HomeMy WebLinkAboutExhibit E - Structural Bindert
D+L= 605 Ibs
UPLIFT= 1160 Ibs
RESTROOM FACILITY
ROOF LEVEL
52.01 SCALE: 1/4"=1'-0"
ROOF NOTES-
1.- ROOF ASSEMBLY:
D+L=1183 Ibs n
UPLIFT=2465 Ibs\'I
D+L =1631 Ibs
UPL IFT =1820 Ibs
p+L=935 Ibs
UPL IFT =1040 Ibs
D+L=163 Ibs p
UPL IFT =1820 Ibs
D+L=1183 Ibs /�
UPLIFT=2465 Ibs
PROVIDE PREFABRICATED WOOD TRUSSES SPACED AT 2'-0" c/c
(U.O.N.) SUBMIT SHOP DRAWINGS AND CALCULATIONS SIGNED AND
SEALED Bl' A FLORIDA REGISTERED PROFESSIONAL ENGINEER.
2.- PLYWOOD SHEATHING-
PROVIDE 5/8' PLYWOOD SHEATHING OVER ALL TRUSSES, NAILED WITH
Sd SHANK NAILS (HOT DIPPED GALVANIZED) 's 4' OC ALL SUPPORTS.
ALL STRUCTURAL LUMBER SHALL BE MINIMUM Not SOUTHERN PINE
3.- TRUSS LATERAL BRACING-
PROVIDE PERMANENT LATERAL BRACING, SPACED AT 10'-0" c/c
ALONG SPAN OF TRUSS_ EACH ROW OF LATERAL BRACING MUST
BE CRSS -BRACED AT EACH ENP SEE DETAIL E/6-4.0
4.- FOR GENERAL STRUCTURAL NOTES, SEE SHEET 53.01
5.- FOR BEAM 4 TIE BEAM SCHEDULE, SEE SHEET 53.01
6.- ALL TRUSS TO TRUSS (WOOD TO WOOD) CONNECTIONS SHALL BE DESIGNED
BY TRUSS MANUFACTURER / DESIGNER
7.- FINAL TRUSS SPACING SHALL BE FURNISHED BY THE TRUSS
DESIGNER
8.- CONTRACTOR MUST COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL
DRAWINGS
2-#5,
RESTROOM FACILITY
(2INTERMEDIATE LEVEL
52.01 SCALE: 1/4"=1'-0"
3-#5.
3-#5.
2-05,
RESTROOM FACILITY
GROUND FLOOR PLAN
52.01 SCALE: 1/4"=1'-0"
GROUND FOOR PLAN NOTES
I: TOP OF SLAB ELEVATION
AS SHOWN THUS „EL.
2.- TOP OF FOOTING ELEVATION = T.O. EXI5T'G
FOOTINGS. TYPICAL UNLESS OTHERWISE
NOTED THUS - 0
3: DENOTES EXISTING MASONRY BLOCK
WALL TO BE REINFORCED AS INDICATED IN PLAN.
4.- FOR GENERAL STRUCTURAL NOTES, SEE SHEET 53.01
5.- FOR BEAM 4 TIE BEAM SCHEDULE, SEE SHEET 53.01
(O.- WF -30 DENOTES AN 30' WIDE x 12' DEEP CONCRETE
FOOTING REINFORCED WITH 3-05 CONT. AND
#5,912' TRANSVERSAL.
WF -36 DENOTES AN 36' WIDE x 12' DEEP CONCRETE
FOOTING REINFORCED WITH 4-05 CONT. AND
05612' TRANSVERSAL.
DEMOLITION NOTE:
REFER TO DETAIL A/5-4.01 PRIOR TO
COMMENCING WITH DEMOLITION OF
EXISTING STRUCTURE.
RAI
RODRIGUEZ
ARCHITECTS
INCORPORATED
2121 PONCE DE LEON BLVD, STE, 1010
CORAL GABLES, FL. 33134
TEL: (305) 448-3373
FAX: (305) 448-3374
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REVISIONS:
RESTROOM FACILITY
FOUNDATION AND GROUND FLOOR
ROOF PLAN
SCALE INDICATED
CHECKED BY:
ISSUE DATE:
MAR
02/04/22
4930 S.W. 74TH Court
Miami, Florida, 33155
DRAWN BY:
PROJECT NO.
DAIS
2154
Fax:(305)666-5259
"
www.ddaeng.com
2022-42-B
OF
[:)+L= 605
s
A
O.N.
