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SELECT STRUCTURAL

SELECT STRUCTURAL12573 New Brittany Blvd

Fort Myers, Florida 33907

Phone: (239) 210-5090

[email protected]

Certification Auth. 28357

Project No. : 19217

1Issued for Bid10-17-19

S0.01Engineer: LG Drafter:JRA

GENERAL NOTES

GENERAL STRUCTURAL NOTES

GENERAL: DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE TYPICAL AND APPLY TO SIMILAR SITUATIONS ELSEWHERE, EXCEPT AS OTHERWISE INDICATED. ADAPT REQUIREMENTS OF DETAILS, SECTIONS, PLANS, AND NOTES AT LOCATIONS WHERE CONDITIONS ARE SIMILAR.

CENTER ALL FOOTINGS AND PIERS UNDER COLUMNS ABOVE UNLESS SPECIFICALLY DIMENSIONED OTHERWISE.

STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS. CONSULT THESE DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.

CONTRACTOR SHALL LOCATE ALL BURIED UTILITIES PRIOR TO EXCAVATION FOR BUILDING FOUNDATIONS. THE STRUCTURAL ENGINEER SHALL BE NOTIFIED OF POTENTIAL CONFLICTS BETWEEN FOUNDATIONS AND BURIED UTILITIES.

CODE REQUIREMENTS: THE BUILDING STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE 2017 6th EDITION OF THE FLORIDA BUILDING CODE. FOLLOW ALL APPLICABLE PROVISIONS FOR ALL PHASES OF CONSTRUCTION. ADDITIONS ARE IN COMPLIANCE WITH THE 2017 EDITION OF THE FLORIDA EXISTING BUILDING CODE.

SPECIAL INSPECTIONS: THIS BUILDING IS CLASSIFIED AS A “THRESHOLD BUILDING”. SPECIAL INSPECTION OF THE CONSTRUCTION IS REQUIRED BY THE STATE OF FLORIDA IN ACCORDANCE WITH CHAPTER 471 OF THE FLORIDA STATUTES. CONSTRUCTION SHALL BE INSPECTED IN ACCORDANCE WITH THE SPECIAL INSPECTION PLAN.

FORMWORK, SHORING, AND RESHORING IS REQUIRED TO BE REVIEWED BY THE SHORING DESIGN ENGINEER AND A LETTER STATING COMPLIANCE WITH THEIR INTENT SHALL BE SUBMITTED TO THE THRESHOLD INSPECTOR PRIOR TO CONCRETE PLACEMENT.

TEMPORARY CONDITIONS: THE STRUCTURAL INTEGRITY OF THE COMPLETED STRUCTURE DEPENDS ON INTERACTION OF VARIOUS CONNECTED COMPONENTS. PROVIDE ADEQUATE BRACING, SHORING, AND OTHER TEMPORARY SUPPORTS AS REQUIRED TO SAFELY COMPLETE THE WORK. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER FINAL CONFIGURATION ONLY.

DESIGN CRITERIA: DESIGN WAS BASED ON STRENGTH AND DEFLECTION CRITERIA OF THE 2017 FLORIDA BUILDING CODE. IN ADDITION TO THE DEAD LOADS, THE FOLLOWING LOADS AND ALLOWABLES WERE USED FOR DESIGN, WITH LIVE LOADS REDUCED PER THE 2017 FBC:

ROOF: 20 PSF LL 30 PSF SDL

FLOORS: RESIDENTIAL 40 PSF LL 20 PSF SDLSTAIRS 100 PSF LL

NOTE: LOADING ABOVE INCLUDES 5 PSF FOR SPRINKLER PIPING

WIND SPEED 150 MPH PER CHAPTER 26 ASCE 7-10116 MPH NOMINAL

RISK CATEGORY II EXPOSURE CINTERNAL PRESSURE COEFF +/- 0.18 ENCLOSED

OPENINGS BELOW 60 FEET SHALL BE PROTECTED FROM WIND BORNE DEBRIS PER FBC 2017 AND ASCE 7-10 REQUIREMENTS.

FOUNDATIONS: THE GEOTECHNICAL REPORT PREPARED BY: ECS FLORIDA, LLC PROJECT NUMBER: 60:1074 DATED: JANUARY 11, 2019, REVISED FEBRUARY 1, 2019 RECOMMEND FOUNDATION DESIGN WITH AN ALLOWABLE SOIL BEARING PRESSURE FOR SHALLOW FOUNDATIONS OF 5000 PSF. FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 3000 PSF. CONTRACTOR SHALL FOLLOW THE RECOMMENDATIONS SPECIFIED IN THE GEOTECHNICAL REPORT INCLUDING, BUT NOT LIMITED TO, SUBGRADE PREPARATIONS AND FOUNDATION INSTALLATION. THE GEOTECHNICAL ENGINEER SHALL EXAMINE THE EXCAVATION TO VERIFY SOIL CONDITIONS AND BEARING PRESSURE PRIOR TO PLACEMENT OF CONCRETE.

SUBMITTALS: SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION REGARDING ALL STRUCTURAL ITEMS INCLUDING THE FOLLOWING: CONCRETE MIX DESIGNS, CONCRETE AND MASONRY REINFORCING, EMBEDDED STEEL ITEMS, AND STRUCTURAL STEEL. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF FLORIDA. ANY CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND ARE SUBJECT TO THE REVIEW AND ACCEPTANCE OF THE ENGINEER.

DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS, INCLUDING: PRECAST PRESTRESSED CONCRETE MEMBERS, STRUCTURAL STEEL CONNECTIONS, STAIRS, COLD FORMED METAL STUDS, MECHANICAL SCREEN ENCLOSURE, AND ALUMINUM CANOPIES SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF FLORIDA, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION. CALCULATIONS SHALL BE INCLUDED FOR ALL CONNECTIONS TO THE STRUCTURE, CONSIDERING LOCALIZED EFFECTS ON THE STRUCTURAL ELEMENTS INDUCED BY THE CONNECTION LOADS. DESIGN SHALL BE BASED ON THE REQUIREMENTS OF THE 2017 FBC.

SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. CONTRACTOR SHALL NOT BE RELIEVED FROM RESPONSIBILITY FOR ERRORS OR OMISSIONS IN SHOP DRAWINGS OR MIX DESIGNS BY THE ENGINEER’S REVIEW.

CONCRETE: REINFORCED CONCRETE CONSTRUCTION SHALL CONFORM TO THE FBC AND ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE". CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER TESTS PER ASTM C39, AND SHALL BE AS FOLLOWS:

f’c USE3000 PSI FOUNDATIONS/SLAB ON GRADE4000 PSI ALL USES, U.N.O.

CEMENT SHALL CONFORM TO ASTM C150, TYPE 1. FLY ASH CONFORMING TO ASTM C618, TYPE F OR TYPE C, MAY BE USED TO REPLACE UP TO 20% OF THE CEMENT CONTENT, PROVIDED THAT THE MIX STRENGTH IS SUBSTANTIATED BY TEST DATA. COARSE AGGREGATE SHALL CONFORM TO ASTM C33 WITH A MAXIMUM SIZE OF 3/4". FINE AGGREGATE SHALL BE CLEAN, DURABLE, NATURAL SAND CONFORMING TO ASTM C33.

A WATER-REDUCING ADMIXTURE, IF USED, SHALL CONFORM TO ASTM C494 AND USED IN STRICT ACCORDANCE WITH THE MANUFACTURER’S RECOMMENDATIONS, SHALL BE INCORPORATED IN CONCRETE DESIGN MIXES. A HIGH-RANGE WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C494, TYPE F OR G, MAY BE USED IN CONCRETE MIXES, PROVIDING THAT THE SLUMP DOES NOT EXCEED 8”.

SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER BEFORE POURING. NO SLEEVE, OPENING, OR INSERT MAY BE PLACED IN BEAMS, JOISTS, OR COLUMNS UNLESS APPROVED BY THE ENGINEER. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER.

PROVIDE 3/4” CHAMFERS ON ALL EXPOSED CONCRETE EDGES, UNLESS NOTED OTHERWISE. WHERE INDICATED OR REQUIRED, SLOPE CONCRETE SLABS TO DRAINS SHOWN ON PLUMBING AND/OR ARCHITECTURAL DRAWINGS.

ALL CONCRETE SHALL BE CURED IMMEDIATELY AFTER FINISHING OPERATIONS.

SHORING AND RESHORING: THE FORM AND SHORING SYSTEM SHALL BE DESIGNED BY A FLORIDA REGISTERED ENGINEER IN ACCORDANCE WITH ACI 347R RECOMMENDED PRACTICE FOR CONCRETE FORMING.

SHORING AND RESHORING PLANS SHALL BE SIGNED AND SEALED AND SUBMITTED WITH CALCULATIONS. CALCULATIONS FOR THE RE-SHORING PROCESS SHALL INCLUDE THE POURING AND STRIPPING CYCLE BASED ON THE CONSTRUCTION SCHEDULE. THE ASSUMED CONCRETE STRENGTH AT THE TIME OF STRIPPING SHALL BE SUBSTAINTIATED BY FIELD TESTING.

CONVENTIALLY REINFORCED FLAT SLAB SHORING AND SUPPORTING FORMWORK SHALL NOT BE REMOVED UNTIL CONCRETE STRENGTH IS AT LEAST 70 PERCENT OF DESIGN STRENGTH, AS DETERMINED BY FIELD CURE CYLINDERS. IN ADDITION, SHORING SHALL NOT BE REMOVED SOONER THAN RECOMMENDED BY ACI 347R, SECTION 3.7.2.3 OR FOURTEEN (14) DAYS, WHICHEVER IS LONGER, UNLESS APPROVED OTHERWISE.

REINFORCING STEEL: REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, FOR DEFORMED BAR AND ASTM A185 FOR SMOOTH WELDED WIRE FABRIC (WWF), UNLESS OTHERWISE NOTED. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING STEEL SHALL BE SECURELY TIED IN PLACE WITH #16 ANNEALED IRON WIRE.

ALL DETAILING AND ACCESSORIES SHALL CONFORM TO ACI DETAILING MANUAL SP-66. PROVIDE CHAIRS, SPACERS, BOLSTERS, AND ITEMS IN CONTACT WITH FORMS WITH HOT-DIP GALVANIZED LEGS OR PLASTIC LEGS. ACCURATELY POSITION, SUPPORT, AND SECURE REINFORCEMENT AGAINST DISPLACEMENT BY FORMWORK CONSTRUCTION OR CONCRETE PLACEMENT OPERATIONS. "WET-STICKING" OF REINFORCING IS PROHIBITED.

