HomeMy WebLinkAboutStructural plans"I"
MONOLITHIC FOOTING SCHEDULE
CODE
REINFORCEMENT DIAMETER AND COUNT
ADDITIONAL REQUIREMENTS
p SHORT WAY
LONG WAY
MF-20
20"
16" # 416 @ 36" O/C BOTTOM
2 # ITS BOTTOM
PAD FOOTING SCHEDULE
w
REINFORCEMENT DIAMETER AND COUNT
CODE
0
�z7
J
p
ap
ADDITIONAL REQUIREMENTS
SHORT WAY
LONG WAY
MID
P33
3'
T
12"
12"
(4) # 5's BOTTOM
(4) # 5's BOTTOM
-
P35
3'
5'
12"
12"
(61 # 1 BOTTOM
(41 # 5's BOTTOM
-
P36
(4) # 5's BOTTOM
-
4
S1
6
S4
POURED CONCRETE EQUIPMENT SLAB.
SEE PLAN VIEW FOR ACTUAL
REINFORCEMENT AND THICKNESS
MID REINF. -
TEMP REINF. GRADE
T.OS
SEE ARCH
m
I�
1 #4 CONT REINF.
8"
1 EQUIPMENT PAD THICKENED EDGE
S1 SCALE: 3/4" = 1'
p-g• P-4"
-----__-I
71,_2• p_4. 1'-3" 1' 27"-2"
----
rvn[I
51 555,i - -- -- 5 ?F
3
-I555 1
LLI MF-20
3
w
q __
❑I r---- - L
-54.35 ryn M1212 /STRUCTURE
3--
I
❑i $1 5 9 PAVERS ON SAND
6
d v s1 OUTDOOR
�� 5 ^ ENTERTAINING
4
❑� MASTER
Ili
BEDROOM 1 2B 4"
C612 M121
LL ❑ 1,
/STRUCTUR _ _ _ _
+0'-0"(—L �_ r
1 2" 12- " 1' 1-4 1'.7^ 1 1 B'-2"II
❑I4
I
NFF- b Li
LL--- 3-----�--- --- _ _
r42.6g _17 - - - - - - -�I ❑.
4 - 5.75 C813
4
S1
(NOTE: ALL FOOTINGS SHALL HAVE A MINIMUM 1 3 C812
D' SOIL EMBEDMENT OF 18" AS REQUIRED BY SE TI N 9 9 3
a
EII 13.3 OF THE SOILS REPORT DATED JANUARY 8, 014. S1 8 1 s1 B'FAST 9 '
❑ S1 S1°F
CONCRETE & CMU COLUMN SCHEDULE
8" x8" REINFORCED MASONRY COL.
M5
'A'/ (1) # 5 REINF. BAR (30" LAPS)
SEE FNDN & FIRMING PLAN FOR LOCATIONS
FILL w/ GROUT - SEE STRUCTURAL NOTES,
6"X12" REINF, MASONRY FILLED CELL
M812
COL,w/ i REINF. BAR (USE 1i UNITS)
SEE PLAN FOR LOCATIONS & SPACING
FILL W/ GROUT - SEE STRUCTURAL NOTES,
127x12" REINFORCED MASONRY
M1212
COL, w/ 4-1 VERT.
FILL w/ GROUT - SEE STRUCTURAL NOTES.
wl 93 TIES Q 10" O/C
11" POURED CONC. COL.
C811
W/ (4) #5's VERT.
W/ #3 TIES @ 8" O/C
iI' POURED CONIC. COL.
C812
w/ (4) #5's VERT.
W/ #3 TIES @ 8" O/C
POURED CONIC. COL.
C813
W/ (4)"#5's VERT.
W/ #3 TIES Q 8" 0/C
I I 7 - 1 S1 55 55 nu❑
— — — — — — — — — — — "
S1 GREAT 1 +45.58 1 '
'F OOM-58.29
4" THICK CONC. SLAB W/ (1) LAYER OF W 1.4 X W1.4 6/6 5 -
cJ BEDROOM #3
� 1A�• I •lam, '. W.W.M. (TO BE LOCATED 5 FROM THE TOP OF THE SLAB & I h
SHALL BE SUPPORTED BYAPPROV)EDMATERIALSOR KITCHEN n'
SUPPORTS NOT TO EXCEED 3'-0" O C EACH WAY) OR
MASTER FIBERMESH ON 6 MIL VAPOR BARRIER OVER TERMITE
TREATED WELL COMPACTED FILL 5m
BATH 7 ' ,. F'c=2,500 PSI I 51 rJ _
2 I �-
I +Q S1 FOOTING REINFOCRACK CEMENT- - - - - - - - - - - - J /STRO�TUR N J
@MID �F SLAB (TYP.)-
S1 (ALL FIRST FLOOR CORNERS) (5 g
I El
N❑ 6'-10a v 12'-3" L — — S1 L��
I CLOSET
BATH #3 4„ I -
IL) I I I
g /STRUCTURE �� b
M I----- - - - - - - - - - - - - 2 m I. BATH#2 'I`9I
CLOSET s1:1 21 �, N
❑ CLOSET °§
LL 9 FOYER IUTILITY 5, ° M
1 I ❑
(STRUCTUR S1 8 S1
❑.. - - S1 r45.5% +49.54
C811 -49.59 53.96 I
I' -� ----L -----s , /STRUCTURE ❑s"
AM a 3 MF 20
�I
� BEDR OM #2 5 I ❑
D�N/ BED OOM
�r 3 N iN 1' M1212 N 7 5:
w 11
1 3 9 5 PAVERS ON SAND 1 -9 3 9 S1
=1 a
El S1 +4 .24 +47,63 +47.63 `� = COVERED u N 5 S1
I 199
w ❑! L- - - - -5 .61- - - - - - - - 5 . 5 I ---62.38 - J !❑ €q ENTRY ^ S1 N I 2-CR
MF•20 L, N /STRUCTUR -` I (�AIRA E
- c
-10" Lw I Ill
I x1 I1 M141 8" 1ii'38"
" 5 2"
LI
-� L _(---I- M1312 L - - 61.2'f L - M 1212 J_ �- ❑
24'-2^ 3
a nm -
M I`
nN
F4" THICK CONIC SLAB W/ (1) LAYER OF 5
OUND ATION AND
LOADING THIS LEVEL
FIRST FLOOR -INTERIOR M38 PSF1
DEAD (77 PSF)
FLOOR SELF WEIGHT= 50 PSF
FLOOR FINISHES = 27 PSF
LIVE (55 PSF)
OCCUPANCY = 40 PSF
PARTITIONS:ASCE7-10: 4.3,2 =15 PSF
FIRST FLOOR - EXTERIOR (177 PSF)
DEAD (77 PSF)
FLOOR SELF WEIGHT= 50 PSF
FLOOR FINISHES = 27 PSF
LIVE (100 PSF)
OCCUPANCY =100 PSF
COLUMN PLAN Y W1.4XWlA6/6W.W.M°(TO BELOCATED
0' 2' 4' FROM THE TOP OF THE LAB & SHALL BE
4"=1' 6 iv SUPPORTED BY APPROVED MATERIALS OR 5 ,
r 9 SUPPORTS NOT TO EXCEED Tl O/C EACH WAY) 9 m
OR FIBERMESH ON 6 MIL VAPOR BARRIER OVER -5
❑ S1 TERMITE TREATED WELL FOMPACTED FILL S1
M812 F'c=2'500 PSI M812 "O
3
3 S
--,. �596 J C
M817 1-Il 14
22'-4" - -
3
S1
4
S1
EQUIPMENT PAD:
6" CONCRETE SLAB. SEE
ARCHITECTURALS FOR
TOP ELEVATION. REINFORCE
W/ # 4's Qa 15" O/C EACH
WAY MIDDLE. PROVIDE
(1) # 4 CONTINUOUS ALONG
THICKENED EDGE.
SEE SOILS REPORT FOR
COMPACTION SPECIFICATIONS.
VERIFY ACTUAL DIMENSIONS
WITH MANUFACTURER
F'c=2,500 PSI
1
S1
FARID ABUGATTAS P.E. REM --IONS BY DA
PERMIT SETS ISSUED DWD 01.30.16
1C 3
STRUCTURAL ENGINEER --
scs
N® 72 1' sj 7318 TEXAS TRAIL — - -- ---.
