLUMNS SHALL BE PROVIDED BY CONTINUING
HORIZONTAL REINFORCING THROUGH COLUMNS OR BY BENDING HORIZONTAL REINFORCING
IN THE COLUMNS A DISTANCE OF 18" INCHES.
EXISTING
CONC- BEAM
NEW PRE -FAB WOOD TRUSSES AS
PER MANUFACTURES SPECS.
2"X4" BOTT.CHORD
BRACING W/2 -160
NAILS EATRUSS ,
NOTE: PROVIDE 1h" CDX PLYWOOD 6
SOFFIT - NAILED TO UNDERSIDE
OF TRUSSES W/ 6D NAILS 6" O.C.
4 METAL LATH AND STUCCO
�-- 1/2" GYPSUM BOARD ON 1 "x3"
WOOD FURRINGS AT 24" O.G.
- I "X4" P.T. WD. FIRE STOP
HURRICANE STRAP "USP" STEEL DTC MK(
a 13 -IOD NAILS EATRUSS TYPICAL
1/8" X 14" X 14 GA 4" EMBEDMENT IN CONC.
�NOA 01- 1003JO U= -1850
8°'X12" CONC. TIE BM. W/445
CONT. 03 TIES 4612" EA-SIDE
OF TIE COL. BAIL. 648" O.C-
4 2 CORNERS BARS 5' LONG
TOP 4 BOT. WITH T -6" LEG
SHEAR REINF.OPNGlo' TO 8'
*3 TIES 26411,466 ",BAL 612 "O.C.
RIGID INSULATION (R =6)
••* 3 1-1 r4l kPONT1 iFT, •
I "X4" P.T. WOOD
NAILER CONT. (TYP)
4" WOOD BASE BOARD
1 -1/2" GALVNAIL 66" G.C.
4" CONCRETE SLAB W 16X6 10/10 WJJJI I.
ON WELL COMPACTED FILL TO A 95%
MINIMUM OF THE MAXIMUM DENSITY, AS
OBTAINED BY THE MODIFIED PROCTOR TEST.
e�
IIIIlllt VIII IIBII (I II111 (III) IUII VIII 1 1111 VIII Intl II
MOISTURE BARRIER (.006 IN. VISQUEEN)
I I III I \ 4" PRE- MOLDED EXPANSION JOINT
WF -16
• • _ = 12 "X16'° CONCRETE
FOOTING W/25 BARS CONT. (TYP)
typical wall section
SCALE: 1/2" = 1' -011
NEW PREFAB WOOD PIGGY BACK TRUSSES ON
EXISTING ROOF SPACED 62' -O" O/C MAX.
12 1
CUT -OFF EXISTING ROOF
OVERHAWS TO EDGE OF
EXIST.CONC.BEAM
I PLY GIRDER TRUSS
+2243*
CONNECTOR MK Q)-- -1382*
"US STEEL" USP -LUGT2
16- 100X1 -112" TO WOOD TRUSS
2- 1ODX1 -1/2" TO PLATE
5-1/444-3/44 TAP -CON
SCREW TO CONC.BEAM
PCNo.O1- 0322.15
FOR I PLY GIRDER TRUSS
FOR REGULAR TRUSSES
"US STEEL" RT -24
9- 1ODXI -1/2" TO WOOD TRUSS
5- 1/4 "0X2 -3/4" 0 TAP -CON
SCREW TO CONC.BEAM
PCNo.O1- 091205
Q
P RT I6 W(12) 8D,
TRUSS 648 "C.C.
90 * NOA * 01 -0304
o �.
EXISTING TONGUE
AND GROOVE DECK
TO REMAIN
EXISTING
PRE -FAB WOOD TRUSSES
6 2411C.C.
EXISTING 8" X 12"
CONCRETE TIE BEAM
EXISTING 811 CMU
EXTERIOR WALL
EXISTAOUSE
typical new truss conecction and piggy back truss
section
5
� 11
� MIME
TOP
ELEV.
SIZE
W X H
REINFORCEMENT
TIES OR STIRRUPS
REMARK
BOTT.
CTOONT.
C
E
I
WA
MA
SPACING
TB
V -2"
8" X 12"
2* 5
205
DTC ANCHOR
0
15 TIE DOWN
642" C.C. FULL.