UPLIFT=
116
lbs
1
c
O
B
D+L =1183 lbs
�•
.�
UPLIFT=2465 Ibs
4
R -I
--+--
—
— — —
--+--
-
II
II
II
D +L =1251 Ibs
UPLIFT= 1510 Ibs
11
+ I
1
I
1
I
I I
I +
T I
PRE -FA
IC
D WOOD GI
R TRUSS
1
D+L=720 Ibs
T+1
I I
I D+L=1l Ibs
B
I I
A
UPLIFT=810Ibs
I I
— I
UPL I =1050
_
Ibs
I I;
I LU
I I
LIFT=1060
Ibs
B
[)+L=1251 Ibs
W
I I
I
I
I I
UPLIFT= 1510 Ibs_
+
+
j
PRE -FAB
CAT
D WOOD GIR
R_TRUSS
j
T I
f l
I
I PL IFT =1850
Ibs
1 4-
'
II
II
II
'�
D+L=1183 Ibs
I I
I
I
I I
B
UPLIFT=2465 lbs
—
-
--+--
—
— — —
R -I
--+--
�fp
1
D+L= 605 Ibs
UPLIFT= 1160 Ibs
RESTROOM FACILITY
ROOF LEVEL
52.01 SCALE: 1/4"=1'-0"
ROOF NOTES-
1.- ROOF ASSEMBLY:
D+L=1183 Ibs n
UPLIFT=2465 Ibs\'I
D+L =1631 Ibs
UPL IFT =1820 Ibs
p+L=935 Ibs
UPL IFT =1040 Ibs
D+L=163 Ibs p
UPL IFT =1820 Ibs
D+L=1183 Ibs /�
UPLIFT=2465 Ibs
PROVIDE PREFABRICATED WOOD TRUSSES SPACED AT 2'-0" c/c
(U.O.N.) SUBMIT SHOP DRAWINGS AND CALCULATIONS SIGNED AND
SEALED Bl' A FLORIDA REGISTERED PROFESSIONAL ENGINEER.
2.- PLYWOOD SHEATHING-
PROVIDE 5/8' PLYWOOD SHEATHING OVER ALL TRUSSES, NAILED WITH
Sd SHANK NAILS (HOT DIPPED GALVANIZED) 's 4' OC ALL SUPPORTS.
ALL STRUCTURAL LUMBER SHALL BE MINIMUM Not SOUTHERN PINE
3.- TRUSS LATERAL BRACING-
PROVIDE PERMANENT LATERAL BRACING, SPACED AT 10'-0" c/c
ALONG SPAN OF TRUSS_ EACH ROW OF LATERAL BRACING MUST
BE CRSS -BRACED AT EACH ENP SEE DETAIL E/6-4.0
4.- FOR GENERAL STRUCTURAL NOTES, SEE SHEET 53.01
5.- FOR BEAM 4 TIE BEAM SCHEDULE, SEE SHEET 53.01
6.- ALL TRUSS TO TRUSS (WOOD TO WOOD) CONNECTIONS SHALL BE DESIGNED
BY TRUSS MANUFACTURER / DESIGNER
7.- FINAL TRUSS SPACING SHALL BE FURNISHED BY THE TRUSS
DESIGNER
8.- CONTRACTOR MUST COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL
DRAWINGS
2-#5,
RESTROOM FACILITY
(2INTERMEDIATE LEVEL
52.01 SCALE: 1/4"=1'-0"
3-#5.
3-#5.
2-05,
RESTROOM FACILITY
GROUND FLOOR PLAN
52.01 SCALE: 1/4"=1'-0"
GROUND FOOR PLAN NOTES
I: TOP OF SLAB ELEVATION
AS SHOWN THUS „EL.
2.- TOP OF FOOTING ELEVATION = T.O. EXI5T'G
FOOTINGS. TYPICAL UNLESS OTHERWISE
NOTED THUS - 0
3: DENOTES EXISTING MASONRY BLOCK
WALL TO BE REINFORCED AS INDICATED IN PLAN.
4.- FOR GENERAL STRUCTURAL NOTES, SEE SHEET 53.01
5.- FOR BEAM 4 TIE BEAM SCHEDULE, SEE SHEET 53.01
(O.- WF -30 DENOTES AN 30' WIDE x 12' DEEP CONCRETE
FOOTING REINFORCED WITH 3-05 CONT. AND
#5,912' TRANSVERSAL.
WF -36 DENOTES AN 36' WIDE x 12' DEEP CONCRETE
FOOTING REINFORCED WITH 4-05 CONT. AND
05612' TRANSVERSAL.
DEMOLITION NOTE:
REFER TO DETAIL A/5-4.01 PRIOR TO
COMMENCING WITH DEMOLITION OF
EXISTING STRUCTURE.
RAI
RODRIGUEZ
ARCHITECTS
INCORPORATED
2121 PONCE DE LEON BLVD, STE, 1010
CORAL GABLES, FL. 33134
TEL: (305) 448-3373
FAX: (305) 448-3374
A A C --- 100 99
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REVISIONS:
RESTROOM FACILITY
FOUNDATION AND GROUND FLOOR
ROOF PLAN
SCALE INDICATED
CHECKED BY:
ISSUE DATE:
MAR
02/04/22
4930 S.W. 74TH Court
Miami, Florida, 33155
DRAWN BY:
PROJECT NO.
DAIS
2154
06
;&A V
D.D.A. ENGINEERS P.A.
CONSULTING ENGINEERS
4930 S.W. 74TH Court
Miami, Florida, 33155
Phone: (305)666-07-11
Fax:(305)666-5259
"
www.ddaeng.com
2022-42-B
OF
5,2.0
SHEETS
G$NMAI, SAUC`I'UItAI, NOTES
1_ GENERAL=
THE STRUCTURAL SYSTEM FOR THE BUILDING HAS BEEN DESIGNED IN ACCORDANCE WITH THE
FLORIDA BUILDING CODE, 2020 EDITION.