REQUIRED CONCRETE COVER FOR REINFORCING STEEL (UNLESS NOTED OTHERWISE):

FOOTINGS 3" BOTTOM AND SIDES, 2" TOPSLABS 3/4"COLUMNS 1-1/2" TO TIES, 2" TOPBEAMS 1-1/2" TO STIRRUPSWALLS 1-1/2”

LAP SPLICE CONTINUOUS VERTICAL OR HORIZONTAL BARS IN CONCRETE MEMBERS IN ACCORDANCE WITH ACI 318, LATEST EDITION, FOR CLASS "B" TENSION LAP SPLICES. DO NOT SPLICE CONTINUOUS TOP BARS IN BEAMS AT ENDS OF CLEAR SPANS. DO NOT SPLICE CONTINUOUS BOTTOM BARS IN BEAMS IN CLEAR SPANS BETWEEN SUPPORTS. SHOW ALL SPLICES ON SHOP DRAWINGS. SPLICE LOCATIONS AND METHODS SUBJECT TO APPROVAL OF STRUCTURAL ENGINEER.

AT SLAB RE-ENTRANT CORNERS, PROVIDE (2) #5 X 4’-0” DIAGONAL BARS. AT SLAB AND WALL OPENINGS PROVIDE A MINIMUM OF (2) #5 BARS ALL FOUR SIDES AND DIAGONALLY; EXTEND THESE BARS A LAP DISTANCE OR A MINIMUM OF 24” PAST THE OPENING OR HOOK BARS IF DISCONTINUOUS.

DOWEL ALL WALLS AND COLUMNS TO FOOTINGS WITH BAR SIZE AND SPACING TO MATCH VERTICAL REINFORCING UNLESS OTHERWISE SHOWN.

SLABS ON GRADE: PREPARE SUBGRADE AS PER THE RECOMMENDATIONS OUTLINED IN THE GEOTECHNICAL REPORT. CHAIR WIRE FABRIC DURING CONCRETE PLACEMENT TO INSURE PROPER POSITION IN SLAB. USE VAPOR BARRIER UNDER ALL ENCLOSED INTERIOR SPACES, PER ARCHITECTURAL DRAWINGS.

PLACE CRACK CONTROL JOINTS AS SHOWN ON PLAN OR AT 12 FEET MAXIMUM FOR 4” SLAB, OR 15 FEET MAXIMUM FOR 6” SLAB. JOINT SPACING SHALL NOT EXCEED A 1.5 TO 1 WIDTH TO LENGTH RATIO. CONTRACTOR SHALL SUBMIT A CONTROL JOINT LAYOUT FOR ENGINEER’S AND ARCHITECT’S REVIEW PRIOR TO CONCRETE PLACEMENT. LOCATE CONTROL JOINTS AT COLUMN LINES AND RE-ENTRANT CORNERS TYPICAL. PROVIDE (1) #5 X 4’-0” DIAGONAL BARS AT SLAB RE-ENTRANT CORNERS.

FOR 4” THICK SLABS ON GRADE, PROVIDE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR 1.5 POUNDS PER CUBIC YARD OF MICRO SYNTHETIC FIBERS (FRC MONO-150 OR EQUAL), UNLESS NOTED OTHERWISE. FOR 6” THICK SLABS ON GRADE, PROVIDE 6X6 W2.9XW2.9 WELDED WIRE FABRIC PLACED 2” BELOW TOP OF SLAB OR 3 POUNDS PER CUBIC YARD OF MACRO SYNTHETIC FIBERS (FORTA FERRO OR EQUAL), UNLESS NOTED OTHERWISE.

CONCRETE ACCESSORIES: HEADED SHEAR STUDS SHALL BE NELSON HEADED ANCHORS WITH FLUXED ENDS OR APPROVED EQUAL. DEFORMED BAR ANCHORS (DBA) SHALL BE NELSON, TYPE D2L, OR APPROVED. STUDS AND DBA SHALL BE AUTOMATICALLY END WELDED WITH THE MANUFACTURER'S STANDARD EQUIPMENT IN ACCORDANCE WITH THEIR RECOMMENDATIONS. HAND WELDING NOT PERMITTED.

PERMANENTLY EXPOSED EMBEDDED PLATES AND ANGLES SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION. ACCURATELY POSITION, SUPPORT, AND SECURE EMBEDDED ITEMS AGAINST DISPLACEMENT BY FORMWORK CONSTRUCTION OR CONCRETE PLACEMENT OPERATIONS. SECURELY ATTACH EMBEDDED ITEMS TO FORMWORK PRIOR TO START OF CONCRETE PLACEMENT. “WET-STICKING" OF EMBEDDED ITEMS IS PROHIBITED. NO LOADS OR WELDS SHALL BE PLACED ON EMBEDDED PLATES OR ANGLES FOR A MINIMUM OF 7 DAYS AFTER CASTING.

WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHOULD BE CLEANED AND ROUGHENED TO A MINIMUM 1/4” AMPLITUDE.

HOLLOW-CORE SLABS: PRESTRESSED CONCRETE HOLLOW-CORE SLABS WITH COMPOSITE TOPPING, WHERE SHOWN ON PLANS SHALL BE DESIGNED IN ACCORDANCE WITH ACI 318. COMPOSITE HOLLOW-CORE SLABS SHALL BE DESIGNED TO SUPPORT THE SELFWEIGHT OF THE COMPOSITE SYSTEM, INDICATED SUPERIMPOSED DEAD AND LIVE LOADS, AND ADDITIONAL UNIFORM AND CONCENTRATED LOADS INDICATED ON DRAWINGS.

PROVIDE 6X6 W1.4XW1.4 WELDED WIRE FABRIC AT MID-DEPTH OF CONCRETE TOPPING OR 4 POUNDS PER CUBIC YARD OF MACRO SYNTHETIC FIBERS (FORTA FERRO OR EQUAL), UNLESS NOTED OTHERWISE.

