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FLORIDA
2017 FLORIDA BUILDING CODE, 6th EDITION
2017 FLORIDA FIRE PREVENTION CODE, 6th EDITION
NATIONAL ELECTRIC CODE, NFPA 70, 2011 EDITION
BUILDING CODE SUMMARY:
BUILDING OCCUPANCY R-1
NUMBER OF STORIES 3
NEWLY CONSTRUCTED AREA 276 S.F.
SPRINKLERED YES, FULLY SPRINKLERED
BUILDING - CONTRACTOR SHALL EXTEND EXISTING SPRINKLER SYSTEM INTO
NEWLY
CONSTRUCTION TYPE 11113, 111(200)
TYPICAL CONSTRUCTION NOTES:
1. WALLS ARE NOMINAL 8"x8"x16" CONCRETE MASONRY UNITS (CMU)
REINFORCED PER STRUCTURAL DRAWINGS. EXTERIOR COATING SHALL BE
3 -PART STUCCO SYSTEM WITH ELASTOMERIC COATING IN A COLOR
CHOSEN BY THE OWNER. STUCCO SHALL HAVE CONTROL JOINTS PER
DRAWINGS, LOCATED AT EACH FLOOR'S FINISHED FLOOR LEVEL.
2. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED
3. CONTRACTOR SHALL SELECT EXTERIOR BUILDING PRODUCTS APPROVED
BY THE FLORIDA BUILDING COMMISSION AND BEARING PRODUCT
APPROVAL NUMBERS FOR PANEL WALLS, EXTERIOR DOORS, ROOFING
PRODUCTS, SKYLIGHTS, WINDOWS, SHUTTERS, STRUCTURAL COMPONENTS,
AND BUILDING ENVELOPE PRODUCTS OF NEW TECHNOLOGY.
4. VERIFY LOCATIONS OF UNDERGROUND UTILITIES BEFORE EXCAVATING.
5. ELEVATOR HOISTWAY SHALL BE CONTRUCTED IN ACCORDANCE WITH
REQUIREMENTS OF THE ELEVATOR VENDOR'S APPROVED SHOP DRAWINGS.
ANY CONFLICTS BETWEEN THE CONSTRUCTION DOCUMENTS AND THE
ELEVATOR SHOP DRAWINGS SHALL BE BROUGHT TO THE ARCHITECT'S
ATTENTION IN A TIMELY MANNER TO PREVENT DELAYS IN CONSTRUCTION.
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SECTIONS 8c DETAILS
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GENERAL NOTES: 4. CONCRETE
1. ALL CONCRETE, UNLESS OTHERWISE NOTED IN SCHEDULES OR DETAILS, SHALL HAVE A MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH OF
p 1. GENERAL INFORMATION 4000 PSI. ALL CONCRETE SHALL BE NORMAL WEIGHT (145 PCF).
_ FOOTINGS.......................................... "
. F'c = 4000 PSI
1. IF THE DRAWINGS AND SPECIFICATIONS ARE IN CONFLICT, THE MORE STRINGENT RESTRICTIONS AND REQUIREMENTS"
SLAB ON GRADE ......... F'c = 4000 PSI
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SLAB ABOVE. GRADE. .................... .... F c = 4000 .PSI
IiiN 2. PLAN NOTES, DETAILS AND SECTIONS SMALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. TYPICAL DETAILS ALL OTHER ................................................. F'c = 4000 PSI %• METAL ROOF DECK
W AND SECTIONS NOT CUT ON THE PLANS SHALL APPLY UNLESS NOTED OTHERWISE.
A. ALL METAL DECK MATERIAL, FABRICATION, AND INSTALLATION SHALL CONFORM TO THE CURRENT EDITION OF THE
W 2. ALL CONCRETE EXPOSED TO THE WEATHER SHALL BE AIR -ENTRAINED. FOR SURFACE FINISHES AND OTHER REQUIREMENTS, REFER TO THE STEEL DECK INSTITUTE (SDI) "SPECIFICATIONS AND COMMENTARY" AND "CODE OF RECOMMENDED STANDARD
U) 3. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS. CONCRETE SPECIFICATIONS.
PRACTICE". DECK SHALL BE GALVANIZED G-90.