THE STRUCTURE WAS DESIGNED TO BE SELF-SUPPORTING AND STABLE FOLLOWING INSTALLATION OF
ALL COMPONENTS AS INDICATED IN THE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR TO DETERMINE THE SEQUENCE OF ERECTION PROCEDURES (INCLUDING
IMPLEMENTATION OF TEMPORARY SHORING, BRACING, ETC_) AND TO ENSURE SAFETY THROUGHOUT THE
PERIOD OF CONSTRUCTION.
THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE ARCHITECTURAL,
MECHANICAL AND ELECTRICAL DRAWINGS TO COORDINATE LOCATION OF DEPRESSED SLABS,
SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, REGLET5, BOLT SETTINGS, SLEEVES, DIMENSIONS,
ETC. POTENTIAL CONFLICTS SHALL BE TRANSMITTED TO THE ARCHITECT AND ENGINEER BEFORE
PROCEEDING WITH THE WORK. CONTRACTOR TO PROVIDE ADEQUATE TIME FOR RESPONSE FROM
ARCHITECT/ENGINEER, NO PENETRATION SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT A
PREVIOUS WRITTEN APPROVAL OF THE ENGINEER OF RECORD. IF ANY ERRORS, OMISSIONS OR
POTENTIAL CONFLICTS 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 EVENT THAT THE CONTRACTOR FAILS TO GIVE
NOTICE, OR PROVIDE SUFFICIENT TIME FOR A RESPONSE, CONTRACTOR 15 RESPONSIBLE FOR THE
RESULTS OF SUCH ERRORS OR OMISSIONS, AND FOR ALL COSTS FOR RECTIFYING SAME AND FOR ANY
DELAYS OR ANY OTHER COSTS INCURRED BY SAME,
2_ CONCRETE:
ALL CONCRETE TO ATTAIN A MINIMUM ULTIMATE COMPRE551VE STRENGTH OF 5,000 R51 IN 28 DAYS,
AGGREGATES TO BE CLEAN AND WELL GRADED, MAXIMUM 51ZE I' CONCRETE SLUMP= 3' MIN. TO 5' MAX. VERTICAL CONCRETE.
DROP NOT TO EXCEED 8'.
3_ CONCRETE COVER --
TO BE AS FOLLOWS: BOTTOM TOP SIDES
FOOTINGS 3' 2' 3"
COLUMNS - - 15"
BEAMS 1.5' 1.5" 1.5"
SLABS 1' 1' 1"
4_ REINFORCING STEEL --
TO BE NE HIGH STRENGTH BILLET STEEL DEFORMED AS PER ASTM A-305, AND CONFORMING TO ASTM
A-615, GRADE 60. LAP CONTINUOUS BARS 30-5AR DIAMETERS, UNLESS OTHERWISE NOTED IN PLANS.
HOOK DISCONTINUOUS ENDS OF ALL TOP BARS. REINFORCING STEEL TO BE DETAILED AND
FABRICATED IN ACCORDANCE WITH "MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCING
CONCRETE STRUCTURES", AND THE ACI BUILDING CODE 318, LATEST EDITION. SUBMIT SHOP DRAWINGS
FOR APPROVAL BY ENGINEER BEFORE FABRICATION.
5_ APPLICABLE CODE=
- THE FLORIDA BUILDING CODE 2020 lith EDITION) AND ALL ITS REFERENCE[) STANDAIRDS
- ASCE 1-16
ALL STRUCTURAL ELEMENTS, EXPOSED TO WIND, HAVE BEEN DESIGNED
PER THE GUIDELINES OF THE ASCE 1-16 CODE_
WIND 5PEED =115 MPH.
EXPOSURE = D
RISK CATEGORY = l II )
Kd = 0.85
INTERNAL PRESSURE COEFFICIENT +/- 0.18
6_ SPECIALTY ENGINEERED SYSTEMS:
ITEMS DESIGNATED ON DRAWINGS THAT REQUIRE DESIGN BY A SPECIALTY ENGINEER SHALL BE
DESIGNED, DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE
FLORIDA BUILDING CODE BASED ON LAYOUT AND CONFIGURATION AS SHOWN ON ARCHITECTURAL
DRAWINGS. THE SPECIALTY ENGINEERED SYSTEM SHALL BE DESIGNED TO RE515T THE GRAVITY
LOADS AND COMPONENT AND CLADDING WIND PRESSURES INDICATED ON THIS DRAWING. SHOP
DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED THAT ARE DATED, SIGNED AND SEALED BY A
PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.
SPECIALTY ENGINEERED ITEMS ON THIS PROJECT INCLUDE=
a) WOOD TRUSSES.
b) LOUVERS.
c) PRECAST CONCRETE VENT
I_ MASONRY=
A. 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 P51 (USE PORTLAND TYPE
CEMENT). TEST MASONRY UNITS AND MORTAR BY TESTING LAB AT A RATE OF EVERY 1,000
SQUARE FEET OF WALLS ERECTED.