BOCA RATON, FLORIDA 33487 -- — - -
" P. CLASSIC
® '. of a PHONE: (954) 667 - 7803 FAX: (561) 66 - 5438
RI ° ���.` P.E. LICENSE # 72471, CA#29407 - ------ ----- — —___
Al ��®°° 1/27/2017 Structural Engineering WWW,pROJECTCLASSIC.COM PR JECT#
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5
0- W1AXW1.4-616WWM
WIA X W1.4 - 616 WWM ADD (1) #5 PER EVERY w OR FIBERMESH CONCRETE SLOPE PER PLAN
OR FIBERMESH CONCRETE 12" OF STEP a --�� GRADE
T.O.S 0)li
T.O.S
SEE PLAN
6 MIL. V.B. OVER -
UNDISTURBED TERMITE
TREATED SOIL
1 1 1
2 THICKENED SLAB @ RECESS
S 1 SCALE: 3/4" = 1'
I I SEE ARCH
GAR. DOOR
I PAVERS
I
2" RAIN RISER
I C�
- 20"
3 MONO FTG. 0 GARAGE DOOR
\ S 1 .// SCALE: 3/411= 1'
FILLED CELL REINFORCEMENT
SEE PLAN FOR SPACING AND COLUMN
SCHEDULE FOR DIAMETER
1-1/2"
CMU WALL W/ #9 LADDER TYPE
BLOCK RECESS
REINF. EVERY OTHER COURSE
p
#4 TRANFER BARS (ONLY IF REQUIRED
LU
o
BY FOOTING SCHEDULE)
LU
' Z
4" THICK CONIC. SLAB W/ (1) LAYER OF
? 1n
2 ¢
W1.4X WIA-616 WWM (OVERLAPPED
i0
{w
OR FIBERMESH CONCRETE.
a
T
SEE PL
Y SEE PLAN
6" LAPPED AND TAPED
6 MIL. V.B. OVER - -
UNDISTURBED TERMITE CONT. REINF. -
TREATEDSOIL 1 #4 �XTERIOR SLAB THICKENED EDGE
S 1,) SCALE: 3/4" = 1'
SAWCUT 25% THE DEPTH
OF THE SLAB WITHIN 24 H
OF CONCRETE POUR
NOTE: CONTROL JOINTS/CONSTRUCTION JOINTS CON'
SHALL CREATE PANELS AS SHOWN IN
PLAN VIEW
ALTERNATIVE 1:
SHRINKAGE (SAWCUT) JOINT
25% DEPTH OF SLAB PLASTIC
OR HARDBOARD PREFORMED
NOTE: CONTROL JOINTS/CONSTRUCTION JOINTS CONTROL JOINT
SHALL CREATE PANELS AS SHOWN IN
PLAN VIEW
ALTERNATIVE 2:
SHRINKAGE (PREFORMED) JOINT
SHRINKAGE JOINT ELECT O E
OF THE TWO SHOWN)
�S 11� SCALE: 3/16" = 1'
w 0IL
4" THICK CONIC. SLAB W/ (1) LAYER OF O 0:
W 1.4 X W I A- 6/6 WWM (OVERLAPPED 0 PERIM) LU
0.
GRAQE OR FIBERMESH CONCRETE. -IL
• • _ - fV w
- 6" LAPPED AND TAPED r
6 MIL. V.B. OVER PAVERS ON SAND
UNDISTURBED TERMITE SEE PLA
CONT. REIN . -J I_ --1 I_ --' TREATED SOIL d - - - - - - - - r--t
PER FOOTING SEE SCHED.
SCHEDULE y N _
w W 6 MIL. V.B. OVER -- -
'L� UNDISTURBED TERMITE = I
4
TREATED SOIL '
EXTERIOR BEARING WALL — _
S " - TRANS - _ 1 _ V _
SCALE. 3/4 1 ERSE REINF. I I CONT. REINF.
SEE PLAN FOR SIZE SEE PLAN FOR IZE
AND SPACING SEE SCHED. AND SPACING
FILLED CELL REINFORCEMENT
SEE PLAN FOR SPACING AND COLUMN
SCHEDULE FOR DIAMETER
CMU WALL W/ #9 LADDER TYPE
REINF° EVERY OTHER COURSE
#4 TRANFER BARS (ONLY IF REQUIRED
BY FOOTING SCHEDULE)
-4" THICK CONC. SLAB W/ (1) LAYER OF
W 1.4 X W 1.4 - 6/6 WWM (OVERLAPPED 0
OR FIBERMESH CONCRETE.
Z
LU 'SEE FLA
w
0
GRADE
w
1.. J
CONT.REINF.
PER FOOTING SEE SCHED. _
SCHEDULE
5 OWER AREA CURB:
S1 WATER BARRIER
SCALE: 3/4" = 1'
RAISE CURB TO —
MATCH MAIN HOUSE
FINISHED FLOOR.
PROVIDE 1#5CONT AS
SHOWN.
6" LAPPED AND TAPED
6 MIL. V.B. OVER
UNDISTURBED TERMITE
TREATED SOIL
VSTEP DOWN AT EXTERIOR DO
CALE: 3/4" = 1'
W1.4X W1A-6/6 WWM
Y SEE PLAN
6" LAPPED AND TAPED
R 2
COMPACTED TERMITE
TREATED SOIL
CONT. REINF. E S H D -_
PER FOOTING -
SCHEDULE
9 CENTERED PAD FO
OTING
,S 1 SCALE: 314" = 1'
rT�
43
00
CCU
U
H
x
-F
U
Job No. 1306083
FOUNDATION AND FIRST
FLOOR FRAMING PLAN
FL-OOM05 FIRM-AA003379
COLUN IN, SEE ALL IDEAS, DES GNS ARRANGEMENTS d%A n1'C'ATEO
FOUN Ai OR REPRESENTED BY THIS DRAWING AREOWNED BY,d THE
PLAN.
PROPERTY OF THIS OFFICE If WERE CREATED EVOLVED,& 0
ALL NAILS TO BE RING SHANK
PRE-ENG. WOOD TRUSSES
cCd 24" O/C (SEE ROOF PLAN)
DIAGONALS FROM BRACED
BOTTOM CHORD NAILED TO BAY AT 20'-0" INTERVALS
2x4 DIAGONALS W/ 2 - 8d NAILS REPEAT AT BOTH ENDS
104
fM ery
1
BRACING
BOTTOM CHORD OF
LOCATED 10'-0" C/C MAX.
\
TRUSSES (TYPICAL)
2 _ 8d NAILS EACH MEMBER
LATERAL BRACING IF
PLAN VIEW
2"x4" CONT, LATERAL WOOD BRACING
PROVIDE 2x4 1(� r'
REQUIRED (SEE TYR
WALL SECTION)
O F END
NAILED TO BOTTOM CHORD MAXIMUM
BLOCKING
10'-0" SPACING AND AS REQUIRED
PER BLOCKING
DETAIL
NAILING SCHEDULE BLOCKEDDIAPHRAGM)
RESTRAINT
BY TRUSS MANUFACTURER
REFER TO TRUSS NOTES AND
1/16" SPACE AT
EDGE NAILING O/
1Od RING SHANK
FIELD NAILING 10d RING SHANK Q 4" 6" O/
TRUSS LAYOUT FOR LOCATION)
PANEL ENDS
BOUNDRY NAILING 10d RING SHANK @ 4.0/
WOOD FASCIA (SEE
BOND BEAM OR
BOTTOM CHORD
TYP. WALL SECTION)
w/ (2) 16d TO EACH
TIE BEAM (SEE
TYP. WALL SECTION)
(
r
OF PRE -ENGINEERED
TRUSS END ROOF S H EAT H I N
G ATTACHMENT
OVERLAP SPLICES WOOD TRUSSES
2 ROOF TRUSS
BOTTOM CHORD BRACING
1 DETAIL
82 SCALE:3/16"=1'
SZ SCALE: N.T.S.
i
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I
i
wg"-
Mpg
I
I
I
1
1
1
1
1
1
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6102-----}}-----((-----I�--
= 1 1
1J O O N 1 1 U
----^------------ 9.--- ---- --- .. - -----«.----------
---- ----- -^-- ---- -- - ----- . ------------------ _-
B103 Wff HETA1 M B103 m aw
m
4#
2#
2#
FRAMING PLAN
STRAP CALLOUT
ADD 2#5's
w
J
aADD # 5's
I F
v
ARCH
3 SECTION
SZ SCALE: 3/4" = 1'
LOADING THIS LEVEL
ROOF (55 PSF)
DEAD (35 PSF)
PLYWOOD = 2 PSF
TRUSSES = 7 PSF
INSULATION - 1 PSF
DUCTWORK = 4 PSF
ROOFING = 19
CEILINGS = 2 PSF
LIVE (20 PSF)
CONSTRUCTION =20 PSF
PANEL POINTS
200 LBS LIVE
LOAD DISTRIBUTION TO CHORDS:
DEAD (35 PSF)
TOP CHORD - 28 PSF
BOTTOM CHORD = 7 PSF
LIVE (20 PSF)
TOP CHORD = 20 PSF
BOTTOM CHORD = PANEL POINT LOAD
U=866
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01
R CLASSIC
Structural EnQineerine
ROMONS BY JDATE
PERMIT SETS ISSUED �D D,.30.,6
FARID ABUGATTAS, P.E.