4, CONTRACTORS ARE REQUIRED TO COORDINATE THEIR RESPECTIVE WORK WITH ALL OTHER DISCIPLINES TO AVOID ANY 3. DETAILS OF FABRICATION OF REINFORCEMENT, HANDLING AND PLACEMENT OF THE CONCRETE, CONSTRUCTION OF FORMS AND PLACEMENT OF B. DECK SHALL BE PROVIDED IN A MINIMUM OF 3 SPAN LENGTHSH
CONFLICTS DURING CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE STRUCTURAL REINFORCEMENT, NOT OTHERWIISE COVERED BY THE PLANS AND SPECIFICATIONS, SHALL COMPLY WITH THE LATEST ADDITION OF THE A.C.I. WERE POSSIBLE.
DRAWINGS WITH ALL OTHER CONSTRUCTION DOCUMENTS.
METAL ROOF DECK IS DESIGNED AS A HORIZONTAL DIAPHRAGM. ALL WELDS SHALL BE 5/8 PUDDLE WELDS. WELDING W
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CODE AND C.R.S.I. REQUIREMENTS. PATTERN REFER TO THIS SHEET FOR TYPICAL ROOF DECK ATTACHMENT PATTERNS. a
5. LOCATION, SIZES AND QUANTITY OF ALL OPENINGS MAY NOT BE COMPLETELY INDICATED ON THE STRUCTURAL D. PROVIDE ALL REQUIRED ACCESSORIES FOR A COMPLETE JOB INCLUDING DECK SUPPORT ANGLES AT COLUMNS AND
DRAWINGS. CONTRACTOR IS RESPONSIBLE TO COORDINATE ALL OPENINGS WITH ALL OTHER DISCIPLINES PRIOR TO ANYa
DECK SPAN CHANGES, COVER PLATES, CLOSURES AND SUMP PANS.
FABRICATION. ww
4. ALL MISCELLANEOUS ITEMS TO BE INSTALLED IN ANY CONCRETE WORK, SUCH AS PIPES, ELECTRICAL CONDUITS, DOVETAIL ANCHOR SLOTS RELETS E WHERE INDICATED ON DRAWINGS SHALL BE 22 GAGE, TYPE B -WIDE RIB (36" WIDE) ASSEMBLY, 0.0295" THICK, TOUGH
6. CONTRACTORS ARE REQUIRED TO VERIFY EXISTING CONDITIONS PRIOR TO ANY FABRICATION OR CONSTRUCTION. IF ETC., SHALL BE PROPERLY LOCATED, INSTALLED AND CHECKED PRIOR TO PLACEMENT OF CONCRETE. REFER TO ARCHITECTURAL AND MEPC TEMPER COLD ROLLED STEEL AND HAVING A MINIMUM YIELD STRESS (Fy) OF 33,000 PSI AND CORRUGATED TO A v
EXISTING CONDITIONS ARE DIFFERENT THAN SHOWN, NOTIFY A/E IMMEDIATELY FOR MODIFICATIONS TO THE DRAWINGS. DRAWINGS FOR THE EXACT EXTENT AND LOCATION OF THESE ITEMS THAT ARE NOT SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS. PATTERN OF % C. THE DECK SHALL HAVE A MINIMUM SECTION 'MODULUS (SN) OF 0.186 IN.3/FT. WIDTH AND A3 x � z
MINIMUM MOMENT OF INERTIA (IN) OF 0.183 IN. 4/FT. w o p
7. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF 5. PROVIDE SLEEVES FOR ALL PIPE AND CONDUIT PENETRATIONS IN FOUNDATION WALLS, GRADE BEAMS, WALL FOOTINGS AND TRENCH FOOTINGS » w� N w
CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING TO TOTALLY SEPARATE THE PIPES FROM THE CONCRETE. REFER TO TYPICAL DETAILS. 36
CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT LIMITED TO, BRACING, SHORING, UNDERPINNING, ETC. THE
A/E IS NOT RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES OR SAFETY
36 7 [2 PATTERN
PROCEDURES DURING CONSTRUCTION. 6. CONTROL JOINTS, IF NOT SHOWN ON DRAWINGS, SHALL BE PROVIDED IN ALL SLABS -ON -GRADE THAT ARE EXPOSED OR THAT SUPPORT BRITTLE
8. GENERAL CONTRACTOR MUST REVIEW AND APPROVE SHOP DRAWINGS PRIOR TO SUBMITTAL TO ARCHITECT/ENGINEER. FINISHES SUCH AS CERAMIC TILE OR TERAZZO. JOINTS SHALL BE LOCATED ON EACH COLUMN LINE AND NOT TO EXCEED 15' IN EITHER DIRECTION
U.N.O. SEE TYPICAL SLAB -ON --GRADE DETAILS. ROOFDECK ATTACHMENT PATTERN
9. THE DESIGN (?F LIGHT -GAGE COLD FORM STEEL AND ASSOCIATED CONNECTIONS SHALL BE DESIGNED BY A SPECIALITY NOT TO SCALE
ENGINEER REGISTERED IN THE STATE OF FLORIDA. DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW 7. THE SAW CUTTING OF CONTROL JOINTS IN A SLAB -ON -GRADE MAY BEGIN WHEN THE CUTTING ACTION WILL NOT TEAR, ABRADE, OR .OTHERWISE NOTES:
AND APPROVAL AND BEAR THE SEAL AND SIGNATURE OF THE SPECIALTY ENGINEER. DAMAGE THE SURFACE AND BEFORE THE CONCRETE DEVELOPS RANDOM SHRINKAGE CRACKING. SAW CUTTING MA BEGIN AND FINISH WITHIN 4 TO 12
HOURS AFTER SURFACE FINISHING IS COMPLETE. 1. 5/8"0 PUDDLE WELDED CONNECTION ® 6" O.C. TO ALL SUPPORTS.
10. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING DIMENSION AND CONDITIONS OF EXISTING STRUCTURE AND SITE THAT g, A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD TESTING INCLUDING SLUMP TESTS AND CYLINDER BREAKS TO
ARE AFFECTED BY NEW WORK PRIOR TO ANY ERECTING OR FABRICATION OF NEW STRUCTURAL STEEL. ENSURE CONFORMANCE WITH PLANS AND SPECIFICATIONS (IF PROVIDED). SUBMIT REPORTS FOR REVIEW AND APPROVAL. MINIMUM FREQUENCY OF 2. #12 TEK SCREWS AT 1 /3 SPAN OF SIDE LAPS (2 PER SPAN). (ALL SCREWS SHALL BE EQUALLY SPACED).
11. CONTRACTOR SHALL MAKE ALLOWANCE FOR SUPPLYING AND ERECTING (2) TONS OF REINFORCED STEEL AND (1) TON TESTING FOR EACH CLASS OF CONCRETE IS THE GREATEST OF:
A) ONCE EACH DAY. 3. WELD AT 6"O. C. AT PERIMETER SUPPORTS.
OF STRUCTURAL STEEL OF VARIOUS SIZES TO BE USED IN PLACE AT THE DISCRETION OF THE STRUCTURAL ENGINEER. B) ONCE FOR EACH 100 CY. ' ^
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C) ONCE FOR EACH 5000 SF OF SLAB OR WALL SURFACE AREA. E. SUBMIT METAL DECK SHOP DRAWINGS INDICATING TYPE AND PROPERTIES SPECIFIED. W
D) FIVE TESTS
2. DESIGN I-
9. CONCRETE MIX DESIGNS SHALT_ BE SUBMITTED FOR APPROVAL
1. BUILDING CODE: THE FLORIDA BUILDING CODE 5TH EDITION, (2014).
10. FORMWORK AND SHORING (CONCRETE SLABS AND BEAMS): NO STRUCTURAL CONCRETE SHALL BE STRIPPED UNTIL IT HAS REACHED AT z
2. DESIGN CODES: (LATEST EDITION, U.N.O.) STORIES OF SHORING AND (/OR) RESHORING SHALL BE USED WHICH SHALL LEAST TWO THIRDS OF THE 28 DAY DESIGN STRENGTH. A
MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-10) MINIMUM OF 3 CONSIST OF ONE COMPLETE SET OF VERTICAL SHORES AND TWO SETS OF VERTICAL SHORES THAT COMPRISE AT LEAST 50%
- BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, ACI 530-11 OF A COMPLETE SET. DESIGN, ERECTION AND REMOVAL OF ALL FORMWORK, SHORCS AND RESHORES SHALL MEET REQUIREMENTS SET FORTH
- SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS (ANSI/AISC 360-10) IN ACI STANDARDS 347 AND 301. DRAWINGS FOR SHORING AND RESHORING SHALL BE PREPARED BY A FLORIDA REGISTERED Q
- STEEL DECK INSTITUTE (SDI) PROFESSIONAL ENGINEER. �I
- AMERICAN IRON AND STEEL INSTITUTE (AISI)
- AMERICAN CONCRETE INSTITUTE (ACI), 318-11 W
- CONCRETE REINFORCING STEEL INSTITUTE, (CRSI)
- STRUCTURAL WELDING CODE ANSI/AWS D1.1 0
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3. DESIGN LOAD CRITERIA: 6. STRUCTURAL STEEL r(V
ROOF - GRAVITY LOADS: 0 Ix
- DEAD LOADS FOR ROOF SYSTEM............................................................. 25 PSF 1. DETAILS FOR DESIGN, FABRICATION AND ERECTION OF ALL STRUCTURAL STEEL SHALL HE IN ACCORDANCE WITH lx0
THE LATEST A.I.S.C. STANDARDS UNLESS OTHERWISE NOTED OR SPECIFIED.