B_ MASONRY WALLS SHALL BE REINFORCED HORIZONTALLY WITH 8 GAUGE DEFORMED GALVANIZED
STEEL, SPACED AT 16" C/C VERT. EXTEND HORIZONTAL REINFORCING 4' INTO ADJACENT
COLUMNS. PROVIDE TRUSS TYPE FOR NON -REINFORCED MASONRY AND LADDER
TYPE FOR REINFORCED MASONRY.
C. FOR VERTICAL REINFORCEMENT, SEE SCHEDULE AND LAP 46 BAR DIAMETERS MINIMUM. PROVIDE
FULL BED OF MORTAR FOR REINFORCED MASONRY.
D. AT ALL INTERIOR NON-BEARING BLOCK WALLS, MUST PROVIDE A TIE- BEAM 8"x12" WITH FOUR #5
CONT. AND #3 TIES AT 48' C/C,
E. PROVIDE CLEANOUTS WHEN GROUTING BLOCK CELLS, AND CLEAN OUT BLOCK CELLS OF ALL
MORTAR DROPPINGS. MAXIMUM VERTICAL DROP FOR GROUTING 15 4'-0"
F. AT THE END OF EACH DAY COVER ALL MASONRY WALLS.
S STRUCTURAL STEEL --
SHALL CONFORM TO ASTM A441 OR A512 GRADE WITH A MINIMUM YIELD STRESS OF 50 KSI, DETAILED,
FABRICATED AND ERECTED IN ACCORDANCE WITH "AI5C' SPECIFICATIONS, LATEST EDITION.
STRUCTURAL TUBE SECTIONS SHALL CONFORM TO ASTM A500 GRADE B (fy = 4(o KSI). ALL TUBES TO
BE CONCRETE FILLED. BOLTS SHALL CONFORM TO ASTM A325 OR ASTM A490, UNLESS OTHERWISE
NOTED IN PLANS. SUBMIT SHOP DRAWINGS FOR APPROVAL BEFORE FABRICATION.
9_ WELDING --
ALL WELDING TO BE DONE BY DADE COUNTY CERTIFIED WELDERS HOLDING CURRENT WELDING
CERTIFICATES, AND MUST PRESENT SAME AT JOB 51TE AT ALL TIMES.
ALL WELDING PER PLANS AND PER GUIDELINES OF THE AMERICAN WELDING SOCIETY
10_ SHOP DRAUIINGS=
NO SHOP DRAWING SHALL BE SUBMITTED FOR ARCHITECT/ENGINEER'S REVIEW UNTIL AFTER THEY
HAVE BEEN REVIEWED AND NOTED FOR CONSTRUCTION METHOD, DIMENSIONING, AND OTHER TRADE
REQUIREMENTS BY THE CONTRACTOR, AND STAMPED WITH THE CONTRACTOR'S APPROVAL SEAL.
ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ERRORS OR OMISSIONS, AS A
RESULT OF CHECKING AND REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE
MADE GOOD BY CONTRACTOR, IRRESPECTIVE OF RECEIPT, CHECKING OR REVIEW OF DRAWINGS BY
ENGINEER, AND EVEN THOUGH WORK IS DONE IN ACCORDANCE WITH SUCH SHOP DRAWINGS.
11_ EPDXY 5ASED ANCHORS_
FOR ANCHORING REINFORCING STEEL OR RODS IN EXISTING CONCRETE USE:
- NSE 2411 BY "HILTI"
- POWER FAST BY "POWERS/RAWL"
- ALLIED GOLD A-1000 BY "ALLIED FASTENER AND TOOL"
- OR ANY OTHER AVAILABLE PRODUCT PROVEN EQUAL.
DRILL HOLES 1/8" MIN, BIGGER THAN THE DIAMETER OF THE BAR OR THREADED ROD,
THE DEPTH OF THE HOLES TO BE AS INDICATED IN PLANS BUT NEVER LESS THAN
MINIMUM INDICATED BY MANUFACTURER ALL HOLES MUST BE THOROUGHLY CLEANED
FROM DUST AND DRY BEFORE POURING THE EPDXY GEL. IN THE EVENT OF LOST OR
MISPLACED DOWELS INSTALLATION, THE STRUCTURAL ENGINEER (OR REPRESENTATIVE)
MUST INSPECT HOLES PRIOR TO BEGINNING OF EPDXY INJECTION AND BARS
INSTALLATION.