STRUCTURAL ENGINEER -- --
7318 TEXAS TRAIL
BOCA RATON, FLORIDA 33487 — ---
PHONE: (954) 667 - 7803 FAX: (561) 665 5438
P.E. LICENSE # 72471, CA#29407 —
WWW.PROJECTCLASSIC.COM PRO ECT# —
FARID@PROJECTCLASSIC.COM 12 55 ---
TRUSS STRAP SCHEDULE (SIMPSON STRONG TIE)
CONNECTOR
ID MARK
LINES MARKS 2nd CONNECTOR ID
TRUSS GROUP ��_ A + B
MARK IF NEEDED
FOR REQUIRED STRAP
TRUSS UPLIFT OR 1500 #
MAX UPLIFT IN
- TRUSS GROUP
PRODUCT FLORIDAALLOWABLE
LOAD LBS
NAILING
UPLIFT (Pupa
PERP. TO TRUSS
PARALLEL TO TRUSS
TRUSS/RAFTERI
SEAT PLATE?RUSS
MARK
CONNECTOR
APPROVAL
REMARKS
—NUMBER
GRAVTTY(FURF)
CAPACITY Fi
CAPACITY F2
HEADER
OB
H ETA16
FL11473
1810
(9)10d x 1-12' NAILS
-
QD
FGTR
FL11473
9400
-
-
SSDS 1W)a" (PER ANCHOR)
-
2-1/2X5 TITEN HD (CONNECTION TO GROUTED WALL PER
ANCHOR
QE
HGAMiO(KTA)
FL11473.8
MID1005
1106
(4) SDS "X 1 'WOOD
CMU: (4) 1/4 x 2-3'4 TITEN CONIC: (4)1/4 x 1.1/4 TITEN
NOTE:
1) ALL TRUSS TO TRUSS CONNECTIONS TO BE BY TRUSS MANUFACTURER, ALL VALUES ARE BASED ON DOUG-FIR-LARCWSP. PINE TIMBER.
2) NAILS SHALL BE INSTALLED IN LOWER -MOST HOLES OF STRAP AND SHALL BE FILLED PROGRESSING UPWARD TOWARD THE TOP OF THE STRAP,
3) WEDGE ANCHORS CAN NOT BE SUBSTITUTED FOR J-BOLTS OR EPDXIED THREADED RODS SHOWN ON SCHEDULE
4) SEE SIMPSON LATEST CATALOG FOR ALL REQUIREMENTS FOR THE INSTALLATION OF THESE CONNECTORS.
5) # INDICATES MODEL NUMBER OF FASTENER TO BE DETERMINED BY CONTRACTOR SUCH AS NUMBER OF TRUSS PLYS AND ROOF PITCH
\
I V
:.�--
1'I
BEAM SCHEDULE
YY1DTM "GENERAL CONTRACTOR IS TO VERIFY BEAM —DEPTH 8 ELERCLANS 8 N
VATIONS WITH AHITECTURAL PLANS OF ANY DISCREPANCIES,
COORDINATE MASONRY OPENINGS WITH WINDOW MNFR & N.O.A.
r WIDTH •FOR ARCHED BEAMS ADD (2) # 5'S DIAGONAL EACH END OF THE BEAM. ADD (1) EXTRA #5 DIAGONAL EACH SIDE FOR EVERY 4" EXTRAWIDTH.
F1— ELEVATION SCHEDULED BEAM DEPTHS ARE MINIMUM REQUIRED, ADD 2#5 MIDDLE FOR EVERY ADDITIONAL 12' OF DEPTH REQUIRED
ICAL BOND BEAM OVER WALLS TO BE (2) COURSES OF Bx8 KNOCK OUT BLOCK WITH LONGITUDINAL CONTINUOUS IN EACH COURSE LAPS i0
BE 30. USE (2) 95x30"x30" CORNER BARS AT EVERY CORNER, T4NTERSECTION OR VERTICAL TRANSITION.
L 'FOR 12" AND 16" WIDE TIE BEAMS, INCREASE TOP AND BOTTOM LONGITUDINAL STEEL TO (3) # 5
A"PCL" NOTE IN PLANS REFERS TO PRECAST LINTEL MANUFACTURED BY CASTCRETE WITH NOA # 13-0321.07
L \■�J 'TIES AT "E.E." REFERS TO EACH SIDE OF EVERY INTERMEDIATE SUPPORTING COLUMN.
'BALANCE REFERS TO THE SPACING OF THE REMAINING TIES AFTER THE TIES AT EACH END HAVE BEEN INSTALLED.IF NO END TIES SHOWN, USE
BALANCE THROUGHOUT THE ENTIRE LENGTH OF THE BEAM.
*GC TO VERIFY DEPTH OF BEAMS WITH WINDOW AND DOOR HEIGHTS. COORDINATE WITH GLAZING MANUFACTURER.
SECTION REINFORCEMENT TIES
CODE WIDTH DEPTH I ELEVATIONTOP MID BOTTOM SIZ END SPACING I BALANCE REMARKS
PCL 8 8 1 # 5
12'PCN 12 1 B _ - _ 285 1 1_
8102 U 16 +9'-4" 5# 5 15# 5 # 3 24'
LSLI0 B 14 +9'4" 2#5 2#5 3 (121#3(rL5 O/C 9d•
--" ----- -- - ----- -`-- ---- 24"PR -ENGI ERED V IOOD i Lu
'I MAX SPACING,SEE APP OVED - - - - z 0 - --
SHOP DRAWINGS m
FOR Gi7VERNING LAY O T.
Nq
_ 2 --
- I ,
A r1
♦♦ EE DE
,�♦ HETA
B1 5 B ND BM. FPCL ITT
-'- -'--- --- AHU SEE DETAIL4/S4'
«--------- ---- i 5 CONCRETE BEAM PER
S4 FRAMING PLANS (REINF. NOT
SHOWN FOR CLARITY). BEAM
j } ; POURED MONOLITHIC WITH
m /1 m \_AThQ AQQESS SEE ARCH COLUMN.
FLANS FOR LOCATION
0 E,m
m 1 1
I
m
04 61 ' 1 T. .B i m
z
I ,
- I I
- - - - - - - - - - - --
�
11
\ ; SEE COL SCHED.
' ' ` ` ' ` / ♦♦ AM10 KTA
ROOF FRAMING PLAN =1
ACI STD. HOOK
0 ALIGNED W/
4=11 0' 2' 4' 8' F-- m FOOTING
BOTTOM REINF.
0 V 1 1
x
LU
w
z
Y
8
SEE FOUNDATION ELEVATION v
PLAN FOR FOOTING TYPE
(GRADE BEAM, MONOLITHIC
OR STEMWALL),
m
OL SCHED #3 TIES
SEE COL
SECTION CUT SCHED.
A
0
CONC. COL.
4 ANCHORAGE.
S2 SCALE: 1/211= 1'
SEE
#8
#5
m m
4"
#4 #7
V � lLl
ID 10
C
m
A= #6
t _04r
5 CI STANDARD HOOKS
82 SCALE: 1/2" = 1'
Job No. 1306083
q
ROOF FRAMING PLAN
AND STRUCTURAL DETAILS
FL-WM05 FIRM-AA003379
ALL IDEAS,DESIGN$, ARRANGEMENTS, A PLANS INDICATED {\
OR MPRESENTED BY THIS DRAWING ARE OWNED SY,BTHE
PROPERTY OFTHIB OFFICE. B WERE CRPATED, EVOLV®,A
DEVELOPED FOR USE ON, A IN CONNECTION WITH THE a
SPECIFIED PRWECT. NONE OF SUCH IDEAS, DES S,
ARRANGEMENTS. OR PLANS SHALL BE USED BY, OR
D6CLOBED TOANY PERSON, FBiM.OR CORPORATRINFOR ,
ANYPURPOSE WNATSAILLE. TOFFTA CHITEOTS,P
WPITTGSION OF ENRANDALL E. ESE DB ARCHRECTB, PA.