SUBMIT COMPLETE SHOP DRAWINGS AND CALCULATIONS, SIGNED AND SEALED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF FLORIDA, SUBSTANTIATING ALL STRENGTH AND SERVICEABILITY CRITERIA.

MECHANICAL ANCHORS: MECHANICAL ANCHORS SHALL HAVE THE ICC ES EVALUATION REPORT INDICATING CONFORMANCE WITH CURRENT APPLICABLE ICC ES ACCEPTANCE CRITERIA. MECHANICAL ANCHORS SHALL BE EXPANSION TYPE OR SCREW TYPE AS NOTED ON THE DRAWINGS.

UNLESS OTHERWISE NOTED, PROVIDE CARBON STEEL ANCHORS, ZINC PLATED IN ACCORDANCE WITH ASTM B633 OR HOT-DIPPED GALVANIZED ACCORDING TO ASTM A153. PERMANENTLY EXPOSED ANCHORS SHALL BE STAINLESS STEEL. USE 316 STAINLESS STEEL FOR MECHANICAL EQUIPMENT AND FOR ALUMINUM AND FIBERGLASS STRUCTURES AND ASSEMBLIES.

ACCEPTABLE MECHANICAL ANCHORS FOR ANCHORAGE TO CONCRETE SHALL BE AS FOLLOWS, OR AS NOTED ON THE DRAWINGS:

1. HILTI KWIK HUS EZ AND KWIK HUS EZ-I SCREW ANCHORS PER ICC ESR-3027 2. POWERS WEDGE BOLT SCREW ANCHOR PER ICC ESR-25263. SIMPSON TITEN HD SCREW ANCHOR PER ICC ESR-2713

MINIMUM EMBEDMENT FOR CONCRETE ANCHORS SHALL BE AS FOLLOWS, OR AS NOTED ON THE DRAWINGS:1. 1/2” DIAMETER – 3 3/4” EMBEDMENT2. 5/8” DIAMETER – 5” EMBEDMENT3. 3/4" DIAMETER – 5 3/4” EMBEDMENT

FOR ANCHORAGE TO SOLID GROUTED CMU PROVIDE ONE OF THE FOLLOWING ANCHORS, OR AS NOTED ON THE DRAWINGS:1. HILTI KWIK HUS EZ AND KWIK HUS EZ-I SCREW ANCHORS PER ICC ESR-3056 2. POWERS WEDGE BOLT SCREW ANCHOR PER ICC ESR-16783. SIMPSON TITEN HD SCREW ANCHOR PER ICC ESR-1056

MINIMUM EMBEDMENT FOR SOLID GROUTED CMU ANCHORS SHALL BE AS FOLLOWS, OR AS NOTED ON THE DRAWINGS: ANCHORS NOT ALLOWED WITHIN 1 1/2" OF HEAD JOINTS1. 1/2” DIAMETER – 3 3/4” EMBEDMENT2. 5/8” DIAMETER – 5” EMBEDMENT3. 3/4" DIAMETER – 5 3/4” EMBEDMENT

IDENTIFY POSITION OF REINFORCING STEEL AND OTHER EMBEDDED ITEMS PRIOR TO DRILLING HOLES FOR ANCHORS. EXERCISE CARE IN CORING OR DRILLING TO AVOID DAMAGING EXISTING REINFORCING OR EMBEDDED ITEMS. NOTIFY THE ENGINEER IF REINFORCING STEEL OR OTHER EMBEDDED ITEMS ARE ENCOUNTERED DURING DRILLING.

ADHESIVE ANCHORS: ADHESIVE ANCHORS (EPOXY STYLE) SHALL HAVE THE ICC ES EVALUATION REPORT INDICATING CONFORMANCE WITH CURRENT APPLICABLE ICC ES ACCEPTANCE CRITERIA. ADHESIVE SHALL BE MOISTURE INSENSITIVE, ALLOWING INSTALLATIONS IN DAMP OR WATER-FILLED HOLES. ADHESIVE SHALL HAVE A FULL-CURE LOAD OF 2 HOURS OR LESS AT 70°F.

ACCEPTABLE ADHESIVE IN FOUNDATIONS, SLAB ON GRADE, COLUMNS AND WALLS ARE HILTI HY-200 OR POWERS AC100+ GOLD; IN BEAMS AND ELEVATED SLABS ARE HILTI RE500 OR POWERS PE1000+.

THREADED STUDS SHALL CONFORM TO ASTM A36, UNLESS NOTED OTHERWISE. PERMANENTLY EXPOSED STUDS SHALL BE STAINLESS STEEL. NUTS AND WASHERS SHALL CONFORM TO SAME SPECIFICATION AS THE SUPPLIED ANCHOR RODS.

INSTALLATION SHALL BE IN CONFORMANCE WITH MANUFACTURER'S PRINTED LITERATURE. INSTALLATION SHALL ALSO INCLUDE BRUSHING AND CLEANING OF DRILLED HOLES WITH COMPRESSED AIR AS INSTRUCTED. INSTALLERS SHALL BE TRAINED BY THE MANUFACTURER'S REPRESENTATIVE. EMBEDMENT SHALL BE AS INDICATED ON THE STRUCTURAL DRAWINGS.

IDENTIFY POSITION OF REINFORCING STEEL AND OTHER EMBEDDED ITEMS PRIOR TO DRILLING HOLES FOR ANCHORS. EXERCISE CARE IN CORING OR DRILLING TO AVOID DAMAGING EXISTING REINFORCING OR EMBEDDED ITEMS. NOTIFY THE ENGINEER IF REINFORCING STEEL OR OTHER EMBEDDED ITEMS ARE ENCOUNTERED DURING DRILLING.

