HomeMy WebLinkAboutRevision ao m
STRUCTURAL DESIGN CRITERIA STRUCTURAL STEELMASON
o
D-1 CODES: 2014 FLORIDA BUILDING CODE, BUILDINGS e a
2014 FLORIDA BUILDING CODE, RESIDENTIAL RC-8 MAXIMUM WATER TO D CEMENT RATIO WHEN NO BACK—UP DATA IS AVAILABLE: S-1 FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM STEEL COLUMN SCHEDULE
a) 3000 PSI, 28 DAY COMPRESSIVE STRENGTH; W/C RATIO 0.58 MAXIMUM M-1 MASONRY CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE � a N
2014 FLORIDA BUILDING CODE, EXISTING TO THE AISC "MANUAL OF STEEL CONSTRUCTION," NINTH EDITION
(NON-AIR ENTRAINED), 0.47 MAXIMUM (AIR ENTRAINED) REQUIREMENTS FOR MASONRY STRUCTURES' (ACl/ASCE 530-02) AND AND THE AISC "SPECIFICATION FOR THE DESIGN, FABRICATION, AND
b) 5000 PSI, 28 DAY COMPRESSIVE STRENGTH; W/C RATIO 0.40 MAXIMUM SPECIFICATIONS FOR MASONRY STRUCTURES" (ACl/ASCE 530.1-02) AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS," LATEST EDITION. COLUMN MARK SC1
D-2 DESIGN SUPERIMPOSED DEAD LOADS:
FLOOR 25 PSF (NON-AIR ENTRAINED), 0.35 MAXIMUM (AIR ENTRAINED) EXCEPT AS AMENDED BELOW. Z
ROOF 25 PSF
RC-9 FLYASH, WHEN USED, SHALL BE LIMITED TO 20� OF THE M-2 CONTRACTOR SHALL OBTAIN COPY OF MASONRY CODE AND S-2 ALL MISCELLANEOUS STEEL SHALL CONFORM TO A-36 WITH MINIMUM ply; 1 a z F
DESIGN LIVE LOADS: CEMENTITIOUS MATERIAL. DO NOT USE FOR EXPOSED SLABS SPECIFICATIONS FOR REFERENCE AT THE JOBSITE. YIELD STRENGTH OF 36 KSI. ALL STRUCTURAL STEEL TO CONFORM ROOF a
FLOOR 40 PSF TO ASTM A572 GR 50 WITH A YIELD STRENGTH OF 50 KSI.
ROOF 20 PSF RC-10 SUBMIT COPIES OF CONCRETE MIX DESIGN TO ENGINEER FOR APPROVAL M-3 STRUCTURE HAS BEEN DESIGNED AS A BEARING WALL STRUCTURE.
UNINHABITABLE ATTIC WITHOUT STORAGE 10 PSF INFORMATION SHALL INCLUDE: ALL MASONRY UNITS SHALL BE LAID PRIOR TO CONCRETE S-3 UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE 3/4" DIAMETER o 3
UNINHABITABLE ATTIC WITH STORAGE 20 PSF a) INTENDED USAGE AND LOCATION FOR EACH TYPE PLACEMENT OF COLUMNS, BEAMS AND SLABS FOR THE SAME STORY. ASTM A325 AND SHALL BE BEARING TYPE CONNECTIONS INCLUDING. W }
D-3 ULTIMATE DESIGN WIND SPEED, Vult: 161 MPH (3 SECOND GUST) b MIX DESIGN FOR EACH TYPE SUITABLE NUTS AND PLAIN HARDENED WASHERS. ALL BOLTS SHALL ?
NOMINAL DESIGN WIND SPEED, Vasd: 125 MPH (3 SECOND GUST) c) CEMENT CONTENT IN POUNDS-PER-CUBIC YARD M-4 USE TYPE "M" MORTAR FOR ABOVE GRADE APPLICATIONS BE NUG TIGHT UNLESS NOTED OTHERWISE.