12_ DETAILS AND SECTIONS --
ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL, AND
SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
UNLESS A DIFFERENT DETAIL, OR SECTION, IS SHOWN,
13_ DESIGN LOADS_
WOOD TRUSSES
DEAD LOAD = 25 PSF
LIVE LOAD = 20 PSF
P1kEFAt WOOD IrkusSES & GI1kDE1kS CONNECIroks SCHEDULE
O +I'IO
OnS $�p Y
LESS O I WIS
NOIiD
�ONN9&Ok 4LOVOL9 LOAD► VALUES albs)
NAIL 5 �t
QU
LIPADA
AL
�"
A LOAD
Pa4ll IL TO '4 L
LA I AL, L AD
lute] NDI�ULAk TO 'gyp
O
META 20 W/TSS
1450
340
195
(8)-10c1 x 11/2" NAILS
FL 114-13
BO
DETAL 20
2400
2000
1505
(15)-10c1 x 11/2" NAILS
FL 11413
C�] 3
6 12"
RT5-1
+ 10'-4"
0 x 12
2-#S
WIND LOAD PRESSURES
FOR ROOFING DESIGN (ASD)
ZONE
PRESSURE
I
-l2 PSF
2e
-113 PSF
C3)
-131 PF
2r
-107 PSF
NET WIND LOAD PRESSURES
FOR TRUSS DESIGN (ASD)
(GROSS PRESSURES HAVE BEEN REDUCED BY 5 PSF TO OBTAIN NET PRESSURES)
ZONE
PRESSURE
JACK TRUSSES
ALL OTHER TRUSSES
1
-61 PSF
- 44 1=5F
02e
-108 PSF
-92 PSF
C3)
-132 PSF
-01 PSF
2r
-102 PSF
-66 PSF
WIND LOAD PRESSURE FOR WINDOWS,
DOORS AND LOUVERS. (ALLOWABLE)
(POUNDS PER SQUARE FOOT)
+TOP OF
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ZONE 0
ZONE5
AREA
��.
�'
POSITIVE
INEGATIVE
POSITIVE
NEGATIVE
No.
10 ft2 to 25 ft2
+413
- 53
+413
- 65
NOTES:
L- ZONE ( 15 DEFINED AS ANY DOOR OR WINDOW WITHIN a =3'-O'
FROM A Y CORNER OF THE BUILDING, ALL OTHER LOCATIONS
ARE DEFINED AS ZONE 4
2,-VALUE5 INDICATED CAN BE INTERPOLATED.
NOTE. THE WIND PRESSURES INDICATED ON THE TABLES ARE TO BE USED
WITH LOAD COMBINATIONS OF A5CE-1-10
L1/4 L1/4 OR I L2/4 L2/4 OR CANT.
WHICHEVER IS GREATER WHICHEVER IS GREATER
"C" B R —1 TOP BAR I STOP BA
BOTTOM BAR LAP 24 BAR DIA.
INTERMEDIATE
REINFORCING STIRRUPS AS SCHEDULED
STD. HOOKS I I/2" COVER ALL SIDES
1 THRUOUT LI I L2
tE
TYPICALAM DIAGRAM �
BOTTOM RAR
NOTES --
L- - "C" BARS ARE TOP BARS AT NON -CONTINUOUS ENDS.
2 - "E" BARS ARE TOP BARS OVER RIGHT INTERIOR SUPPORTS.
3.- TOP BARS CALLED FOR AS CONTINUOUS, WHEN SPLICED,
SHALL BE SPLICED IN THE 1" 11DDLE THIRD OF THE SPAN.
4.- REFER TO INTERMEDIATE BEAM REINFORCING FOR ADDITIONAL REINFORCING.
5.- PROVIDE AT ALL NON-BEARING BLOCK WALLS, A TIE -BEAM Vx12" (MIN-AJJITH
2-S TOP ANP BOTTOM CONT., #3 TIES, 4 AT 12 "c/c EACH END, RAL. AT 45"c/c
TIE -BEAMS MUST BE DOWELED INTO WALLS AT EACH END, AT INTERSECTIONS, AT
INTERMEDIATE POINTS.
(o.- PROVIDE 2-#5 x5' -O" CORNER BARS (EXTEND 30" IN EACH DIRECTION FROM
CORNER) AT ALL NON-BEARING BLOCK WALLS.
EE
lYl rl
tEA M SH
0
2r
2� Ol
EI�IIi EE- EACH END.
a EG- EAGN CORNER
MAAK
+TOP OF
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SIDE
(IN.)
W x H
AMWOkIdING
StkkupS
��.
�'
+I'
�'
2e
EF�
No.
SPA IN�G
T5-1
+ V-0"
0 x 12
2-'S
2 -*5
I
C�] 3
6 12"
RT5-1
+ 10'-4"
0 x 12
2-#S
2 -*5
U 3
Q 12"
R5-1
+10'-4"
8 x 12
2-#6
2-#(o
Ll 3
e 5"
NOTE: VALUES INDICATED ARE NET UPLIFT.
/-,4\UPLIFT DIAGRAM
SCALE: N.T.S.
RAI
RODRIGUEZ
ARCHITECTS
INCORPORATED
2121 PONCE DE LEON BLVD, STE, 1010
CORAL GABLES, FL. 33134
TEL: (305) 448-3373
FAX: (305) 448-3374
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REVISIONS:
cn
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STRUCTURAL GENERAL NOTES
SCHEDULES AND DETAILS
SCALE INDICATED
CHECKED BY:
ISSUE DATE;
MAR
02/04/22
DRAWN BY;
FPROJECT NO.
DMS
2154
n2 -r 2r Ol
2e
L
I
NOTE: VALUES INDICATED ARE NET UPLIFT.
/-,4\UPLIFT DIAGRAM
SCALE: N.T.S.