LIVE LOADS: I ?�- 0
ROOF LIVE LOAD: 2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING U.N.O. ON THE STRUCTURAL DRAWINGS:
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1. ORDINARY ROOFS (ADJUSTABLE FOR ROOF PITCH ............................... 20 PSF -WIDE FLANGE SHAPES ............................... ASTM A572 OR ASTM A992 (Fy =50 KSI) Q 0
...................................5000 lbs CAPACITY -CHANNELS, ANGLES, PLATES, BARS ASTM A36 (Fy = 36 KSI) Q J
A.) ELEVATOR HOIST .BEAM ................... ......... _
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••� RECTANGULAR TUBES HSS ASTM A500 GRADE B � �
B.) STORAGE....................................100 PSF VERIFY WITH EUIPMENT SUPPLIER (HSS)
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-STRUCTURAL PIPE ...............
WIND LOAD CRITERIA: W N =
3. ALL STRUCTURAL BOLTS INCLUDING WASHERS AND NUTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A �' U
- BASIC WIND SPEED.........................................................: Vult = 130 MPH (3 SECOND GUST) ( )
Vasd =102 MPH (3 SECOND GUST) 325 OR A490. ALL BOLTS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION U.N.O. BOLTING OF STRUCTURAL Q
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STEEL SHALL CONFORM TO THE PROVISIONS OF RCSC "SPECIFICATIONS" FOR STRUCTURAL JOINTS USING ASTM A W 0 m
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- ENCLOSURE CLASSIFICATION ...................................... ENCLOSED 325 AND A490 BOLTS. -- 0
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f 0.18 4. MINIMUM SIZE OF BOLTS SHALL BE 3 4 DIAMETER, AND EACH CONNECTION SHALL HAVE A MINIMUM OF 2 BOLTS J i
- REFER TO SHEET SO.2 FOR WIND PRESSURE TABLES AND DIAGRAMS. WITH ONE HARDENED WASHER PER BOLT.
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5. ANCHOR BOLTS SHALL CONFORM TO ASTM F-1554, GRADE 36, AS NOTED ON THE DRAWINGS. REFER TO TYPICAL 0 0 J
3. EARTHWORK/FOUNDATION NOTES DETAIL FOR SIZE AND LENGTH. rr ^^ z W Q
6. PERMANENT MACHINE BOLTS, USING AN APPROVED TYPE OF SELF ANCHORING HEX NUT, MAY BE USED FOR SUCH V
1. BUILDING FOUNDATION DESIGN BASED ON NET ALLOWABLE SOIL BEARING PRESSURE OF 2,500 PSF FOR COLUMN MINOR CONNECTIONS AS SHELF ANGLES, CLOSURES, ETC. W
SPREAD FOOTINGS AND FOR CONTINUOUS WALL FOOTINGS.
2. BUILDING FOUNDATION SHALL BE PLACED ON FIRM, UNDISTURBED NATURAL SOILS OR ON ENGINEERED FILL
7. EXPANSION BOLTS SHALL BE A MINIMUM OF %" DIAMETER (HILTI KWIK BOLT II OR APPROVED EQUAL) WITH A MIN, MATERIAL. FOR AREAS REQUIRING ENGINEERED FILL, THIS MATERIAL SHALL CONSIST OF CLEAN GRANULAR FILL EMBEDMENT OF 34" INTO CONCRETE AND 54" INTO GROUT FILLED CONCRETE MASONRY UNITS.
COMPACTED AND PLACED IN LIFTS AS RECOMMENDED BY THE SOILS ENGINEER ON SITE. SOIL BEARING PRESSURE g• EPDXY ANCHOR BOLTS SHALL BE A MINIMUM OF HITLI RE500-SD (OR APPROVED EQUAL). MINIMUM EMBEDMENT
OF ENGINEERED FILL TO BE FIELD VERIFIED BY THE SOILS ENGINEER ON SITE PRIOR TO CONSTRUCTION.