RISK CATEGORY: II d COARSE AND FINE AGGREGATE IN POUNDS/CUBIC YARD AND TYPE "S" MORTAR FOR BELOW GRADE APPLICATIONS. N
WIND EXPOSURE CATEGORY: D e) WATER CEMENT RATIO BY WEIGHT MORTAR SHALL CONFORM TO ASTM C270 (PROPORTION OR PROPERTY S-5 ALL SHOP AND FIELD WELDING SHALL BE DONE BY CURRENTLY SECOND FLOOR � �
MEAN ROOF HEIGHT, G 35.00 FT f) CEMENT TYPE AND MANUFACTURER SPECIFICATION)
ROOF PITCH: 2:12, 4:12 g SLUMP RANGE CERTIFIED WELDERS IN ACCORDANCE WITH AWS D1.1 STRUCTURAL
ENCLOSED BUILDING h� AIR CONTENT M-5 MASONRY UNITS SHALL CONFORM TO ASTM C90, NORMAL WEIGHT, WELDING CODE," LATEST EDITION. o ^
INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 i) ADMIXTURE TYPE AND MANUFACTURER TYPE II. MINIMUM NET COMPRESSIVE UNIT STRENGTH OF 2000 PSI Z
PERCENT ADMIXTURE BY WEIGHT TO PROVIDE NET AREA COMPRESSIVE STRENGH OF MASONRY (Fm ) S-6 USE E70XX ELECTRODES FOR ALL WELDING UNLESS NOTED o
ASSUMPTIONS: k) STRENGTH TEST DATA REQUIRED TO ESTABLISH MIX DESIGN OF 1500 PSI. OTHERWISE. GRIND SMOOTH ALL EXPOSED WELDS. o a a F
A. BUILDING IS ASSUMED TO BE ENCLOSED AS DEFINED BY I) COMPLETE DETAIL AND PLACING SHOP DRAWINGS FOR ALL REINFORCING � LU z m
SECTION 1606.1.5 FBC Cl 0
B. ALL COMPONENTS AND CLADDING SUBJECT TO WIND LOADINGS, STEEL INCLUDING ACCESSORIES THAT HAVE BEEN REVIEWED AND STAMPED M-6 COARSE GROUT SHALL CONFORM TO ASTM C476: S-9 SUBMIT STRUCTURAL STEEL SHOP DRAWINGS FOR REVIEW PRIOR TO FIRST FLOOR W
I.E. DOORS, WINDOWS, JAMBS, ROOFING, ETC, SHALL BE DESIGNED BY THE GENERAL CONTRACTOR a.) 2500 PSI AT 28 DAYS FABRICATION. CLEARLY SHOW ALL PIECE MARKS, CONNECTIONS AND 3 3 W
AND FASTENED TO RESIST DESIGN WIND PRESSURES FOR COMPONENTS b.) 1/4" MAXIMUM AGGREGATE SIZE ERECTION DRAWINGS. ANY SPLICES NOT SHOWN ON CONTRACT o 0 o chi n o
AND CLADDING, AS SHOWN ON PLAN. RC-11 ALL REINFORCEMENT SHALL BE FASTENED AND SECURED TOGETHER DRAWINGS ARE TO BE CLEARLY NOTED FOR APPROVAL.
C. ALL PRE—MANUFACTURED MAIN WIND FORCE RESISTING COMPONENTS, TO PREVENT DISPLACEMENT BY CONSTRUCTION LOADS OR THE PLACING c.) 8 TO 11" SLUMP
I.E. TRUSSES SHALL BE DESIGNED TO RESIST MAIN WIND FORCE OF CONCRETE S-10 DO NOT WELD TO EMBEDS UNTIL CONCRETE HAS CURED AT LEAST 72 X € �oga�re
RESISTING DESIGN FORCES, AS SPECIFIED ON PLAN AND M-7 A REINFORCED CONCRETE TIE BEAM OR MASONRY TIE BEAM HOURS. USE APPROPRIATE WELDING PROCESSES TO LIMIT HEAT
SHALL BE IN AND SHALL BE INSTALLED IN ACCORDANCE WITH RC-12 THE USE OF JITTERBUGS TO CONSOLIDATE CONCRETE WILL NOT BE SHALL BE PROVIDED IN ALL WALLS SHOWN ON THE STRUCTURAL � wo a���ou
MANUFACTURERS SPECIFICATIONS PERMITTED. DRAWINGS AT EACH FLOOR AND THE ROOF. USE GALVANIZED MESH BUILDUP IN EMBED TO AVOID PLATE EXPANSION AND CRACKING OF vNi €" �waao
D. ALL GLAZING IS TO HAVE EITHER IMPACT RESISTANT GLAZING OR BE TYPE CELL CAPS. PROVIDE CORNER BARS AT ALL BEAM CORNERS CONCRETE. GROUND FLOOR = � ��� �'m~s
PROTECTED WITH AN IMPACT RESISTANT COVERING. TO MATCH HORIZONTAL BARS. S-11 HEADED STUD ANCHORS SHALL BE A36 AND MANUFACTURED
1. GLAZED OPENINGS LOCATED WITHIN 30 FT OF GRADE SHALL RC-13 ALL PUMPED CONCRETE WITH #57 AGGREGATE IS TO CONTAIN A HIGH ow `6 �ws
BOTTOM OF BASE IL' ELEVATION 15.08't NAVD
MEET THE REQUIREMENTS OF THE LARGE MISSILE TEST RANGE WATER REDUCING AGENT. MINIMUM SIZE OF DISCHARGE TO BY NELSON STUD OR APPROVED EQUIVALENT. STUD WELDING SHALL �n33 N3 tau
2. GLAZED OPENINGS LOCATED MORE THAN 30 FT ABOVE GRADE BE 4" I.D. M-8 UNLESS NOTED OTHERWISE, TIE BEAMS SHALL BE EITHER CONFORM TO AWS D1.1 STRUCTURAL WELDING CODE.'