WRITTEN DIMENSIONS ON THESE ORAWNG66HALL HAVE
OVER ESPO SIBLE FORS.CONIRPDTOE
SHALL VERIFY$ BEE JOB,
NIS FOR All dT BE NOTIFIED
I
CONDITIONS ON THE JOB 6 HE DIM FILE MUST 6E NOTIFIED
OF ANY VARIATIONS FROMTNE DIMENSxINSANO
CONODYJN6 SHOWN BY THESEDMWINGB.6VgP DETALS
OFADEOUATE SCALE MU6T BE 61RMRTFD TOTHI60FFICE
ITEMSS NOTED.E 2017P ALL
RIGHTS
WRHFABRIGTION ON Q
ITEMS SO NOTEO,®]01T. ALL RIGHTS RESERVED RANDALL �+
$TOFFY AgCHITEGTB PA.
S2 w
DISCONTINUE BOND `!l1TOPBARS��( /® , FAR I D AB U GATTAS P. PERMIT • V1SS Dl �0.1i
BEAM BLOCK TO ALLOW `�\ <>®
FOR POURED CONC. MIDDLE BARS (IF
BEAM. (2) # 7 MUST s\\e� ��•�����°�� �� MIT sers IssuEO DWO 01 30.16
STRUCTURAL ENGINEER --- -- -
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STRUCTURAL PLANS FOR
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DEVELOPED FOR USE ON, & IN CONNECTION WITHTHE
SUPPORTS (IF A SPLICE IS
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DISCLOSED TO ANY PERSON,. FIRM, OR CORPORATION FOR
ANY FIJRPOBE WHATSOEVER WITHOUT THE WRITTEN
5
PERMISSION OF RANDALL E. STOFFT. ARCHITECTS, PA
WRITTEN DIMENSIONS ON THESE DRAWINGS SHML HAVE
PRECEDENCE OVER SCALE DIMENSIONS. CONTRACTORS
SHALL VERIFY & SE RESPONSIBLE FOR ALL DIMENSIONS &
CONDITIONS ON THE JOB, & THIS OFFICEM ET BE NOTIFIED
TO IOR
:
OF ANY ONS FROM THE DIMENSIONS AND
MOWN
FACE OF STD.
FACE OF STD. HOOK
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CONDITIONS BY THESE DRAWINGS SHOP DETAILS
OF ADEQUATE SCALE MUST BE SUBMITTED TO THIS OFFICE
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STRUCTURAL NOTES
GENERAL
TAKE
STRUCTURAL SHEETS SHALL
ALL INFORMATION THAT IS STRUCTURAL IN NATURE SHOWN IN THESE
PRECEDENCE OVER STRUCTURAL ITEMS IN OTHER TRADES' PLANS.
EXCEPTION: NOTES IN OTHER TRADES' PLANS ADDRESSING SPECIAL ITEMS (SUCH AS MINIMUM CONCRETE
STRENGTH FOR FIRE RATING) SHALL GOVERN WHEN MORE STRINGENT THAN HERE SHOWN.
PROJECT SPECIFIC CODES USED:
ALL STRUCTURAL ELEMENTS FOR THIS PROJECT HAVE BEEN DESIGNED PER FLORIDA BUILDING CODE, 2014.
THIS IMPLIES THE USE OF THE BELOW LISTED CODES (FBC TAKES PRECEDENCE OVER CONFLICTING ITEMS).
GRAVITY LOADING (ASCE 7.10 CHAPTER, TABLE C3-1 & C3-2)
SEE GRAVITY LOADING CHART FOR DESIGN LOADS.
DEFLECTION DESIGN CRITERIA
ALL MEMBERS (BEAMS, SLABS, TRUSSES, JOISTS, ETC) COMPOSING FLOORS HAVE BEEN DESIGNED AND SHALL
BE DESIGNED BY THE DELEGATED ENGINEER (IF APPLICABLE) FOR:
• TOTAL LOAD: SPAN 1240
• REINFORCED CONCRETE ELEMENTS: LIVE LOAD+LONGTERM SPAN/360
• WALL / MULUONS: L / 175
• OTHER ELEMENTS: LIVE LOAD: SPAN 1480
• ROOF MEMBERS SUPPORTING NON PLASTER CEILINGS: LIVE: L1240, TOTAL: LJ180 PER FBC TABLE 16D4.3
WIND LOADING (ASCE 7.10)
WIND SPEED-170 MPH (3 SECOND GUST)
EXPOSURE - C
BUILDING TYPE= ENCLOSED, RIGID
MRH-15.44'
STRUCTURE CATEGORY = II
KD-0.85" EITHER ASO OR LRFD LOAD COMBINATIONS PER ASCE7.10 HAVE BEEN USED FOR DESIGNING THE
VARIOUS STRUCTURAL ELEMENTS IN THIS PROJECT.
INTERNAL PRESSURE COEFFICIENT-+/-0.18
COMPONENTS & CLADDING DESIGN WIND PRESSURES:
WALLS:
9'4" HEIGHT
ZONE 4 = +42.2 PSF, -46.1 PSF
ZONE 5=+42.2 PSF, •63.8 PSF
11'A" HEIGHT
ZONE 4 = +41.6 PSF, . 5.6 PSF
ZONE 5=+41.6 PSF, -57.8 PSF
ROOF: SEE ROOF WIND ZONE PRESSURE DIAGRAM FOR ZONE LAYOUT, SIZE AND PRESSURE
REQUEST FOR INFORMATION
PLEASE USE HAND SKETCHES AND OTHER VISUALIWRITTEN METHODS TO COMMUNICATE A CONSTRUCTION
QUESTION. SEND TO US VIA EMAIL OR FAX
CONTRACTING NOTES
• GENERAL CONTRACTOR MUST FAMIUARIZE HIMSELF WITH THE STRUCTURAL PLANS AND HOW THEY
INTERACT WITH OTHER SPECIALTIES PLANS (ARCHITECTURAL, M.E.P., ETC). ALTHOUGH TRADE
COORDINATION HAS BEEN PERFORMED, THIS OFFICE SHALL BE CONTACTED IMMEDIATELY] CASE THE
CONTRACTOR FINDS ANY MISSING. AMBIGUOUS, UNCLEAR OR CONFLICTING INFORMATION.
• THE CONTRACTOR SHALL ALWAYS KEEP ON SITE THE LATEST REVISION OF THE SIGNED AND SEALED
STRUCTURAL PLANS, APPROVED SHOP DRAWINGS AND PRODUCT APPROVALS.
• ALL OPENINGS BELOW 60'-0' TO BE PROTECTED FROM IMPACT OF WINDBOURNE DEBRIS
• GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL ACTIVITIES RELATED TO WORK SAFETY.
• CONSTRUCTION LOADS SHOULD BE CAREFULLY DISTRIBUTED TO AVOID LOADING ANY MEMBERS IN
EXCESS OF THEIR CAPACITY.
• THE APPROVAL BY THE STRUCTURAL INSPECTOR OF ANY WORK DOES NOT RELIEVE THE CONTRACTOR
FROM COMPLYING WITH THE FLORIDA BUILDING CODE AND THE APPROVED STRUCTURAL PLANS.
PROJECT PLANS, DETAILS & ARCHITECTURAL BACKGROUNDS
ALL DETAILS AND SECTIONS SHOWN ARE INTENDED TO BE TYPICAL UNLESS OTHERWISE SPECIFIED. DETAILS
THAT REFERENCE SPECIFIC SCHEDULES ARE INTENDED TO BE SCHEDULES SHALL TAKE PRECEDENCE IN ALL
CONFLICTING ITEMS.
ALL ELEMENTS INTENDED TO ORIGINATE FROM OTHER TRADE'S DRAWINGS (ELEVATIONS, PARTITION
LOCATIONS, ETC) HAVE BEEN INCLUDED FOR THEIR RELATION TO STRUCTURAL ITEMS ONLY. REFER TO THE
CORRESPONDING TRADE'S PLANS FOR FINAL LAYOUTS AND DETAILS.
DO NOT USA A SCALE TO DETERMINE THE DIMENSIONS OF ANY PLAN OR DETAIL DRAWINGS. IF THE DIMENSION
NEEDED IS UNAVAILABLE, PLEASE CONTACT THIS OFFICE.