GROUTED CEL
,i�ll�►+:±� �!�l -�►t- nom.► ►i
" It
MK U
1 "USP" DTC (13) 106 U= 1825*
PCN'O1- 1003.10
MK g2
"USP" LUGT2 U= 1850*
TRUSS (16)1OD NAILS
PLATE (2)1OD NAILS
5- 1/44X2- 3i44 TAP -CON
SCREW TO CONCSEAM
PCN'O1- 0322.15
"US STEEL" RT -24
9- 1ODX1 -i/'2" TO WOOD TRUSS
5-1/444-3/44 TAP -CON
SCREW TO CONC.BEAM
PCNo .01- 091205
CONCRETE BEAM SCHEDULE
ARCHITECT
MARK
TOP
ELEV.
SIZE
W X H
REINFORCEMENT
TIES OR STIRRUPS
REMARK
BOTT.
CTOONT.
C
E
I
WA
MA
SPACING
TB
V -2"
8" X 12"
2* 5
,i�ll�►+:±� �!�l -�►t- nom.► ►i
" It
MK U
1 "USP" DTC (13) 106 U= 1825*
PCN'O1- 1003.10
MK g2
"USP" LUGT2 U= 1850*
TRUSS (16)1OD NAILS
PLATE (2)1OD NAILS
5- 1/44X2- 3i44 TAP -CON
SCREW TO CONCSEAM
PCN'O1- 0322.15
"US STEEL" RT -24
9- 1ODX1 -i/'2" TO WOOD TRUSS
5-1/444-3/44 TAP -CON
SCREW TO CONC.BEAM
PCNo .01- 091205
CONCRETE BEAM SCHEDULE
ARCHITECT
MARK
TOP
ELEV.
SIZE
W X H
REINFORCEMENT
TIES OR STIRRUPS
REMARK
BOTT.
CTOONT.
C
E
I
N'
TYPE
SPACING
TB
V -2"
8" X 12"
2* 5
205
3
E2
6 4811
4* 3 T 6 12 CORNERS.
5-1
V -2"
8" X 1211
2* 6
205
DESIGN
CONSTRUCTION
CONSULTING.
3
E2
6 411
tel: 786 543
-2622
fax: 305 388 -4177
CBC 051181
N
W
H
r
..1= N= ;PA1 kInT1 =4.
1) CURRENT CODE FLORIDA BUILDING CODE 2001
2) WIND LOAD DESIGN AS PER ASCE 1 -05
3) BUILDING EXPOSURE "C" V =141 MPH,1=100, GCpl =± 055, Kd =1
DESIGN LOADS:
a) ROOF DESIGN LOADS:
DL = 25 PSF
LL = 30 PSF
b) WIND DESIGN LOADS CAS PER ASCE 1 -05)
ROOF TRUSS NET UP- LIFTDESIGN LOADS:
ZONE (D _ - 4810 psF
ZONE ( = - 662 psf
ZONE (a) _ - 66.0 psf
NET UP -LIFT FOR ZONE 1, = - 48.0 psf + 10.6 psf = -38.0 psF
NET UP -LIFT FOR ZONE 66m psf + 10.6 psF = -56.0 psf
NET UP -LIFT FOR ZONE a = - 660 psF + 10.0 psF = -56.0 psf
OVERHANG 2H = _ - 92.0 psf
ROOF FRAMING PLAN
SCALE: (EXI5T.GONDITIONMEWADp1710N) a < " =r•o'
LL' 11-S fLENRIQUEZ
ARCHITECT
,AR_ 10152
9487MN.W -12
th.STREET
F I
33172
tel: 305 994 -2150
ffax:- 3r15 994 -2159
Gov
a
lS
FREDDIE SABALLOS
DESIGN
CONSTRUCTION
CONSULTING.
6301 S.W. 151 Court
Miami, FI
33193
tel: 786 543
-2622
fax: 305 388 -4177
CBC 051181
N
W
H
O
Q
C\2 0
O
I a
CD
N
CD
O
H
Co
�
�
W
E-
co
0
co
!-1
cl'
C--+
W
a
N
E-
W �
E-1
Lo
r z
t 0
CO Q
0�,a �'
w
12-1 n
Q
W
revisions by:
1
2
3
4
5
drawn by:
fredo
checked by:
sheet no
- 2
aproved
alteca
date
of 6