SHALL MEET THE REQUIREMENTS OF THE SMALL IMPACT TEST a. 8"X16" CONCRETE TIE BEAM BASE PLATE SIZE (axbxt) 12"x12"x3/4
E. OWNER OR CONTRACTOR SHALL OBTAIN NECESSARY INSTALLATION RC-14 A 2" I.D. DISCHARGE MAY BE USED WITH #8 AGGREGATE. USE
SPECIFICATIONS AND INSPECTIONS REQUIRED TO COMPLY WITH PLASTICIZER ADMIXTURE IF NECESSARY TO INCREASE SLUMPS REINFORCED WITH (2) #5 TOP AND BOTTOM AND S-12 SURFACE PREPARATION AND SHOP PAINTING OF ALL STRUCTURAL
MANUFACTURERS RECOMMENDATIONS FOR INSTALLATION OF BEYOND THAT NOTED ABOVE. #3 STIRRUPS ® 18" OC STEEL MEMBERS SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF ANCHOR BOLTS (4)3/4"x1'-O" r y Z�
COMPONENTS AND CLADDING FOR HURRICANE PRONE REGIONS. b. (2) COURSES 8" MASONRY U-BLOCK THE "CODE OF STANDARD PRACTICE "OF AISC. U CD o a
D-4 SEISMIC: ZONE 0 RC-15 CHAMFER ALL EDGES OF EXPOSED CONCRETE 3/4" UNLESS NOTED REINFORCED WITH #5 EA COURSE FULLY GROUTED CAP PLATE CP1 J N
D-5 FLOOD DESIGN DATA: 'VE' (ELEV 14), 'AO' (DEPTH 1) OTHERWISE. 5-13 SHOP PAINT-METAL ALKYD-OIL PRIMER, ANY OF THE FOLLOWING: -
SEE ARCHITECT FOR PREFERRED COLOR. to
D-5 FLOOD
DESIGN REPORT RC-16 ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND M-9 VERTICAL REINFORCING FOR FILLED CELLS SHALL CONFORM TO MANUFACTURER DESIGNATION REMARKS J Q c
INSTALLED IN ACCORDANCE WITH ACI 318 AND ACI DETAILING ASTM 615 J
MANUAL, ACI-315 LATEST EDITION. PORTER N0. 296 ¢ 0 c
MOBILE NO. 13F812 L6 O
NO CHANGE TO EXISTING LOADING. J
D-7 THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH REQUIREMENTS RC-17 REINFORCEMENT WITH RUST, MILL SCALE OR A COMBINATION OF M-10 PROVIDE VERTICAL REINFORCEMENT IN GROUT FILLED CELLS: TINEMIC NO. 1009 LL
OF SECTION 3109 OF THE 2014 FLORIDA BUILDING CODE, BUILDING, BOTH SHALL BE CONSIDERED SATISFACTORY, PROVIDED THE MINIMUM A. AS SHOWN ON THE DRAWINGS rn
DIMENSIONS (INCLUDING HEIGHT OF DEFORMATIONS) AND B. MAXIMUM 32" OC AMERON N0. 5102 AMERCOAT Q ro IZE
WEIGHT OF A HAND-WIRE-BRUSHED TEST SPECIMEN ARE NOT Q 2 W U
LESS THAN APPLICABLE SPECIFICATION REQUIREMENTS IN THE C. AT ALL CORNERS AND INTERSECTIONS S-14 SHOP PAINT ALL STEEL EXCEPT SURFACES TO BE EMBEDDED IN CONCRETE, O
_QLNERAL NOTED ASTM STANDARDS REFERENCE IN ACI 318 D. AT ANCHORAGE OF CONNECTIONS OR BEARING OF BEAMS FIELD WELDED, OR COVERED WITH SPRAY-ON FIRE PROOFING. APPLY PAINT �� Q W o m Q
G-'i REVIEW ALL PROJECT DOCUMENTS PRIOR TO FABRICATION AND START RC-18 ALL SLABS ON GRADE SHALL REINFORCED WITH: M-11 REINFORCING BARS SHALL BE LAPPED 48 BAR DIAMETERS WHERE IN ACCORDANCE WITH SIENT PAL, SHOP FIELD AND MAINTENANCE PAINTING.
OF CONSTRUCTION. REPORT ANY DISCREPANCIES TO ARCHITECT OR SYffHETIC FIBER. FIBER LENGTHS SHALL BE 1/2" TO 2" APPLY PAINT IN SUFFICIENT VOLUME OR COATS TO PROVIDE A MINIMUM DRY 37„ 1 0 2 LU W
STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH WORK. AMOUNTS SHALL BE 0.75 TO 1.5 POUNDS PER CUBIC YARD SPLICED AND SHALL BE WIRED TOGETHER. LAP VERTICAL FILM THICKNESS OF AT LEAST 3 MILS BUT NOT MORE THAN 5 MILS. P Nz"
IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATION. REINFORCEMENT ABOVE GRADE BEAM AIJD ABOVE EACH FLOOR �`/—� Z o j
G-2 THE MASONRY WALLS ARE NOT DESIGNED TO WITHSTAND TEMPORARY UNLESS NOTED OTHERWISE. S-15 CLEAN ALL FIELD WELDS AND PRIME AND PAINT AFTER INSPECTION, �.--_ 1 �++
CONSTRUCTION LOADS. IT IS THE CONTRACTOR'S RESPONSIBILITY RC-19 LAP CONTINUOUS REINF. AS NOTED IN LAP SPLICE SCHEDULE OR � N o a
AT ALL TIMES TO MAINTAIN WALL STABILITY DURING THE MIN C BAR DIA. LAP COST. BOTTOM STEEL OVER SUPPORT AND M-12 PROVIDE FULL MORTAR BEDDING AROUND ALL FILLED CELLS WITH / H ES (r-----�1 -e o N
CONSTRUCTION PHASE OF THIS PROJECT. CON . TOP STEEL AT MIDSPAN UNLESS OTHERWISE SPECIFIED. VERTICAL REINFORCING. ` HOLES > i i STEEL COLUMN,
M-13 PLACE ALL MASONRY IN RUNNING BOND WITH 3/8" MORTAR JOINTS. r . d -' � — SEE SCHEDULE W ? o
G-3 IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROTECT EXISTING RC-20 TERMINATE ALL DISCONTINUOUS TOP BARS WITH STANDARD 90 - zt a
FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE DECREE HOOK (PLACED VERTICALLY) UNLESS NOTED OTHERWISE. ! ' L` - - J I J zt 0 N
DURING CONSTRUCTION. M-14 PROVIDE HORIZONTAL WALL REINFORCEMENT 9 GA. LADDER TYPE —; LLLJ
RC-21 PRVo1DE THE FOLLOWING CONCRETE COVERAGES OVER REINFORCING (DUR-O-WALL OR EQUAL) IN BED JOINTS AT 16" O.C. MEASURED f— t o
G-4 NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE VERTICALLY.