SHALLOW FOUNDATION (SOIL PRESSURE:ASD, FOOTING DESIGN: LRFD)
BOTTOM OF FOOTINGS TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING 2,500 PSP.
SITE PREPARATION (ANY DE-MUCKING,DE.MIATERING, PRE -CONSOLIDATION, COMPACTION, PRESCRIBED
TESTING OR ANY OTHER PROCEDURE, PRECAUTION OR RECOMMENDATION, AS OUTLINED IN THE SOILS
REPORT) TO BE PERFORMED PER SOILS AND SUBSURFACE INVESTIGATION:
DUNKELSERGER ENG. 07/12/05 N' 04-10-1788
TOP OF EXTERIOR FOOTINGS SHALL BE MINIMUM 14" BELOW FINISHED GRADE.
PRECAUTIONS TO BE TAKEN PRIOR TO EXCAVATING BESIDE OR UNDERNEATH EXISTING STRUCTURES,
WHERE ADJACENT TO RETAINING WALLS OR POOL WALLS, BASE OF FOOTINGS SHALL BE DEEP ENOUCtH AS TO
SE LEVEL WITH THE FOOTINGIBASE OF THE ADJACENT RETAINING WALLIPOOL.
ALL ISOLATED FOOTINGS ARE INTENDED TO BE CENTERED WITH THE COLUMN THEY SUPPORT, U.N.O.
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Y THE CONTRACTOR TO SUPERVISE INSPECT VERIFY AND
THE SOILS ENGINEER SHALL BE RETAINED B ,
CORRECT ANY SOILS CONDITIONS NECESSARY TO ACHIEVE THE SUPPORT OF THE PROPOSED STRUCTURE.
THE CONTRACTOR SHALL DE -WATER THE SITE FOR FOOTING CONCRETE TO BE PLACED AGAINST DRY SOIL.
ANCHORING SPECIFICATIONS
EPDXY SHALL BE HILTI HIT HY 150 MAX
CONCRETE SCREWS SHALL BE HILTI KWIKLCON II (NQA#12-0625.05)
EXPANSION BOLTS SHALL HAVE A LENGTH IDENTIFYING LABEL AND BE HILTI KWIK BOLT 3 OR EQUAL.
3000 PSI CONCRETE (ACI 318-11, 315-08, LRFD)
READY MIX CONCRETE TO ACHIEVE A 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI FOR ALL STRUCTURAL
ELEMENTS (INCLUDING, BUT NOT LIMITED TO FOOTINGS, SLABS, BEAMS, COLUMNS) UNLESS OTHERWISE NOTED
ON THE STRUCTURAL PLANS. SLABS ON GRADE SHALL BE PERMITTED TO BE POURED WITH 2500 PSI CONCRETE
AND 0.5 WATER TO CEMENT RATIO.
SLABS ON GRADE SHALL BE REINFORCED WITH WELDED WIRE FABRIC: SHALL COMPLY WITH ASTM A-185.
FABRIC SHALL BE PLACED 3 FROM THE TOP OF THE SLAB. LAPS SHALL BE 6" MIN. W W M SHALL BE OVERLAPPED
30" AT PERIMETERS.
CONCRETE MIX SUBMITTALS SHALL DESCRIBE WHICH LOCATION IN THE STRUCTURE THE MIX IS TO BE PLACED
CONCRETE REINFORCEMENT (AC1318-11, 315, LRFD)
TEMPERATURE REINFORCEMENT IN STRUCTURAL SLABS SHALL BE INSTALLED IN ALL AREAS OF THE SLAB AND
RUNS PERPENDICULAR TO THE MAIN REINFORCEMENT.
CONCRETE REINFORCEMENT BARS, STIRRUPS AND TIES SHALL BE IN ACCORDANCE WITH ASTM A-616 (GRADE
60). REINFORCING BARS THAT ACT AS LAP DOWELS AND ARE TO BE WELDED TO STRUCTURAL STEEL SHALL
CONFORM TO ASTM A-706 (GRADE ISO). REINFORCING BARS CONTAINING A LIGHT COAT OF RUST SHALL BE
ALLOWED.
ACI HOOKS TO BE PROVIDED FOR ALL REQUIRED CONDITIONS PER DETAILS PRESENTED IN THIS PROJECT.
FIELD WATER IS NOT PERMITTED TO BE ADDED TO THE CONCRETE MIX
ALL EXTERIOR SLAB REBAR SHALL BE SEPARATED BY PLASTIC CHAIRS FROM ANY CONCRETE FACES.
WELDED REINFORCEMENT SHALL CONFORM TO AWS DIA OR BE ASTM A706 GRADE 60,
ANCHOR EMBEDMENT LENGTH INCLUDE STRUCTURAL CONCRETE ONLY (DOES NOT INCLUDE STUCCO)
ALL CONCRETE SURFACES TO BE KEPT IN A MOIST CONDITION FOR 7 DAYS AFTER POUR.
CONCRETE COVER SHOULD BE AS FOLLOWS UNLESS NOTED OTHERWISE
CONCRETE PLACED DIRECTLY IN CONTACT WITH GROUND:
ALL BAR SIZES 3'
FACE OF CONCRETE ELEMENT EXPOSED TO WEATHER OR GROUND AFTER FORM REMOVAL:
#5 BARS OR SMALLER 1-112"
ALL OTHER BAR SIZES 2-
FACE OF CONCRETE ELEMENT NOT EXPOSED TO WEATHER OR GROUND
SLABS, CAST IN PLACE WALLS'
BEAMS AND COLUMNS 1.1/2'
COLUMN AND FILLED CELL LAP SPLICES SHALL BE 48 BAR DIAMETERS.
THE CONTRACTOR SHALL ALLOW FOR AN ADDITIONAL 1 %AMOUNT OF REBAR TO BE USED AT THE DISCRETION
OF THE STRUCTURAL INSPECTOR IN ORDER TO RECTIFY OR STRENGTHEN ANY CONDITIONS FOUND TO BE
CRITICAL DURING CONSTRUCTION.
ALL OTHER TRADES PLANS SHALL BE VERIFIED TO IDENTIFY THE LOCATION OF DEPRESSIONS, RECESSES,
PIPES, PENETRATIONS, SLEEVES, ETC.
ALL FRESH CONCRETE TO EXISTING CONCRETE CONTACT FACES SHALL HAVE AN APPROVED FRESH CONCRETE
EPDXY BONDING AGENT APPLIED AS PER THE MANUFACTURER'S SPECIFICATIONS.
ALL FORMS SHALL BE CLEANED WITH COMPRESSED AIR IN ORDER TO REMOVE ANY DIRT, LAITANCE, DEBRIS,
ETC, PRIOR TO THE PLACEMENT OF ANY CONCRETE.
CONCRETE PLACEMENT
AC1347.2R-10, 4.5: NO WORKER SHALL BE ALLOWED DIRECTLY UNDER THE FORMS DURING CONCRETE
PLACEMENT.
CURING AGENTS USED ON ROOFS SHALL BE CHECKED FOR COMPA71BILRY WITH ROOFING MATERIALS.
CONCRETE TESTING
QUALIFIED FIELD TESTING TECHNICIANS SHALL PREPARE SPECIMENS REQUIRED FOR CURING UNDER FIELD
CONDITIONS AND RECORD THE TEMPERATURE OF THE FRESH CONCRETE WHEN PREPARING SPECIMENS FOR
LABORATORY STRENGTH TESTS.
ACCOUNTING SEPARATELY FOR EACH CLASS OF CONCRETE AND EACH DAY, ONE TEST (CONSISTING OF
BREAKING (2) 6-0 DIAMETER x 12" HIGH CONCRETE CYLINDER SAMPLES, MOLDED AS PER ASTM C31 AND TESTED
PER ASTM C39) SHALL BE PERFORMED ACCORDING TO THE MOST FREQUENT OF:
-ONCE A DAY
-ONCE EVERY ISO CUBIC YARDS
-ONCE EVERY 5000 SQUARE FEET OF SLAB OR WALL SURFACE AREA
7 DAY, 14 DAY AND 28 DAY TEST REPORTS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD
FOR REVIEW. THE CLIENT SHALL RETAIN A REPUTABLE TESTING COMPANY TO BE ON SITE AT THE TIME OF
CONCRETE POUR AND INDEPENDENTLY COLLECT CYLINDERS AND PERFORM COMPRESSIVE TESTING.