MASONRY WALLS: MASONRY UNITS SHALL MEET ASTM C90, TYPE 2. ASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF f’m= 1500 PSI. MORTAR SHALL BE TYPE "M" OR "S" AND MEET ASTM C270. GROUT SHALL BE 2000 PSI MINIMUM COMPRESSIVE STRENGTH AND MEET ASTM C476. GROUT SHALL CONSIST OF A MIXTURE OF CEMENTITIOUS MATERIALS AND AGGREGATE TO WHICH SUFFICIENT WATER HAS BEEN ADDED TO CAUSE THE MIXTURE TO FLOW WITHOUT SEGREGATION OF THE CONSTITUENTS. ALL CELLS CONTAINING VERTICAL BARS, BOND BEAMS, AND ALL CELLS BELOW

GRADE SHALL BE FILLED WITH GROUT. MAXIMUM HEIGHT OF GROUT POUR ALLOWED IS 4'-0" UNLESS CLEAN-OUT OPENING IS PROVIDED AT BOTTOM OF CELLS TO BE FILLED. LOCATE CLEAN-OUT OPENINGS IN AREAS NOT EXPOSED TO VIEW.

UNLESS NOTED OTHERWISE EIGHT INCH MASONRY WALLS SHALL BE PARTIALLY REINFORCED MASONRY WALL CONSTRUCTION WITH #5 AT 48 INCH O.C. IN GROUT FILLED CELLS. ADD (1) #5 REINFORCING BAR EACH SIDE OF OPENINGS EXCEEDING 3 FEET.

PROVIDE REINFORCING BARS AT CORNERS, INTERSECTIONS, AND EACH SIDE OF OPENINGS. PROVIDE (2) REINFORCING BARS EACH SIDE OF OPENINGS OVER 4 FEET WIDE, AND AS SHOWN ON THE PLANS. PROVIDE HOOKED DOWELS INTO FOOTINGS AND STRUCTURE ABOVE AND/OR BELOW TO PROVIDE CONTINUITY. PROVIDE 9 GAGE GALVANIZED HORIZONTAL

JOINT REINFORCING (DUR-O-WAL OR ENGINEER-APPROVED EQUAL) AT 16” O.C. REINFORCING LAPS TO BE 48 BAR DIAMETERS.

DO NOT PLACE CONDUITS, PIPES, ETC., IN CELLS WITH VERTICAL REINFORCING. DO NOT RUN CONDUITS, PIPES, ETC., HORIZONTALLY IN CMU WALLS PARALLEL TO LENGTH OF WALL. WHERE MASONRY WALLS ABUT CONCRETE COLUMNS TO BE PLACED PRIOR TO ERECTION OF MASONRY WALLS, PROVIDE DOVETAIL SLOTS BETWEEN COLUMN AND WALLS AND GROUT THE CMU CELL CONTAINING THE DOVETAIL ANCHORS. OTHERWISE, EXTEND CMU HORIZONTAL JOINT REINFORCING THROUGH CONCRETE COLUMN.

CONTROL JOINTS SHALL BE PROVIDED IN ALL CONCRETE MASONRY CONSTRUCTION AT LOCATIONS INDICATED ON THE ARCHITECTURAL DRAWINGS. HORIZONTAL WALL REINFORCING SHALL BE STOPPED EACH SIDE OF CONTROL JOINTS. SEE ARCHITECTURAL DRAWINGS FOR SEALANT REQUIREMENTS AT CONTROL JOINTS.

USE METAL LATH OR WIRE SCREEN FOR CAVITY CAPS. SHEET METAL, FELT, BUILDING PAPER, OR LIKE MATERIALS ARE PROHIBITED.

TIE BEAMS: TIE BEAMS SHALL BE CONCRETE, POURED AFTER THE BLOCK WALLS BELOW ARE IN PLACE. REINFORCING SHALL BE CONTINUOUS THROUGH TIE BEAMS WITH MINIMUM LAP SPLICES OF 48 BAR DIAMETERS AND BENT BARS AT CORNERS. USE METAL LATH, MORTAR, OR SPECIAL UNITS TO CONFINE CONCRETE TO AREA REQUIRED, IN ACCORDANCE WITH ACI 530.1, SECTION 3.5 B. SOLID METAL OR FELT CAVITY CAPS ARE PROHIBITED.

PRECAST CONCRETE LINTELS: UNLESS INDICATED OTHERWISE, ALL LINTELS TO BE "U" TYPE PRECAST CONCRETE UNITS

EQUAL TO UNITS MANUFACTURED BY CAST-CRETE CORP. AND PRESTRESSED (AND ADDITIONALLY REINFORCED AS

REQUIRED) IN ACCORDANCE WITH CAST-CRETE CORP. ''DESIGN MANUAL", LATEST EDITION, FOR THE SPAN AND LOADING CONDITION RELATIVE TO LINTEL LOCATION.

LINTEL SIZE IF NOT SHOWN ON THE PLANS SHALL BE 8F8-1B FOR OPENINGS LESS THAN 10 FEET AND 8F16-1B/1T FOR OPENINGS 10 FEET TO 20 FEET. PROVIDE 8" MINIMUM BEARING FOR LINTELS UNLESS NOTED OTHERWISE.

STRUCTURAL STEEL: STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:W-SHAPES ASTM A992 GRADE 50.CHANNELS, PLATES AND ANGLES ASTM A36. RECTANGULAR AND SQUARE TUBES ASTM A500 GRADE B (Fy = 46KSI). ROUND HSS ASTM A500 GRADE B (Fy = 42KSI). PIPES ASTM A53 GRADE B (Fy = 35KSI).

DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS".

BOLTS SHALL CONFORM TO THE ASTM SPECIFICATION FOR A325 OR A490, HIGH STRENGTH BOLTS.

WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION. WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16” MINIMUM UNLESS OTHERWISE NOTED. WELDING SHALL BE BY AWS CERTIFIED WELDERS. PREQUALIFIED WELDING PROCEDURES ARE TO BE USED, UNLESS AWS QUALIFICATION IS SUBMITTED TO THE ENGINEER PRIOR TO FABRICATION.

STEEL TO RECEIVE ONE SHOP COAT AND ONE FIELD TOUCH UP COAT OF APPROVED PAINT, EXCEPT WHERE GALVANIZING IS INDICATED ON THE DRAWINGS.

ALL BOLTED CONNECTIONS SHALL CONSIST OF MINIMUM 3/4 INCH DIAMETER ASTM A325 HIGH STRENGTH BOLTS. BEAM CONNECTIONS SHALL BE DESIGNED BY THE FABRICATOR FOR THE REACTIONS SHOWN ON THE PLANS. IF NOT SHOWN, THE FABRICATOR SHALL DESIGN THE BEAM CONNECTIONS TO SUPPORT AN END REACTION OF 1/2 THE ALLOWABLE UNIFORM LOAD CAPACITY WITH A MINIMUM OF 2 BOLTS.

ANCHOR RODS: UNLESS INDICATED OTHERWISE ON THE DRAWINGS, ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 AND THE SIZE SHALL BE 3/4 DIA. AND SHALL EMBED INTO THE CONCRETE FOUNDATION A DISTANCE OF 1’-0” WITH A HEAVY HEX NUT AT THE EMBEDDED END.

LIGHT-GAGE STEEL STUDS: STEEL STUDS SHALL BE C-STUDS WITH A MINIMUM YIELD OF 33,000 PSI FOR 18 AND 20 GAUGE, AND 50,000 PSI FOR 14 AND 16 GAUGE. STUDS SHALL BE OF THE SIZE, GAUGE, AND SPACING SHOWN ON THE DRAWINGS. PROVIDE BRIDGING IN CONFORMANCE WITH THE MANUFACTURER’S RECOMMENDATIONS ADEQUATE FOR DEVELOPMENT OF THE FULL MOMENT CAPACITY OF THE STUDS. FOR LOAD-BEARING STUDS, TRACK SHALL BE OVERSIZE TO PROVIDE FULL STUD BEARING. SCREWS SHALL BE ELCO DRIL-FLEX, HILTI KWIK-FLEX, OR APPROVED.

LIGHT GAUGE EXTERIOR METAL FRAMING: DESIGN AND MANUFACTURE LIGHT GAUGE METAL FRAMING, INCLUDING ALL CONNECTIONS, ANCHORAGE HARDWARE, AND FASTENERS IN ACCORDANCE WITH REQUIREMENTS OF AISI SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS (LATEST EDITION) OR THE AISI LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION FOR COLD-FORMED STEEL STRUCTURAL MEMBERS (LATEST EDITION) AND THE RECOMMENDATIONS OF THE LIGHT GAUGE METAL WALL FRAMING MANUFACTURER.

STEEL STUDS AND RUNNER TRACK MEMBERS SHALL CONFORM TO ASTM A653 GRADE C (MINIMUM YIELD POINT 40,000 PSI) WITH HOT DIPPED GALVANIZED COATING CONFORMING TO ASTM A525 (CLASS G90).

ALL FRAMING MEMBERS SHALL BE CUT SQUARELY. MEMBERS SHALL BE HELD FIRMLY IN PLACE UNTIL PROPERLY JOINED. JOINING OF MEMBERS SHALL BE MADE WITH SELF-DRILLING SCREWS OR WELDING. WIRE TYING OF FRAMING MEMBERS SHALL NOT BE PERMITTED. ATTACHMENT OF MATERIALS TO FRAMING MEMBERS SHALL BE MADE WITH SELF DRILLING SCREWS.

STUDS SHALL SIT SQUARELY IN THE TOP AND BOTTOM RUNNER TRACKS WITH FIRM ABUTMENT AGAINST TRACK WELDS. STUDS SHALL BE PLUMB AND SECURELY FASTENED TO THE FLANGES OF BOTH TOP AND BOTTOM RUNNER TRACKS.

SUBMIT COMPLETE SHOP DRAWINGS AND DESIGN CALCULATIONS, PREPARED, SIGNED, AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF FLORIDA, SUBSTANTIATING ALL STRENGTH AND SERVICEABILITY CRITERIA.

a a

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3398

3

SELECT STRUCTURAL



Phone: (239) 210-5090

[email protected]


Project No. : 19217



THRESHOLD

a= 6.4 ft

CORNER 5 +/-118 +/-77 +/-59PARAPET

INTERIOR 4 +/-86 +/-67 +/-59

CORNER 5 34 / -46 31 / -39 29 / -36

WALLINTERIOR 4 34 / -37 31 / -34 29 / -32

CORNER 3 15 / -95 13 / -57 12 / -41

EDGE 2 15 / -63 13 / -47 12 / -41ROOF

INTERIOR 1 15 / -38 13 / -35 12 / -34

10 SF 50 SF 100 SF

TRIBUTARY AREAALLOWABLE DESIGN WIND PRESSURES (PSF)

COMPONENT AND

CLADDING DIAGRAMS

THRESHOLD INSPECTION PLAN

GENERAL THE SPECIAL INSPECTOR OF THRESHOLD BUILDINGS OR HIS DESIGNATED REPRESENTATIVE SHALL OBSERVE THAT THE STRUCTURAL PORTION OF THE WORK ARE EXECUTED IN SUBSTANTIAL ACCORDANCE WITH THE PERMITTED CONTRACT DOCUMENTS.