REDUCED IN SIZE OR STRENGTH WITHOUT PRIOR APPROVAL IN FOOTINGS / GRADE BEAMS: BOTTOM AND UNFORMED EDGES m >, U m LL
WRITING FROM THE STRUCTURAL ENGINEER. DIRECT CONTACT WITH SOIL 3" CUR. M-15 JOINT REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AT SPLICES 3/4" THICK 6• Z Lij
i
WITH VAPOR BARRIER 2" CUR. STEEL PLATE12„� W C)
AND SHALL CONTAIN AT LEAST ONE CROSS WIRE OF EACH PIECE YYYYY'"'''�����
G-5 COORDINATE STRUCTURAL AND OTHER DRAWINGS THAT ARE PART OF BEAMS & COLUMNS: OF REINFORCEMENT IN THE LAPPED DISTANCE. U > N
THE CONTRACT DOCUMENTS FOR ANCHORED, EMBEDDED OR SUPPORTED INTERIOR 1 1/2" CUR. CP1 0)
ITEMS WHICH MAY AFFECT THE STRUCTURAL DRAWINGS (I.E. MECHANICAL, EXTERIOR 2" CUR. M-16 AT INTERSECTING WALLS FIFTY PERCENT OF THE MASONRY SHALL
ELECTRICAL, PLUMBING, DUCTWORK, ETC.) SLABS: BE LAID IN OVERLAPPING MASONRY BONDING PATTERN CAP PLATE Ei
INTERIOR 3/4" CLR.
t`
G-6 ALL DETAILS AND SECTIONS ON THE DRAWINGS ARE INTENDED TO BE EXTERIOR 1 1/2' CLR. _ -d N
TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR M-17 REFER TO TYPICAL WALL SECTIONS FOR MAXIMUM CONSTRUCTION
SITUATION ELSEWHERE ON THE PROJECT EXCEPT WHERE A SEPARATE CONC. WALLS: AS NOTED BUT NO LESS THAN 1 1/2" CUR. � I,_ LU
DETAIL IS SHOWN. HEIGHT OF MASONRY WALLS. PROVIDE CLEAN—OUT HOLES AT BASE r� LU
SLABS ON GRADE: SINGLE MAT TOP 1/2 TO 1/3 OF FILLED CELL WHEN THE CONCRETE POUR EXCEEDS 5 FEET IN U) � I—
G-7 THE INTENTION OF THE PLANS AND SPECIFICATIONS IS TO PROVIDE OF THICKNESS HEIGHT. SEE SCHEDULE
ALL NECESSARY DETAILS TO CONSTRUCT A COMPLETE STRUCTURE. OUT TOP OF CONCRETE OR CMU
WHEN SPECIFIC INFORMATION IS MISSING OR IS IN CONFLICT. THE RC-22 LE INDIVIDUALLY.PENETRATIOCORE NS THROUGH
NG WILL NBEAMS
AND
PER SLADS SUBMIT M-18 PIACEMEN T USINGDACEPENCILHATLYLPBEV VIBRATOR. PLATE
DURING "b"
CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE LOCATION AND SIZE OF SLEEVES THROUGH BEAMS TO ENGINEER FOR PLATE WASHER WITH HEAVY HEX NUT ; 11/2"
ARCHITECT/ENGINEER. REVIEW PRIOR TO CASTING CONCRETE. M-19 VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP „
G-8 THE ENGINEER SHALL NOT BE RESPONSIBLE FOR LAYOUT, AND BOTTOM OF BAR AND AT 8'-0' OC MAXIMUM WITH A MINIMUM
DIMENSIONAL ERRORS OR DISCREPANCIES RESULTING FROM THE RC-23 NO REINFORCING BARS SHALL BE CUT TO ACCOMMODATE THE CLEARANCE OF 1/2" FROM MASONRY, THE CLEAR DISTANCE BETWEEN • - COORDINATE LENGTH OF
REPRODUCTION AND USE OF CONTRACT DRAWINGS FOR ERECTION AND INSTA.LIATION OF ANCHORS, EMBEDS OR OTHER ITEMS. BARS SHALL NOT BE LESS THAN ONE BAR DIAMETER OR 1". CENTER THREAD REQUIRED WITH PLATE Z J
SHOP DRAWINGS. USE OF CONTRACT DRAWINGS REPRODUCED IN BARS IN WALLS UNLESS NOTED OTHERWISE. AND/OR GROUT THICKNESS.