IF LESS THAN 50 CUBIC YARDS ARE USED FOR A SINGLE CLASS OF CONCRETE, TESTING IS NOT REQUIRED IF
SUFFICIENT EVIDENCE IS PROVIDED TO THE BUILDING OFFICIAL.
WOOD TRUSSES (PRE-ENGINEERED)
BOTTOM CHORD ABLE TO SUPPORT A SINGLE CONCENTRATED SERVICE LIVE LOAD OF 20OLS ALONG ANY PANEL
POINT. TRUSS TOP CHORD ABLE TO SUPPORT 300 LB DUE TO MAINTENANCE WORKERS PER FBC TABLE 1607.1.
STRUCTURAL PRE-ENGINEERED WOOD ROOF TRUSSES, GIRDERS AND ANY CONNECTIONS REQUIRED BETWEEN
THEM ARE TO BE PROVIDED BY THE DELEGATED ENGINEER (REGISTERED IN FLORIDA) IN THE FORM OF SIGNED
AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR REVIEW BY THE ENGINEER OF RECORD FOR GENERAL
COMPLIANCE WITH INITIAL LAYOUT AND DESIGN PARAMETERS. I
TRUSS AND GIRDER CONNECTIONS TO THE MAIN STRUCTURE TO BE INSTALLED AS SHOWN BY FRAMING PLANS
BY THE ENGINEER OF RECORD.
TRUSSES TO BE DESIGNED BY THE DELEGATED ENGINEER USING COMPONENTS AND CLADDING PRESSURES
DESIGN, FABRICATION, AND INSTALLATION OF WOOD TRUSSES AND SHEET METAL CONNECTORS SHALL BE IN
ACCORDANCE WITH THE FOLLOWING STANDARDS.
DESIGN SPECIFICATIONS FOR METAL PLATE CONNECTED WOOD TRUSSES (RO0F)0?I 85): DESIGN
SPECIFICATIONS FOR METAL PLATE CONNECTED PARALLEL CHORD ROOF TRUSSES (FLOOR)(PCT 80); BRACING
WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS (BWT 76); HANDLING AND ERECTING WOOD TRUSSES:
COMMENTARY AND RECOMMENDATIONS (HIB-01).
DRAFTSTOPPING SHALL BE INSTALLED AGAINST THE SIDE FACE OF WOOD TRUSSES PER THE BELOW
REQUIREMENTS. MATERIAL SHALL NOT BE LESS THAN 112' GYPSUM BOARD OR 3/8" PLYWOOD.
FOR WOOD ROOF TRUSSES, DRAFTSTOPPING IS REQUIRED PER FBC 717.4.3 SUCH THAT ANY HORIZONTAL AREA
DOES NOT EXCEED 3000 SOFT.
FOR WOOD FLOOR TRUSSES, DRAFTSTOPPING IS REQUIRED PER FBCR 30212. SUCH THAT ANY HORIZONTAL
AREA DOES NOT EXCEED 1000 SOFT.
MASONRY (1MS402.11/ACI 530/ASCE 5, ASO)
THIS PROJECT IS DESIGNED AS ENGINEERED UNIT MASONRY. STRUCTURAL DESIGN SHALL BE IN ACCORDANCE
WITH ACI 530-05/ASCE5-05/TMS 402-05, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE
COMMENTARY ON BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.
MASONRY UNITS SHALL BE ASTM 0-00 TYPE II WITH MINIMUM COMPRESSIVE STRENGTH OF 19W PSI ON NET
AREA OF INDIVIDUAL UNITS PER FBCR 606A. ALL CMU SHALL BE LAID IN A FULL BED OF MORTAR IN RUNNING
BOND U.O.N. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL
CONFORMING TO ASTM DESIGNATION A-616 GRADE 60.
ALL MORTAR SHALL BE TYPE S IN ACCORDANCE WITH ASTM SPECIFICATION C-270 WITH MINIMUM
COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS. NO TESTING FOR MORTAR STRENGTH IS REQUIRED FOR THIS
PROJECT. MORTAR MAYBE RE -TEMPERED WITH WATER TO REGAIN WORKABILITY FOR NO MORE THAN 2.5 1
HOURS AFTER INITIAL MIXING.
GROUT SHALL BE A HIGH SLUMP MIX (8"-11") IN ACCORDANCE WITH ASTM SPECIFICATION C-476 HAVING A
MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. NO TESTING FOR GROUT STRENGTH IS REQUIRED FOR THIS
PROJECT.
FBCR4407.4.1.6: PROVIDE 9 GAUGE HORIZONTAL JOINT REINFORCEMENT (LADDER TYPE ONLY) AT EVERY
SECOND COURSE FOR ALL EXTERIOR WALLS. THIS REINFORCEMENT SHALL EXTEND MIN V INTO ALL CONCRETE
COLUMNS.
SHOP DRAWINGS:
FLOOR AND ROOF SYSTEM SHOP DRAWINGS WILL NOT BE STAMPED UNTIL THE FOLLOWING PARTIES HAVE
STAMPED AND:
• GENERAL CONTRACTOR HAS VERIFIED.-
-FIELD DIMENSIONS
-AS BUILT VARIATIONS WHICH MAY AFFECT CONNECTION DETAILS
-GENERAL COMPLIANCE WITH THE APPROVED PLANS
• ARCHITECT HAS VERIFIED:
-INTERFERENCE BETWEEN THE SHOP DRAWING ELEMENTS AND CEILING HEIGHTS, COFFERS, VAULTS
ANUANY OTHER GEOMETRICAL CEILING FEATURES.
-LENGTH OF OVERHANG, RIDGE LINES AND ROOF PITCH
-MINIMUM AREAS DESIGNATED FOR STORAGE SPACES.
-EXTERIOR WALL RECESSES
GENERAL CONTRACTOR TO PROVIDE THIS OFFICE WITH SHOP DRAWINGS AND CALCULATIONS SIGNED AND
SEALED BY THE DELEGATED ENGINEER FOR APPROVAL. CONTRACTOR
NTRA OR TO ANTICIPATE FOR TIME OF REVIEW,
ADJUSTMENT AND RESUBMITTAL. SAID DRAWINGS SHALL BE ENGINEERED TO COMPLY WITH THE DESIGN
PARAMETERS SPECIFIED IN THESE PLANS BUT IN NO CASE LESS THAN THE MINIMUMS REQUIRED BY THE ABOVE
MENTIONED CODES. DESIGN PARAMETERS USED AND ALL LOADS FROM SPECIALTY MEMBERS ACTING AGAINST
THE SUBSTRUCTURE SHALL BE CLEARLY IDENTIFIED IN THE REVIEW PACKAGE.
ABOND BM.REVIATION LEGEND: LL -LIVE LOAD
ADDL - ADDITIONAL LLBOND SM. - STEEL ANGLES WITH LONGI
AS - ANCHOR BOLT LEGS BACK TO BACK
ACI -AMERICAN CONCRETE INSTITUTE MCJ - MASONRY CONTROL JOINT
AISI - AMERICAN IRON AND STEEL INSTITUTE MO -MASONRY OPENING
AISC -AMERICAN INSTITUTE OF STEEL MFR -MANUFACTURER
CONSTRUCTION MIN •MINIMUM
AL - ALUMINUM MISC -MISCELLANEOUS
ASO - ALLOWABLE STRESS DESIGN NTS - NOT TO SCALE
BAL - BALANCE, REMAINING O/C - ON CENTER SPACING
BP - BASE PLATE OD - OUTSIDE DIAMETER
BOT - BOTTOM PT - PRESSURE TREATED WOOD
CANT - CANTILEVERED PSI -1 LS PER SQUARE INCH
CIP -CAST IN PLACE PSF - I LB PER SQUARE FOOT
CL - CENTER LINE PLF -1 US PER LINEAR FOOT
CLG -CEILING PL -PLATE
OUR -CLEAR R.S. -RING SHANK NAIL
CONIC -CONCRETE RC - REINFORCED CONCRETE
CJ -CONTROL JOINT CONSTRUCTION JOINT SDS •SELF DRILLING SCREW
CONN.- CONNECTION STD -STANDARD
CMU - CONCRETE MASONRY UNIT SCOND SM. - STEEL ANGLES WITH SHORT
DBA - DEFORMED BAR ANCHOR LEGS BACK TO BACK
DET -DETAIL SCHED-SCHEDULE
DL - DEAD LOAD SJI - STEEL JOIST INSTITUTE
DIA -DIAMETER SDI - STEEL DECK INSTITUTE
EA -EACH SW-SHEARWALL
E.E. -EACH END SW -SHORT WAY
E.W. -EACH WAY TON •2000 LB
EWTB- EACH WAY, TOP AND BOTTOM T/ - MEMBER'$ TOP ELEVATION
EF -EACH FACE TS - TUBE STEEL (HOLLOW STRUCTURAL
EJ -EXPANSION JOINT SECTION)
FBC - FLORIDA BUILDING CODE TOS -TOP OF SLAB
FTG -FOOTING TOB -TOP OF BEAM
GA -GAUGE UNO - UNLESS NOTED OTHERWISE
GC - GENERAL CONTRACTOR U. - UPLIFTVALUE IN LB
HS - HEADED STUD / NELSON STUD VIF -VERIFY IN FIELD
HC-HOLLOWCORE W/ •WITH
HDG -HOT DIPPED GALVANIZED WWF - WELDED WIRE FABRIC
HSS - HOLLOW STRUCTURAL SECTION
KLF -1000 PER LINEAR FOOT 0 - DIAMETER
KO - KNOCK -OUT 1 KIP - 1000 LB
KSI - 100D LB PER SQUARE INCH
LW -LONG WAY
LRFD - LOAD AND RESISTANCE FACTOR DESIGN
PLYWOOD -
FACE GRAIN
1 PLYWOOD
S4
SUPPORT BLOCKING
SCALE: N.T.S.