RAI
RODRIGUEZ
ARCHITECTS
INCORPORATED
2121 PONCE DE LEON BLVD, STE, 1010
CORAL GABLES, FL. 33134
TEL: (305) 448-3373
FAX: (305) 448-3374
A A C ----- 1 0 0 9 9
0
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REVISIONS:
cn
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J
STRUCTURAL GENERAL NOTES
SCHEDULES AND DETAILS
SCALE INDICATED
CHECKED BY:
ISSUE DATE;
MAR
02/04/22
DRAWN BY;
FPROJECT NO.
DMS
2154
,/ D.D.A. ENGINEERS P.A.
CONSULTING ENGINEERS
4930 S.W. 74TH Court
Miami, Florida, 33155
1 Phone: (305)666-07-1-1
Fax:(305)666-5259
" www.ddaeng.com
2022-42-B OF
53.01
SHEETS
I%
C
2x4 CRC
BRACING
2x4 COT
HORIZON
LATERAI
BRACING
2x8 (P_T_) x 0'-S" WITH
C2)114" DIA_ TAPCONS
� EMB_ 11/4" ) AT 4" c/c_
(3) 12d NAILS AT BRACE
TERMINATING AT WALL
(2) 10d NAILS EACH MEMBER
2"x4" CONT_ LATERAL WOOD
BRACING NAILED TO BOTTOM
CHORD AT PANEL POINT AT
MAXIMUM 10'-0" SPACING OR LESS
IF REQUIRED BY TRUSS ENGINEER
48"
(OVERLAP 6 SPLICES)
PRE-ENGINEERED WOOD
TRUSS BOTT_ CHORD
5/8" PLYWOOD OVER TRUSSES
HORIZON
ISSUE DATE:
MAR
02/04/22
DRAWN BY:
PROJECT NO.
DAIS
2154
SSS
rINUOUS
_
°
°
S
WO
AT
2-1
(T'
2x4
BRfi
e
H
OD
24"c.
0d 1
'P_) -
(4) 12cl NAILS 4
BRACE TERMIN
AT GIRDER TRI,
GIRDER TRUSS
2x4 CONTINUOUS
HORIZONTAL
LATERAL BRACING
10 SP_ 2'-0" c/c = 20'-0" (MAX_)
TYPICAL PERMANENT LATERAL BRACING FOR TRUSSES
NOTES:
HORIZONTAL BRACING OF TOP AND BOTTOM CHORD=
1_ PROVIDE ONE ROW OF HORIZONTAL BRACING
AS SHOWN EVERY 10'-0" OF SPAN OF TRUSS_
2_ BRACING MEMBERS TO BE CONTINUOUS 2x4 WOOD
MEMBERS AT SPLICE LOCATIONS, LAP BRACING
MEMBERS OVER AT LEAST TWO TRUSSES_
ROSS
C ING
D I AGONAL BRAC ING:
1_ PROVIDE CROSS BRACING, AS 6HOWN, AT EACH END
OF EACH ROW OF PERMANENT HORIZONTAL BRACING,
AND AT NO MORE THAN 20'-0" SPACING IN
DIRECTION OF HORIZONTAL BRACING_
2_ BRACING MEMBERS TO BE 2x4 WOOD MEMBERS_
DETAIL OF PERMANENT LATERAL BRACING FOR TRUSSES
SCALE: N.T.S.
Sd RING
SHANK
5/0" CDX CONC_
PLYWOOD-/ --A BEAM, SEE
�1M 2x8
FACIA_ SEE
ARCH'L
PLYWOOD Sd RING SHANK
EDGE HOT -D IPPE D
GALVANIZED 6 4"r-Ir-
RING
"c/cRING SHANK
STANDARD NOOK
TOP OF TB
SEE PLANS
VERIFY WITH ARCH.
DRAWINGS
BLOCK WALL
//--2- l(od NAILS
AT FACIA_
WOOD TRUSS, 7 TYP_
SEE PLA
PLYWOOD ROOFING
NAILING PLAN
\DETAIL
�_02SCALE: N.T.S.
2x8 STRUCTURAL
SUB -FASCIA ALL
CONN_ W1 (4)- l(od
NAILS
CORNER OF ROOF TRUSSES
B D E T A I L
63.02 SCALE: N.T.S_
ROOF TB RE INF_
SEE BEAM SCHEDULE
ADD #3 C
ADD 2 05 BOTT_
EXTEND (o" INTO
WALL EACH END_
I. WINDOW OR DOOR OPENING I. A"
TYPICAL CONC. HEADER DETAIL ABOVE
WINDOW / DOOR OPENING
RAI
RODRIGUF�
ARCHITECTS
INCORPORATED
2121 PONCE DE LEON BLVD, STE, 1010
CORAL GABLES, FL. 33134
TEL: (305) 448-3373
FAX: (305) 448-3374
A A C ----- 1 0 0 9 9
ry
0
Li
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0 O o U
z
w o rro
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Li
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REVISIONS:
cn
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STRUCTURAL GENERAL NOTES
SCHEDULES AND DETAILS
SCALE INDICATED
CHECKED BY:
ISSUE DATE:
MAR
02/04/22
DRAWN BY:
PROJECT NO.