WHOLE OR ANY PART IN SHOP DRAWINGS SHALL NOT RELIEVE THE RC-24 USE THE STRUCTURAL DRAWINGS INCLUDING REVISIONS AND ADDENDA 0 3/16" FOR 1/4" WALL THICKNE Q �
CONTRACTOR NOR SUBCONTRACTORS FROM THEIR RESPONSIBILITY TO IN CONJUNCTION WITH REVIEWED SHOP DRAWINGS FOR PLACEMENT OF M-20 ALL REINFORCED CELLS ARE TO BE CLEAN AND FREE OF ANY FOREIGN "L"- SEE SCHEDULE _° 1/4" FOR 5/16" WALL THICKNE I—
ACCURATELY LAYOUT, COORDINATE, DETAIL, FABRICATE AND REINFORCING. MATERIAL OR DEBRIS. V) Q W
INSTALL A COMPLETE STRUCTURE. �
RC-25 AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS & STRIP iw HOLE DIA= ~ U =
G-9 REVIEW ALL SHOP DRAWINGS FOR CONFORMANCE WITH THE CONTRACT FOOTINGS, PROVIDE CORNER BARS OF SAME SIZE AND QUANTITY DRILL-IN BOLTS SCREWS AND DOWELS t%1 s V BOLT DIA + J6" D Li U
DOCUMENTS AND FOR COMPLETENESS AND ANSWER ALL CONTRACTOR UNLESS NOTED OTHERWISE AS HORIZONTAL STEEL. C.)
RELATED QUESTIONS. STAMP AND INITIAL ALL SHEETS PRIOR TO DI-1 WEDGE BOLTS SHALL BE ITW RAMSET/REDHEAD BOLTS OR APPROVED \ 1 ` �r� (— w
SUBMITTING SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR RC-26 ALL EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE PRIOR TO EQUIVALENT INSTALLED IN ACCORDANCE WITH MANUFACTURER'S
REVIEW. NON-COMPLIANCE WITH THIS REQUIREMENT WILL RESULT IN CONCRETE PLACEMENT. RECOMMENDATIONS. DO NOT CUT EXISTING REINFORCING TO TYPICAL ANCHOR B 0 LT DETAIL TYPICAL FOR HSS N N z
REJECTION OF SUBMITTAL. INSTALL. Q
RC-27 THE GENERAL CONTRACTOR IS RESPONSIBLE FOR FOR PROVIDING THE
CONSTRUCTION OF ALL FORMWORK IN ACCORDANCE WITH ACI 347. DI-2 MASONRY AND CONCRETE SCREWS SHALL BE MANUFACTURED BY
RAMSET/REDHEAD "TAPCONS" OR APPROVED EQUAL INSTALLED IN
REINFORCED CONCRETE NOTES: TYPICAL BASE PLATE DETAIL
RC-29 PLACE CONCRETE PER ACI 304. USE INTERNAL MECHANICAL ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 1. SEE SECTION OR SCHEDULE FOR ANCHOR BOLT DIAMETER
RC-1 ALL CONCRETE DESIGN AND PLACEMENT SHALL BE IN STRICT VIBRATION FOR ALL CONCRETE. LIMIT MAXIMUM FREE FALL DROP AND FMBFTIMENT L F,NGTH "I " { ( Y Y�"
ACCORDANCE WITH THE ACI "BUILDING CODE REQUIREMENTS FOR OF CONCRETE TO 6'-0" FOR #57 AGGREGATE AND 8'-0" FOR #8 DI-3 ANCHORING ADHESIVE SHALL BE A TWO-COMPONENT SOLID EPDXY-BASED
STRUCTURAL CONCRETE," ACI 318-99. AGGREGATE. ALL PRECAUTIONS SHOULD BE TAKEN TO AVOID DISPENSED THROUGH A STATIC-MIXING NOZZLE SUPPLIED BY THE `2. GRADE 5 FINE THREAD, THREADED RODI, / 4) +" W
SEGREGATION OF CONCRETE DURING PLACEMENT. MANUFACTURER. SYSTEM SUPPLIED IN MANUFACTURER'S STANDARD '' `"" j }TOLES el" U
RC-2 PROVIDE (4) TEST CYLINDERS FOR EACH 50 C.Y. OF CONCRETE SIDE-BY-SIDE CARTRIDGE AND EPDXY SHALL MEET THE MINIMUM 1)¢"
PLACED OR FRACTION THEREOF. RC-30 FOOTING SIZES SHOWN ARE FOR FOOTINGS CONSTRUCTED WITH SIDE REQUIREMENTS OF ASTM C-881 SPECIFICATION FOR TYPE I, II, IV AND V, -� — O W o
FORMi;. IF SOIL MATERIAL CAN HOLD A VERTICAL SHAPE, IT CAN GRADE 3, CLASS B AND C AND MUST DEVELOP A MINIMUM 10,560 PSI Z A 0