THE CONTRACTOR SHALL PROVIDE THE SPECIAL INSPECTOR SAFE ACCESS TO ALL PORTIONS OF THE STRUCTURE THAT NEED INSPECTIONS. A MINIMUM OF 24 HOURS’ NOTICE SHALL BE GIVEN FOR ALL INSPECTIONS.

CONTRACTOR IS RESPONSIBLE FOR PROVIDING COMPLETE CONTRACT DOCUMENTS, INCLUDING FABRICATION/ERECTION DRAWINGS, RFI RESPONSES, AND REVISIONS. THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE CONTRACT DOCUMENTS. THE SPECIAL INSPECTOR DOES NOT REPLACE THE QUALITY CONTROL RESPONSIBILITY OF THE CONTRACTOR.

THE SPECIAL INSPECTOR IS TO PROVIDE SERVICES ONLY WITH REGARD TO THE STRUCTURE OF THE BUILDING INCLUDING FOUNDATION, PRIMARY AND SECONDARY FRAMING SYSTEMS, AND ALL ITEMS INCLUDED IN THE INSPECTION PLAN. THIS DOES NOT INCLUDE INSPECTION OF ANY SAFETY PROVISIONS NOR DOES IT APPLY TO ELEMENTS SUCH AS GLASS, METAL, OR WOODEN RAILINGS, FIRE PROTECTION, ROOFING MECHANICAL/ELECTRICAL SYSTEMS, ARCHITECTURAL COMPONENTS, SITE WORK OR OTHER ELEMENTS NOT CONTRIBUTING TO THE CAPACITY OF THE STRUCTURAL BUILDING FRAME.

IT IS NOT THE INTENT OF THIS THRESHOLD INSPECTION PLAN FOR THE SPECIAL INSPECTOR TO BE RESPONSIBLE FOR ANY MATERIAL TESTING, WELD TESTING OR SIZING OR BOLT TESTING FOR PROJECT STRUCTURAL MEMBERS AND/OR CONNECTIONS. ALL MATERIAL TESTING AND STRUCTURAL COMPONENT TESTING WILL BE COVERED UNDER SEPARATE CONTRACT WITH APPROPRIATE PARTIES.

SINCE THE SPECIAL INSPECTOR DOES NOT CERTIFY THAT THE CONTRACT DOCUMENTS ARE, IN THEMSELVES, IN COMPLIANCE WITH THE APPLICABLE BUILDING CODES ALL CERTIFICATIONS ISSUED WILL REFER TO COMPLETED WORK BEING IN SUBSTANTIAL ACCORDANCE WITH THE CONTRACT DOCUMENTS RATHER THAN THE APPROPRIATE BUILDING CODE.

STRUCTURAL THRESHOLD INSPECTIONS INCLUDE AND ARE LIMITED TO THE ITEMS IDENTIFIED IN THIS THRESHOLD PLAN.

FOUNDATION – FOOTINGS AND SLAB ON GRADEREVIEW PLACEMENT OF REINFORCEMENT FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS.

VERIFY COMPACTION REPORTS AND KEEP ON FILE.

CONCRETEVERIFY CONSTRUCTION JOINT LOCATIONS.

VERIFY OPENINGS AGAINST CONTRACT DOCUMENTS.

REVIEW EMBEDDED ITEMS.

REVIEW REINFORCEMENT DOWELING AND EXPANSION/CHEMICAL ANCHORS

VERIFY CONTRACTOR HAS SHORING INSPECTION LETTER SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA FOR FORMWORK, SHORING AND RESHORING.

REINFORCING STEELVERIFY GRADE, SIZE, QUANTITY AND SPACING OF REINFORCING BARS FOR COMPLIANCE WITH CONTRACT DOCUMENTS AS WELL AS APPROVED SHOP DRAWINGS.

VERIFY MINIMUM CLEARANCE REQUIREMENTS FROM CONCRETE SURFACES.

VERIFY THAT REINFORCING IS ADEQUATELY SUPPORTED TO RESIST DISPLACEMENT OR SHIFTING DURING POUR.

VERIFY THAT REBAR SURFACES ARE FREE OF EXCESS RUST OR OTHER COATINGS THAT MAY ADVERSELY AFFECT BONDING CAPACITY.

VERIFY REBAR SPLICE LOCATIONS AND REQUIRED LENGTH OF LAP.

VERIFY THAT DEBRIS AND FOREIGN MATERIAL HAVE BEEN REMOVED BEFORE CONCRETE IS PLACED.

STEEL STRUCTURE CHECK THE INSTALLATION OF COLUMN BASE PLATES FOR PROPER LEVELING, GROUT TYPE AND GROUT APPLICATION.

VISUALLY SPOT CHECK THAT BOLTS ARE BEING TIGHTENED PROPERLY.

VISUALLY CHECK THAT ALL CONNECTIONS ARE COMPLETED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND THE APPROVED SHOP DRAWINGS.

VERIFY STEEL BEAM SIZE AND STEEL GRADE.

REVIEW STEEL MEMBERS FOR POSSIBLE DAMAGE IN SHIPPING; CHECK WORKMANSHIP AND PIECE MARKING.

PRECAST FLOOR SYSTEMREPORT ANY NOTED VISUAL DEFECTS (INCLUDING SURFACE CRACKS) OBSERVED IN THE PRECAST MEMBER. ERECTION OF ANY REPORTED DEFECTIVE MEMBER WILL NOT BE PERMITTED.