3000PSI CAST IN PLACE CONC.
NORMAL
ROOF UPLIFT
(LBS)
(LBS) (LBS)
100
125% -
21,000
26,250-19,000
Il.
1/ry4" 114"
II. II
2x4 BLOCKING IN BETWEEN TOP
CHORDS OF TRUSSES TO
PROVIDE SUPPORT FOR
PLYWOOD DECKING AT CHANGE
OF FACE GRAIN DIRECTION.
ATTACH TO EACH END W/(2)16d
TOE NAILS.
PLYWOOD
FACE GRAIN
WOOD ROOF TRUSSE:
SEE APPROVED SHOP
DRAWINGS FOR
OVERNING LAYOUT
BEARING WALL, CMU OR OTHER
SEE FRAMING PLAN FOR SPECS.
8" MIN DEPTH
CONCRETE OR GROUT
FILLED CMU
3 114"
1 1/4"
F
13/1 S" DIA. HOLES
FOR3/4"L\ DANCHORS
S
I
S
FRONT VIEW
2
S4
1 /27/2017
AHU HANGER:
3(8"0 HEADED RODS AT UNDERSIDE.
THREADED END AT TOP, SECURE WITH NUT (WELDED OR
OTHERWISE LOCKED TO ROD)
4 TOTAL TO SECURE TO 2 TRUSSES
t
J
of
P. CLASSIC
Structural Engineering
I
STEEL ANGLE:
L3x3x1/4x8"
(3)1/4.0 THROUGH BOLTS.
1,5'
TRUSSTOP
CHORD
rF--— — — — — — — — — — — — —
II
AIR HANDALING
UNIT
a=
STEEL �L — ----— --- C
STU D: — I
4008200-66 11 Li
(4"xO,2"-14GA) — — — — — — C—
---------------
PER
FARID ABUGATTAS, P.E.
STRUCTURAL ENGINEER
7318 TEXAS TRAIL
BOCA RATON, FLORIDA 33487
PHONE: (954) 667 - 7803 FAX: (561) 665 - 54 8
P.E. LICENSE # 72471, CA#29407
WWW.PROJECTCLASSIC.COM PROJE T#
FARID@PROJECTCLASSIC.COM 1275
PRE-ENG. ROOF
TRUSSES @ 24" O.C.
SEE APPROVED
SHOP DRAWINGS.
12
NOTE: SEE ARCHITECTURALS
FOR ROOFING TYPE.
SEE PLYWOOD NAILING DE'
FOR NAILING PATTERN. ,
HURRICANE TIES.
SEE STRAP SCHEDULE
BOND BEAM
TRUSS BOTTOM CHORD
REINFORCED CMU WALL -J
11/16" DIA. HOLES
PROVIDE 3/4" 'DX PLYWOOD
SERVICE FLOORING TO
4 AHU UNIT
SEE FOUNDATION AND FRAMING
PLAN FOR VERTICAL
FOR 518" DIA.
SERVICE AHU. PLYWOOD
REINFORCEMENT DIAMETER AND
THROUGH BOLTS
SEARS OVERTOP OF
FASTENED WITH 8ds D@
34
OUNTING DETAIL
LOCATION.
SEE TYPICAL DETAIL FOR
6"O/C.
SCALE: N.T.S
LADDER TYPE REINFORCEMENT.
c
3/8" STL. PLATE
SIDE VIEW
3"MIN. CONC. EDGE
CONCRETE OR GROUT
FILLED CMU
3/4" DIA. HILTI "HAS"
THREADED ROD,
DRILL 13/16" DIA. x 6" AND
EPDXY IN -
PLACE WITH HILTI HY150
EPDXY
1/4" STL PLATE U.N.O.
IH uI 2PLY -Woo
3 g"
W+1" 3PLY =W=53/8"
1 4 PLY =W= 7Y"
GIRDER BUCKET DETAIL
SCALE: 1-1/2" = 1'
12" CMU WALL
W/ #9 LADDER
TYPE REINF
EVERY OTHER
COURSE
GROUT ALL —
CELLS BELOW
F.F. TYP.
PAVERS ON SAND
m
W
FIN. GRADE. - REINF
'PER
fV - —
SCHED.-I I I I-
_I
i
SCHEDULE — — l-
I 11
II _L I
3 CMU AND PAVERS
S4 SCALE: 1/2" = 1'
ALUMINUM SCREEN
ENCLOSURE
(ALLATTACHMENTS
TO CONCRETE
STRUCTURE BY
SCREEN MANUFACTURER)
PAVERS ON
WELL COMPACTED
SUB -GRADE
#4's@ 36" O/C —
BOTTOM
I
—_-(1)#5'CONT.
BOTTOM
I I I-
8"x8" CONCRETE
FOOTING
6 SCREEN ENCLOSURE
S4 FOOTING DETAIL
SCALE: 3/4" = 1'
BOTTOM CHORD BRACING
AND LATERAL RESTRAINTS
SEE TYPICAL DETAILS.
TYPICAL
n�r�r
I r[VJa I
BOND BEAP
(4)DETAISCALE: 3/4"
REVL MM I BY J DATE
PERMIT SETS ISSUED ONO 01.30.16
Job No. 1306083
1' I
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1
ALL MEAS. DESIGNS. ARRANGEMENTS.&PLANS INDKATED
L�
OR RERtESENTED SYTNIS DRAWING AREOWEDBY,6 ME
PROPERTY OF THIS OFFICE 6 WERE CREATED ,EVOLVED,&
tFr1f
O
DEVELOPED FOR USE ON,& IN CONNECTION WITH THE
O
SPECIFIED PROJECT. NONE OF SUCH IDEAS, DESIGNS,
AN ARRGEMENTS. OR BANS SHALL BE USED BY, OR
DISCLOSED TO ANY PERSON, FIRM, OR CORPORATION FOR
ANYPURFOSEWHATSOEVERWIMOUTTHEWRITTEN
PERMISSION OF RANDA E STOFFT, ARCHRECTS, PA
WRITTEN DMENSpNS ON THESE ORAWNG6611NLL HAVE
PRECEDENCE DVEfl MRACTOR6
RESPONSIBLEFORA5
RS&
SHALLVERIFY &BERESPONSIBLEFFICEM
CONDITIONS ONTHEJOB, TBEN
MST BE NOTIFIED
OFANYVARIATIONS ATHEDIMERSI
OMENSx1NSAND
BY THESE
CONDITIONSEHCWN BY THESE DRAWIG6. BIIOP DETAIb
,y
ST
OFAOEOROVAL
SUEEDING
^�Ta�j
BEFORE PROCEEDING
FOR APPROVAL BEFOREPROCEEDING WITH FABRICATION ON
nFABRI6O CW
ITEMS BO NOTED.®R61i.ALL RIGHTS FIESFRJED RANDALL
BTOFFT ARGHITECTSPA
1
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.
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APPROVAL MARK INDICATES THAT SPECIALTY
LOADS IMPOSED BY THE MEMBERS SHOWN IN _ FARI D A�lJ�TTA, P, E.