BE USED AS AN EARTH FORM PROVIDED FOOTING WIDTH IS COMPRESSIVE YIELD STRENGTH AFTER 7-DAY CURE. Q
RC-3 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS INCREASED 1" IN EACH HORIZONTAL DIRECTION. ALL SLOUGHED ° �
AND SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE MATERIAL SHALL BE REMOVED FROM EXCAVATION BEFORE AND DURING DI-4 GROUTED ANCHORS SHALL BE SIMPSON EPDXY-TIE ADHESIVE SYSTEM O — " �e � W
STRENGTH AT 28 DAYS: PLACEMENT OF CONCRETE. OR APPROVED EQUIVALENT INSTALLED IN ACCORDANCE WITH
SPREAD AND WALL FOOTINGS 3000 PSI** RC-31 PLACEMENT OF CONDUIT AND PIPES IN CONCRETE SHALL CONFORM TO MANUFACTURERS' RECOMMENDATIONS. 1 1$" o _ 0
COLUMNS AND WALLS 5000 PSI DI-5 DRILL-IN REBAR DOWELS AND THREADED ROD ANCHORS (A307) SHALL 1/2" THICK I BAN S Z�ZO Q R4 Z 0
BEAMS AND SLABS 5000 PSI** ACI 3�8, SECTION 6.3. BE SET USING A TWO-PART EPDXY AS DESCRIBED ABOVE. STEEL PLATE ---.il W U
PILECAPS 5000 PSI 12" Perrnitting Departm� o a o U
ALL OTHER CONCRETE 5000 PSI RC-32 CONSTRUCTION JOINTS NOT SHOWN ON THE DRAWINGS MUST BE —
AND LOCATED TO LEAST IMPAIR THE STRENGTH OF THE STRUCTURE. REV 2 St. Lucie County, �- a �, J
•� SEE NOTE RC-4 b3 LOCAT�ON OFT ANY OSNSTRUCOT ONOJO NT NIOT SHOWN MIS SUBJECT ECT
NO w
RC-4 ALL STRCUTURAL CONCRETE EXPOSED TO DIRECT MARINE AIR TO REVIEW AND ACCEPTANCE BY ENGINEER. BEARING PLATE Q x N
ENVIRONMENT SHALL HAVE EITHER ONE OF THE FOLLOWING `-������_�`
a. 4.5 GAL/CY OF GRACE CONSTRUCTION PRODUCTS DCI-S
CORROSION INHIBITOR ADMIXTURE. USE SUPERPLASTtCIZER TO l`�1'�✓^Y-WYY��Y� REV 2
MAINTAIN WATER/CEMENT RATIO (`
JOSEPH W. SCNULIfE R. REC. N0. 4I19 FN.IN R RTFl
[]b. SIKA FERROGUARD 903 APPLIED 100 TO 150 SF/GAL �.
TO EXPOSED CONCRETE SURFACES CONCRETE BEAM SCHEDULE 048
�
RC-5 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS (` Jaaw s artnE
MARK BEAM SIZE REINFORCEMENT STIRRUPS REMARKS RREC N0. SY 4M
P. SMDpArO
RC-6 USE REGULAR WEIGHT CONCRETE.
»C„ OR eeEn »Ca OR aE» 1 �R, fO 7006
(, 99 �� ) li
RC-7 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 AND HAVE THE ( WIDTH DEPTH TOP BARS BARS LEFT BARS RIGHT BOT BARS D BARS SIZE TYPE SPACING l DATIJAN 07
FOLLOWING SLUMPS & AGGREGATE REQUIREMENTS: — —
CB5 8" 18y2„ 2_#5 _ 2—#5 #3 8" ; SHEET
LOCATION SLUMP MAX AGGREGATESim
FOOTINGS 4"t1" ASTM #57
COLUMNS 5"t1" ASTM ##57 ASTM #57 \ , 0,8
BEAMS AND SLABS 5"t1" 7 N0.
PILECAPS 4"tt" ASTM #57 A.._ •.-_� 1.�../��_.A. .�J�..� .i�� �.. J���._J�-_lt_� . ��.���.J�._J�_ � % ���./ JL.J�..J� .l�J�.. �_�Jti.�...i _�JL./\_� —f ._. .,:
PicOJEC
t
�t1
^ N
a
N
O
O
W
O U
H
w
ui
LJ
0
1 f
►- - -� I
W
t47.1 I I +47.1 I SERVICE ACCESS I.1-51
-51.f -51.1 i DOOR (TYP) -51.1
\ I I .I o
I I +471 I I � - - - - - - - - - -� �- - - —; Lmlni
J--
_j
+47.1REV 1-51.1 .SERVICE ACCESS_...._.. 'DOOR REMOVED
i
o
" w
—I a lcl
ci
� � ��'
C:)
I I I 1 1
® Zz = W
-
go >
/� / .. N orn
❑ ` 05 Z F N �i'
� o
ff = wo
! I I I I I 42
I I m zumu-
I � uj
CK
I_ - - __
i zN
II FULLY GROUT ALL � Ad ti �
II I CELLS SOLID U
L- _ — — _ / 0. .. _ _ _ _� I I I BELOW GRADE I„� U I-
LU I I I V,
I I I I I I I I !