DAIS
2154
�RUS
'c
�lA I L
S
a
•"
2x4
BRfi
10 SP_ 2'-0" c/c = 20'-0" (MAX_)
TYPICAL PERMANENT LATERAL BRACING FOR TRUSSES
NOTES:
HORIZONTAL BRACING OF TOP AND BOTTOM CHORD=
1_ PROVIDE ONE ROW OF HORIZONTAL BRACING
AS SHOWN EVERY 10'-0" OF SPAN OF TRUSS_
2_ BRACING MEMBERS TO BE CONTINUOUS 2x4 WOOD
MEMBERS AT SPLICE LOCATIONS, LAP BRACING
MEMBERS OVER AT LEAST TWO TRUSSES_
ROSS
C ING
D I AGONAL BRAC ING:
1_ PROVIDE CROSS BRACING, AS 6HOWN, AT EACH END
OF EACH ROW OF PERMANENT HORIZONTAL BRACING,
AND AT NO MORE THAN 20'-0" SPACING IN
DIRECTION OF HORIZONTAL BRACING_
2_ BRACING MEMBERS TO BE 2x4 WOOD MEMBERS_
DETAIL OF PERMANENT LATERAL BRACING FOR TRUSSES
SCALE: N.T.S.
Sd RING
SHANK
5/0" CDX CONC_
PLYWOOD-/ --A BEAM, SEE
�1M 2x8
FACIA_ SEE
ARCH'L
PLYWOOD Sd RING SHANK
EDGE HOT -D IPPE D
GALVANIZED 6 4"r-Ir-
RING
"c/cRING SHANK
STANDARD NOOK
TOP OF TB
SEE PLANS
VERIFY WITH ARCH.
DRAWINGS
BLOCK WALL
//--2- l(od NAILS
AT FACIA_
WOOD TRUSS, 7 TYP_
SEE PLA
PLYWOOD ROOFING
NAILING PLAN
\DETAIL
�_02SCALE: N.T.S.
2x8 STRUCTURAL
SUB -FASCIA ALL
CONN_ W1 (4)- l(od
NAILS
CORNER OF ROOF TRUSSES
B D E T A I L
63.02 SCALE: N.T.S_
ROOF TB RE INF_
SEE BEAM SCHEDULE
ADD #3 C
ADD 2 05 BOTT_
EXTEND (o" INTO
WALL EACH END_
I. WINDOW OR DOOR OPENING I. A"
TYPICAL CONC. HEADER DETAIL ABOVE
WINDOW / DOOR OPENING
RAI
RODRIGUF�
ARCHITECTS
INCORPORATED
2121 PONCE DE LEON BLVD, STE, 1010
CORAL GABLES, FL. 33134
TEL: (305) 448-3373
FAX: (305) 448-3374
A A C ----- 1 0 0 9 9
ry
0
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w o rro
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LO
LSI
Ei
a
a
Q
a
a
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REVISIONS:
cn
J
U)
z cn
= w
0 �
o_
U
STRUCTURAL GENERAL NOTES
SCHEDULES AND DETAILS
SCALE INDICATED
CHECKED BY:
ISSUE DATE:
MAR
02/04/22
DRAWN BY:
PROJECT NO.
DAIS
2154
D.D.A. ENGINEERS P.A.
A DETAIL � CONSULTING ENGINEERS
4930 S.W. 74TH Court
Miami, Florida, 33155
63.02 SCALE= N.T.S. Phone: (305)666-071-1
JFax:(305)666-5259
" www.ddaeng.com
2022-42-B OF
53.02
SHEETS
PRE -FAB WOOD TRUSSES
624'r -Ir- SEE PLAN.
STEEL TRUSS STRAP
AS SCHEDULED
RAI
RODRIGU Ez
ARCHITECTS
l
INCORPORATED
2121 DE 1-0, 1010
LU CORALC
GABLES,
B FL. VD533134
TEL: 305 448-3373
�' FAX: (305) 448-3374
w T_O_ WALL S"x12" (MIN.) GONG,
X CAP W/205 CONT, A A C ----- 1 0 0 9 9
'-0"
EL. +�I I o
T.O. SLAB
DURING DEMOLITION DO NOT CUT
TIEBAR ENCOUNTERED IN ANY EXISTING
TIE COLUMN OR REINFORCED MASONRY
CELL. CHIP AROUND EXISTING REBAR
EXPOSED LENGTH FOR FOR SPLIICINCx ER
CONC. PAYERS TO
Z W MATCH EXIST.
� O EL_ 0'-011
x�
L"
EL. 0'-0" EL_ -1'-4"
T.O. SLAB
.....� T_0.FTG-
/,4\ DEMOLITION
=TCS_
/a\DEMOLITION DETAIL
SCALE: 1/2"=1'-0"
ROOFING SYSTEM OVER
PLYWOOD SHEATHING OVER
PRE -FAB WOOD TRUSSES
12 GONG, BLOCK
WALL RE IF_
W/1-06632 "c/c_
GONG_ FOOTING
WF -36, SEE PLAN.
r4\S E C T I ON
5C,4LE-- 1/2"=1'-0"
12 1 PRE -FAB WOOD TRUSSES
X24"c/c SEE PLAN.