THESE SHOP DRAWINGS ARE COMPATIBLE AND �`
ADEQUATELY SUPPORTED BY THE STRUCTURE f\ r- STRUCTURAL ENGINEER
DESIGNED BY THE STRUCTURAL ENGINEER OF RECORD. 7318 TEXAS TRAIL
Z APPROVED REVIEWED BY: F.A. BOCA RATON, FLORIDA 33487
CLASSIC PHONE: (954) 667 - 7803 FAX: (561) 665 3438
APPROVED AS NOTED P.P.E. LICENSE 72471. CA#23407
Structural Ergireerirg WVWV.PROJECTCLASSIC.COPvI
RESUBMIT WITH CORRECTIONS FAFtIDa'(,_?PROJECTCLASSiC.COM Mod
--- E6'4' .L._ 2'J'2'
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APPROVED 0 REVISE & RESUBMIT
APPROVED AS CORRECTED ® REJECTED
This review is only for general conformance with the design concept of the
project and general compliance with the information given in the contract
documents. Corractbns or comments made on t'le shop drawings during
this review do not relieve the contractor from complliancR with the require-
m3nts of the plans and specifications. Approval of a specific item shall not
€nciude approval of an assembly of which the item is a component Cca-
tractor is responsible for: Dimensions to be confirmed and corgi iated at the
job site; Info nralw that pertains solely to the fabrication processe's or io
4,a means, metiods, techniques, sequences and procedures of construc-
tion; coordination of the work of all other trades: and for performing all work
in a safe and satisfactory manner.
DATE: ®L_._ .10.1 7 BY:
CONCEALED FASTENERS OR MAV4t NT:
ARE THE RESPONSIBILITY OF THE
CONTRACTOR OF RECORD
TILE L0,41DINCH
170 m.p.h. UJIND
ExF05URE C
4-3/1(o" HEEL
24"
SQUARE
12
ra�
T�rF f CAL TRL�55 ENE)
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3E,4RING HEIGHT61 HANGER TA<EOF�
NOTE
IT 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER OR
ARCHITECT TO PROVIDE AN APPROPRIATE CONNECTION FOR TRUSSE
TO SUPPORTING STRUCTURE PER ACTIONS SHOWN ON TRUSS
ENGINEERING. SPECIAL CONSfDERA IONS FOR MECHANICAL EQUIPME)
AND/OR PLUMBING (AND THEIR C NECTIONS) IN TRUSS SPACE
MUST BE DIAGRAMMED BY BUILDER ON APPROVED TRUSS LAYOUT
PRIOR TO FABRICATION,
THIS COMPANY 15 A TRUSS MANUFAgTUF,�ER WHOSE
RESPONSIBILITIES ARE LIMITED TO THOSE DESCRIBED IN WTCA
I-1955 'DESIGN RESPONSIBILITIES'. A�{gGCORDINGLY, IT DISCLAIMS
ANY RESPONSIBILITIES AND/OR LIAE3IL17Y FOR THE CONSTRUCTION
DESIGN, DRAWINGS, DOCUMENTS INCLUDING THE INSTALLATION AND
BRACING OF TRUSSES MANUFACTURED BY THIS COMPANY.
UJ74F;�NfN
CONVENTIONAL FRAMING, ERECTION AND/OR PERMANENT BRACING IS
NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE
MANUFACTURER, OR TRUSS MANUFACTURER_ PERSONS ERECTING
TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE
REGARDING ERECTION BRACING WHICH IS ALWAYS REQUIRED TO
PREVENT TOPPLING AND DOMINOINO DURING ERECTIONt AND
PERMANENT BRACING WHICH MAY Be REQUIRED IN SPECIFIC
APPLICATIONS. SEE 'GUIDE TOG PRACTICE FOR HANDLING,
INSTALLING, RESTRAINING 4 5RAC143 OF METAL PLATE CONNECTED
WOO.: . 2US5F: REC C'0-1-1END/;T O; ;5'
�C51 2006i FOR FURTt-IER ION.
TRUSSES SHALL BE INSTALLED IN A STRAIGHT AND PLUMS
POSITION, WHERE NO SHEATHING 15 APPLIED DIRECTLY TO TOP
AND/OR BOTTOM CHORDS, THEY SHALL BE BRACED AS SPECIFIED
ON THE ENGINEERED DESIGN. TRUSSES SHALL BE HANDLED WITH
REASONABLE CARE DURING ERECTION TO PREVENT DAMAGE OR
PERSONAL INJURY_
ATT I T ON
APPROVAL OF THIS Tit 155 LAYOUT IS
NECESSARY BEFORE F BRfCATfON CAN BE,
VERIFY SPANS, PITCI—IE , OVERHANGS, HEEL
AND BEARINC$ CONDITf N5. ACCEPTANCE C
THI5 LAYOUT A55UI"fEIS rOTAL RE5PON5I5fL
TRUSSES WILL 5E BUIL PER THIS LAYOUT.
00
TU155
14 N T L45
4O-7-321-1440 / 38( -8 2-50�8 / 352-55 i-4
0\Gl1J00D / Oar 10N �EAGN / ?A5� OTTE
CUSTGMER
F�40EN I X fREALTO
fJ05 NAME
I O D L
LOT/BLK/SUBD I V
LOT T4fRFON FLATS
SCALE DATE DRAWN Y JOB NUMBER
L.
zil/Ii S. c. 15218
IN.
MINIMUM FLOOR ELEVATION
6.50 FEET (NGVD) = 5.01 FEET (NAVD)
MINIMUM CROWN OF ROAD ELEVATION
5.00 FEET (NGVD) = 3.51 FEET (NAVD)
FLOOD ELEVATION
THE OVERALL SUBJECT PROPERTY LIES WITHIN THE FOLLOWING FLOOD HAZARD ZONES
PER FLOOD INSURANCE RATE MAP,
COMMUNITY PANEL NUMBER 12111C0093J, DATED: FEBRUARY 16, 2012:
ZONE AE - BASE FLOOD ELEVATION - 4 FEET (NAVD)
ZONE X - N/A
l
ZONING DEVELOPMEN
(PER ST. LUCIE COUNTY LDC SEI
ZONING
REQUIREI
LOT SIZE
8,000 S.F. - 10,(
LOT COVERAGE
(SEE CALCULATIONS, THIS SHEET)
30% = 3,658 S
ROADWAY FRONTAGE
30'-0" (Mlf
FRONT SETBACK
25'-0" (MIP
REAR SETBACK
15'-0"(MIP
SIDE SETBACK
T-6" (MIN
STRUCTURE HEIGHT
35'-0' (MA;
1. BUILDING HEIGHT IS THE VERTICAL DISTANCE BETWEEN MINIMUM FINISHED GRADE AND THE
HIGHEST FINISHED MAIN ROOF STRUCTURE AND THE AVERAGE DISTANCE BETWEEN THE EAVES
AND THE RIDGE OF SLOPED ROOF WITH A PITCH GREATER THAN A 4:12 RATIO.
AREA CALCULATION
FOR LOT COVERAGE
FOOTPRINT 2939 SF
2939 SF
0SITE PLAN
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Job No. 1306083
FEB 2 3 2017
FL-0011105 FIRM-AA003379
ALL IDEAS. DESIGNS , ARRANGEMENTS, B PLANS IF
OR REPRESENTED BY THIS DRAWING ARE OWNED BY&THE
PROPERTY OF TH15 OFFICE. & WERE CREATED, EVOLVED. &
Q
N
W DEVELOPED FOR USE ON, & IN CONNECTION TH THE
SPECIFIED PROJECT. NONE OF SUCH IDEAS. DESIGNS,
ARRANGEMENTS, OR PLANS SHALL BE USED BY, OR
DISCLOSEDTOANYPERSON, FIRM, OR CORPORATION FOR
.Q
a
ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN
PERMISSION OF RANDALL E. STOFFT, ARCHITECTS, P.A.
WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE
PRECEDENCE OVER SCALE DIMENSIONS. CONTRACTORS
f
,G
SHALL VERIFY & BE RE5PONSI BLE FOR ALL DIMENSIONS &
CONDITIONS ON THE JOB,& THIS OFFICE MUST BE NOTIFIED
OF ANY VARIATIONS FROM THE DIMENSIONS AND
l!
C
CONDITIONS SHOWN BYTHESE DRAWINGS. SHOP DETAILS
OF ADEQUATE SCALE MUST BE SUBMITTED TO THIS OFFICE
FOR APPROVAL BEFORE PROCEEDING WITH FABRICATION ON
ITEMS SO NOTED. ID 2017 ALL RIGHTS RESERVED RANDALL
STOFFT ARCHITECTS P.A.
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