I I I I I I I i t I I I o
oFULLY GROUT ALL CELLS � � _ FULLY GROUT ALL CELLS I
1 } I I SOLID BELOW GRADE I I SOLID BELOW GRADE I ( LL-
II a WALL LEGEND
FRANGIBLE FULL MASONRY INFILL WALL REINFORCED O W Q
W/ 9GA HORIZONTAL REINF ® 16" OC AND #5 O
VERTICAL REINF IN FULLY GROUTED CELLS AT THE Z Q 0
FOLLOWING LOCATIONS O a
O�bCEO P�GQPO 1. ALL CORNERS AND INTERSECTIONS Q
~ W
32.. ADJAMAX ENTOTO ALL OPENINGS Q Q+' � �
4. AT INTERSECTION WITH EXISTING MASONRY WALL O E-+ = Z
I15 0 �S �y��� 5. AS SHOWN ON PLAN Q W Z O
FULLY GROUT ALL CELLS__
_..
FRANGIBLE PORTION OF MASONRY INFILL WALL UP TO O a Oow
U
BOTTOM OF WINDOW REINFORCED W/ 9GA HORIZONTAL
SOLID BELOW GRADE H QJ Lo
I FULLY GROUT ALL REINF ® 16" OC AND #5 VERTICAL REINF IN FULLY 2 � -I
E _ /1� / CELLS SOLID GROUTED CELLS AT THE FOLLOWING LOCATIONS w
BELOW GRADE 1. ALL CORNERS AND INTERSECTIONS _ x v1
P. 2. ADJACENT TO ALL OPENINGS Q
/ / --- 3. MAX 32" O.C. a+
4. AT INTERSECTION WITH EXISTING MASONRY WALL
5. AS SHOWN ON PLAN
FULL 8" THICK CONCRETE INFILL WALL REINFORCED
W/ #5 ® 12" OC VERTICAL AND HORIZONTAL rNtFL
R ceanflcanoJ
® PORTION OF 8" THICK CONCRETE INFILL WALL REINFORCED ❑ PH W. SCHUUlE
W/ #5 012" OC VERTICAL AND HORIZONTAL NED. NO. awa
L7 S. INTU
NEC. NO. 57395
• • EXISTING MASONRY WALL TO REMAIN, FIELD VERIFY I M P. STODDARD
LOCATION OF EXISTING REINFORCED FILLED CELLS. IF ��5�5os
MISSING, PROVIDE FULLY GROUTED CELLS REINFORCED W/ q p#5 VERTICAL IN ACCORDANCE WITH TYPICAL DETAIL AT DATF: l�AN O7 LOu
THE FOLLOWING LOCATIONS:
1. ADJACENT TO ALL OPENINGS SHEET
2. AS SHOWN ON PLAN
S2. 0
PROJECT NO.
14-058
�al N
Q �
N
CN7
Z
Z
W
- - — J III 3
s
_EXIST EXIST EXIST \ \ / - \
_ — ZOF o °g
— — — EXIST — ��w€woMzw_xo
—'--4J �n 33n�v_3w�nc°i
_ EXl57— EXIST EX/ST— —' —
CAP PLATE,
SEE SCHEDULE J � >
s rL® r III Q
NI I a III I o sN
wl
B/S3. 1 u- w I I Q �
� Go
EXISTING GROUND FLOOR I h1 O Q
75.08' NAVD 0om
J
IW O ZzQW
rnLkZ0 >
EC
11 II II II 11 11 I I� � � o � h
z Q J �
II II II II 11 II I I co wca
_ I I W '— N
Y Z
IIl j Qti
I
EXISTING
ELEVATOR I .�- FW-
, OPENING V J U
{ r
11 0 �
STAIR
�1 \ o a
EXISTING FOYER
1 -1 20.58' NAVD
REV 1 �6'-2 REV 1 I I Q
EXIST EXIST /"
rIT, ;T EXIST
EXISTING LANDING I -
-2tij 20.24' NAVD V-2n�.1
EXISTING LANDING
20. 17' NAVD W
C.
W p
\ \ / /
a
z
" w Z�
a w
W O a OOU
� 4 Lo
Ld
EXIST
ENGINEER CERTIFlCA770N
JOSEPH W. SCHULKE
FL REG. NO. 47048
MOAN B. SMLE
FL REG. NO. 57396
L11AM P. STODDARD
5y605
DATErJAN 07 2020
SHEET
S2 . 3
PROJECT N0.
14-058
m
N
FIC,
v
N
EXISTING DECK
24,58' NAVD s
OCO
>� z
W
J
J
Q
3
0
0
a
J O n
a i o
I N
N Uj lJ UI el M
a Q R < N
C7 W W
O O O U y O
WONww �
3 flw EXISTING DECK
DECK www �a�3�w
o 'a z-i�w
24.83' NAVD H.Fm
�x�w 3�rc
W O�UW Wd�UW K6
�u33w�✓_+zw�aii
Z
U �
J 04
J a �
® W oN
LL N
00
42
OJ C)
Z o Q c
® W o w --I
O m Q
CN
o ZZ � w
go >
i!� NQ �
06
2 o Nrn
1- w O
W g � � ^
J CD W U) N
EXISTING FIRST FLOOR � O 1-
25, 17' NAVD
p
U ED LL
W ~ cj�
ui Q U � N
REV 1 REV 1 r
2 ZN
EXISTING U J
ELEVATOR TOP OF WALL
OPENING 30.67' NAVD
TOP OF WALL
TOP OF WALL 3 ,67' NAVD
30.67' NAVD 40
is
i Q
EXISTING J
,STAIR, OPFNIN('. _ d.