EL. +1'-6"
T -O. WALL
CONC. PAVERS
TO MATCH EXIST
S"x16" (MIN.) GONG_
CAP W/3#5 CONT -
0 CONC, BBLOCK
WALL REIT.
W/1-#5648 c/c
EACH WALL.
GONG, FOOTING WF -30,
SEE PLAN,
SECT 1 O N
SC,4LE-- 1/2"=1'-0"
ROOFING SYSTEM OVER
PLYWOOD SHEATHING OVER
PRE -FAB WOOD TRUSSES
PRE -FAB WOOD TRUSSES
s24"c/c SEE PLAN.
SECT 1 O N
5C,4LE= 1/2"=1'-0"
191
EXISTING BLOCK
WALL TO REMAIN_
SECT 1 O N
5C,4LE-- 1/2"=1'-O"
STEEL TRUSS STRAP
AS SCHEDULED
EL_ +10'-4°
T.O. BEAM
EL_ +8'-0"
T.O. TIE. BEAM
EL_ 0'-0"
T.O. SLAB
0
z
0
a
0
z
w
i
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LIL
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(10w
0
w
(100
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REVISIONS:
U)
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W
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1
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w
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z
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U (n
SPC H
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1�NnS
RESTROOM FACILITY
SECTIONS
SCALE INDICATED
CHECKED BY: ISSUE DATE:
MAR 02/04/22
DRAWN BY: PROJECT NO.
DMS 2154
�. D.D.A. ENGINEERS P.A.
CONSULTING ENGINEERS
4930 S.W. 74TH Court
Miami, Florida, 33H5¢I
Phone: (305)666-0711
Fax:(305)666-5259
www.ddaeng.com
2022-42-B OF
54,01
SHEETS
STEEL TRUSS STRAP
CONCRETE TIE BEAM,
AS SCHEDULED
SEE PLAN_
EL_ +10'-4"
CONCRETE ROOF
.....
......
TO- BEAM
CONCRETE
BEAM, SEE PLAN.
LAN_
BEAM, SEE PLAN -
:/Jj
3'-0"
3'-011
1L/
NEW GONG. BLOCK
NEW BLOCK WALL.
EL +S'-0"
WALL.
CONCRETE TIE
TO-
CONCRETE TIE
CONCRETE TIE
BEAM, SEE PLAN.
CONCRETE ROOF
BEAM, SEE PLAN.
BEAM, SEE PLAN.
EXISTING BLOCK
EXISTING BLOCK
BEAM, SEE PLAN.
WALL TO REMAIN_
WALL TO REMAIN_
1-#5 DROP INTOCONCRETE
TIE
1-#5 DROP INTO
EXISTING BLOCK
BEAM, SEE PLAN_
EXISTING BLOCK
CELL AND FILL
CELL AND FILL
WITH GROUT, SEE
WITH GROUT, SEE
PLAN.PLAN_
1-#5 DROP INTO
EXISTING BLOCK
CELL AND FILL
ING BLOCK
WITH GROUT, SEE
PLAN.
WALL ING BLOCK -
UEJALL
EXISTING BLOCK
WALL_
EXISTING GONG
EXISTING CONC_
SIO
LABTREMAIN.
SLAB TO REMAIN_
FOOTING TO
REMAIN_%01 EL 0'-0°
FTNNC_ i
OOII
�
TO- SLAB
FT G NC_—
OOINTO
G TO
REMAIN. �������;i%i%moi%�;�;ii�i��i%�;�;i%����
�;�;i%�;i%ii��i%moi%�;i%moi%�;%�i��.
REMAIN.
SECT 1 O N
5C,4LE= 1/2"=1'-0"
191
EXISTING BLOCK
WALL TO REMAIN_
SECT 1 O N
5C,4LE-- 1/2"=1'-O"
STEEL TRUSS STRAP
AS SCHEDULED
EL_ +10'-4°
T.O. BEAM
EL_ +8'-0"
T.O. TIE. BEAM
EL_ 0'-0"
T.O. SLAB
0
z
0
a
0
z
w
i
U
LIL
0
(10w
0
w
(100
Of
il-
0
M
LO
w
N
M
Q
REVISIONS:
U)
W
U
U
Q
Z
U
Q
W
M
W
z
0
1
0
Q o
o Q0
o �
J
li
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2 �
U
Q 0J
w L
in I
w
LV) z =
w
Q w
M
zZD ILLJ
z cn
J J
0�
L.IL- 0
o �
z
� C)z
U (n
SPC H
� J
1�NnS
RESTROOM FACILITY
SECTIONS
SCALE INDICATED
CHECKED BY: ISSUE DATE:
MAR 02/04/22
DRAWN BY: PROJECT NO.
DMS 2154
�. D.D.A. ENGINEERS P.A.
CONSULTING ENGINEERS
4930 S.W. 74TH Court
Miami, Florida, 33H5¢I
Phone: (305)666-0711
Fax:(305)666-5259
www.ddaeng.com
2022-42-B OF
54,01
SHEETS