SHALL BE 12" TIMES BAR DIAMETER U.O.N. FOLLOW ALL WRITTEN MANUFACTURER'S INSTRUCTIONS FOR
3. SUBBASE MATERIAL UNDER SLABS -ON -GRADE TO BE CLEAN GRANULAR FILL COMPACTED AS RECOMMENDED BY INSTALLATION.
THE SOILS ENGINEER ON SITE.
9. WELDING PROCEDURES SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY'S (AWS)
4. BACKFILL AGAINST GRADE BEAMS AND SITE WALLS SHALL BE PLACED EVENLY ON BOTH SIDES. STRUCTURAL WELDING CODES. ALL WELDING SHALL BE PERFORMED BY PREQUALIFIED WELDERS.
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5. UNDERCUTTING OF THE SOIL FOR FOUNDATION AND/OR PLACEMENT MAY BE REQUIRED. THE STRUCTURAL 10. WELDED CONNECTIONS FOR STEEL MEETING ASTM A992 4R A572 SHALL BE MADE WITH E70XX LOW HYDROGEN
DRAWINGS MAY NOT INDICATE THE ENTIRE SCOPE OF UNDERCUTTING, FILL, BAD SOIL OR ROCK REMOVAL THAT ELECTRODES. OTHER WELDED CONNECTIONS TO BE MADE WITH REGULAR E70XX ELECTRODES.
MAY BE REQUIRED TO ATTAIN THE DESIGN SOIL BEARING PRESSURES. IT IS THE CONTRACTOR'S RESPONSIBILITY, 11. WELDS NOT OTHERWISE NOTED ON DRAWINGS SHALL BE CONTINUOUS FILLET WELDS. HE MINIMUM SIZE SHALL BE � Q
BEFORE BIDDING, TO ASSESS THE EXTENT OF EXCAVATION AND COMPACTION THAT MAY BE REQUIRED TO MEET Y4", (MIN. 2"-12") OR AS REQUIRED BY THE AISC SPECIFICATIONS, WHICHEVER IS LARGER. I
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12. MINIMUM THICKNESS OF ALL CONNECTION MATERIAL SHALL BE Y4 ~ W Cl
6. IF DEWATERING IS REQUIRED, SUMPS SHALL NOT BE PLACED WITHIN THE FOUNDATION EXCAVATION. C,) N •o z
13 UNLESS NOTECONN CTIONSD CONNECTIONS ECTIONSALL SHALILMPLE BE IGHMSHEAR STR NGTHONNECTIONS BOLT BEARINGALL TYPE WITHE USING DOUBLE ANGLE 00 0
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7• GEO-TECHNICAL REPORT BY UNIVERSAL ENGINEERING SCIENCES, PROJECT No.0930-1800117.0000
REPORT # 1573104 DATED MAY 30,2018 STRICTLY FOLLOW SITE RECOMMENDDATIONS LISTED IN THE REPORT. THE SHEAR PLANE. ALL CONNECTIONS, UNLESS FULLY DETAILED ON THE STRUCTURAL DRAWINGS, SHALL BE o "�
DESIGNED AND DETAILED BY THE STRUCTURAL STEEL FABRICATOR TO MEET BOTH AISC AND OSHA REQUIREMENTS. ~ N o U
REFER TO TYPICAL DETAILS FOR TYPE OF SIMPLE BEAM CONNECTION AND MINIMUM BOLT REQUIREMENTS. Z o Q Z r, -C)
14. PROVIDE TEMPORARY ERECTION BRACING OF THE STRUCTURE UNTIL ALL PERMANENT LATERAL SUPPORT IS IN V a a �
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15. ALL EDGE ANGLES OR BENT PLATES SHALL BE FIELD APPLIED TO THE BEAMS WITH ±1/8" HORIZONTAL AND W
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16. REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR ARCHITECTURALLY EXPOSED STEEL Q
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17. ALL INTERIOR & EXTERIOR EXPOSED STEEL SHALL RECEIVE ONE SHOP COAT OF RED OXIDE PRIMER. INTERIOR
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STEEL BEAMS, COLUMNS, ANGLES ETC. ARE REQUIRED TO BE SHOP PRIMED PRIOR TO PAINTING EXPOSED STEEL. r -
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