TOP OF PLATE REV 1 TOP OF PLATE
29.30' NAVD � R 10 W 12x30x TOS R8 29.30' NAVD �
33' NAVD
TOP OF WALL TOP OF WALL O
AND BEAM -0} no AND BEAM
EXISTING FOYER
30.33' NAVD / 30.33' NAVD J
� 20.58' NAVD
REV 1 LL-
CB5
LXIShNG LANDING
CO 20.24' NAVD
�+-
a
EXISTING LANDING
20. 17' NAVD WALL LEGEND
c _ ® FRANGIBLE FULL MASONRY INFILL WALL REINFORCED O W
W/ 9GA HORIZONTAL REINF ® 16" OC AND #5 N
VERTICAL REINF IN FULLY GROUTED CELLS AT THE Z Q ct
FOLLOWING LOCATIONS L (/] Q 9
1. ALL CORNERS AND INTERSECTIONS ~ W Q U`
2. ADJACENT TO ALL OPENINGS ¢ �+
3. MAX 32" O.C.
4. AT INTERSECTION WITH EXISTING MASONRY WALL o E•" = j
5. AS SHOWN ON PLAN Z Z 0
W
FRANGIBLE PORTION OF MASONRY INFILL WALL UP TO z a L w
BOTTOM OF WINDOW REINFORCED W/ 9GA HORIZONTAL 2 ¢ � D
REINF ® 16" OC AND #5 VERTICAL REINF IN FULLY
GROUTED CELLS AT THE FOLLOWING LOCATIONS w
1• ALL CORNERS AND INTERSECTIONS n x
2. ADJACENT TO ALL OPENINGS
3. MAX 32" O.C.
-------- — 4. AT INTERSECTION WITH EXISTING MASONRY WALLI
5. AS SHOWN ON PLAN
FULL B" THICK CONCRETE INFILL WALL REINFORCED W/
#5 O 16" OC VERTICAL AND 12" OC HORIZONTAL ENGINEER CERTFGTON
3 REV 11
PORTION OF S" THICK CONCRETE INFILL WALL REINFORCED ❑ JOSEPH W. SCHUME
W/ #5 ® 12" OC VERTICAL AND HORIZONTAL ti REc. Ho. nose
❑ JOOu� e. ,KYLE -
M. Wa. NO. sr30
EXISTING MASONRY WALL TO REMAIN, FIELD VERIFY �' 1
LOCATION OF EXISTING REINFORCED FILLED CELLS. IF i i n LLWN P. 5fooaNeO
. A sos
MISSING, PROVIDE FULLY GROUTED CELLS REINFORCED W/ PI
#5 VERTICAL IN ACCORDANCE WITH TYPICAL DETAIL AT DATE.J:q N 0 7 242�
THE FOLLOWING LOCATIONS:
1. ADJACENT TO ALL OPENINGS SHEET
2. AS SHOWN ON PLAN
S2 .4
PROJECT NO
14-058
OFFICE USE ONLY:
DATE FILED: PERMIT# SLC-1706-0523
REVISION FEE: 7s b RECEIPT#
PLANNING & DEVELOPMENT SERVICES
BUILDING&CODE REGULATION DIVISION
2300 VIRGINIA AVENUE
FORT PIERCE, FL 34982-
(772)462.1553
APPLICATION FOR BUILDING PER R N
PROJECT INFORMATION
LOCATION/SITE
ADDRESS:
5050 N HIGHWAY A1A,HUTCHINSON ISLAND,34949
1414-220-0005-000/5
DETAILED DESCRIPTION OF PROJECT
REVISIONS:
EXTENSION OF PERMITED 1 ST FLOOR CONCRETE WALL SECTIONS,ADDITION OF CONCRETE AND STEEL BEAMS
CONTRACTOR INFORMATION:
STATE of FL REG./CERT. #: ST. LUCIE CO CERT. #:
BUSINESS NAME:
QUALIFIERS NAME:
ADDRESS:
CITY: STATE: ZIP:
PHONE(DAYTIME): FAX:
OWNEWBUILDER INFORMATION:
NAME: MARK WALPERT
ADDRESS:4235 N HIGHWAY A1A APT 11
CITY: HUTCHINSON ISLAND STATE: FL ZIP: 34949-8371
PHONE (DAYTIME: 203-778-9950 FAX:
ARCHITECT/ENGINEER INFORMATION:
NAME: WILLIAM STODDARD
ADDRESS: 1717 INDIAN RIVER BLVD,SUITE 201
CITY: VERO BEACH STATE: FL ZIP: 32960
PHONE (DAYTIME): 772-770-9622 Fes; 772-770-9496
SLCCC: 9123109 '
Revised 06130/17 JAN 8 2'02-