OBTAIN DETAILED ERECTION DRAWINGS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER IN THE STATE OF FLORIDA AND APPROVED BY THE ENGINEER FOR PRECAST PRESTRESSED CONCRETE.

VERIFY THAT PRECAST PRESTRESSED CONCRETE MEMBERS ARE ERECTED IN CONFORMANCE WITH APPROVED DRAWINGS AND DETAILS.

REINFORCED CONCRETE MASONRY (CMU)OBSERVE MORTAR MIX AND PLACEMENT. VERIFY THAT GROUT INSPECTION AND TESTING IS IN ACCORDANCE WITH CONTRACT DOCUMENTS.

VERIFY PLACEMENT OF JOINT REINFORCING AND WALL VERTICAL STEEL WHERE SPECIFIED.

VERIFY THAT CONTROL JOINTS ARE PLACED IN WALLS AS SPECIFIED.

VERIFY PROPER CONNECTION TO SUPPORT STRUCTURE.

VERIFY PROPER PLACEMENT OF CMU LINTELS, DOOR AND WINDOW JAMBS.

NOTIFY THE ENGINEER OF RECORD WHEN PLACEMENT OF CONDUIT OR PIPING INTERFERES WITH CELL GROUTING AND VERTICAL REINFORCING STEEL.

VERIFY THAT PLACEMENT AND CONSOLIDATION OF GROUT IS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS.

FOUNDATION PLAN NOTES:

1. SEE ARCHITECTURAL DRAWINGS FOR SLOPES, STEPS, DRAIN LOCATIONS, AND VAPOR BARRIER REQUIREMENTS FOR FLOOR SLABS.

2. VERIFY/COORDINATE EDGE OF SLAB DETAILS AT EXTERIOR DOORS WITH ARCHITECTURAL DRAWINGS.

3. VERIFY/COORDINATE SILL HEIGHTS AND DETAILS OF WALL OPENINGS WITH ARCHITECTURAL DRAWINGS.

4. SEE GEOTECHNICAL RECOMMENDATIONS FOR SUBGRADE COMPACTION AND DRAINAGE REQUIREMENTS.

5. VERIFY/COORDINATE LOCATION OF UNDERGROUND PIPING WITH FOUNDATIONS.

6. DO NOT SCALE DRAWINGS. VERIFY/COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS BEFORE COMMENCING CONSTRUCTION. NOTIFY STRUCTURAL ENGINEER AND ARCHITECT OF ANY DISCREPANCIES BEFORE PROCEEDING WITH WORK.

7. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS PRIOR TO COMMENCING CONSTRUCTION. NOTIFY THE ENGINEER OF RECORD OF ANY DISCREPANCIES.

8. 'FX' INDICATES FOOTING TYPE, SEE SCHEDULE THIS SHEET.

9. X’-X” INDICATES TOP OF FOOTING ELEVATION, -2’-0” UNO.

10. INDICATES 8” CMU WALL WITH #5 AT 40” OC MAX AND AT CORNERS, INTERSECTIONS AND BOTH SIDES OF OPENINGS, UNO.

11. INDICATES CONCRETE COLUMN TYPE. SEE SCHEDULE.

12. INDICATES STEP IN FOOTING. COORDINATE LOCATION WITH MEP DRAWINGS.

C#

C3

HSS8X8X

1/2

HSS12X12

X5/8F130

F90

F80

F130

F66W

F40W

F20W

F20W

F20W

F20W

F20W

F40W

F40W

F40W

F46W

F40W

F46W

F20W

F20W

F20W

F20W

F20W

F20W

F20WF

20W

F20W

F20W

F56U

F20W

F20W

F20W F20W F20W

F40W

18' - 4" 193' - 7"

3' - 9" 53' - 2" 31' - 0" 105' - 8"

22' - 0" 3' - 6" 13' - 0" 14' - 6"

67' -

8"

1' -

0"

30' -

8"

5' -

4"

30' -

8"

10' -

1"

19' - 11"

6' - 0"

98' - 6" 25' - 4" 40' - 6"

10' - 11" 8' - 3"

17' -

4"

14' -

0"

58' - 0" 9" 5' - 0" 30' - 2" 4' - 7" 4' - 7" 35' - 11"

30' - 10" 22' - 4" 5' - 2" 25' - 10"

12' -

2"

6' -

0"

12' -

10"

14' -

0"

9' -

2"

34' -

8"

5' - 0" 26' - 8" 66' - 10"

6' - 11"

2' - 0"

2' -

6"

27' -

6"

20' -

0"

26' -

5"

21' -

0"

5' -

0"

76' -

5"

26' -

0"

36' -

8"

9' -

0"

4' -

5"

5' -

8"

2' -

0"

7' -

0"

11' -

8"

5' - 0" 12' - 11" 13' - 4" 4' - 1" 8' - 0" 12' - 8" 12' - 8" 8' - 0" 5' - 0"

8' - 10"

5 3

/4"

4' -

0"

6 1

/4"

F20W

F20W F20W

F20W F30U

F30U F30U

F30U F30U

F30U F20W

F20W

F20W

F20W

F20W

F20W

F20W

F20W

F20W

4" CONCRETE SLAB ON GRADEW/ 6x6 W1.4xW1.4 WWF

TYPICAL

F36U F46U F36U

F56UF56U

F66U F66U

F56U

T/FOOTING

-5' - 0"

SUMP PITTYPICAL

1

S5.01

TYP

12

S5.01

12

S5.01

4

S5.01

TYP

8

S5.01

TYP

4

S5.01

TYP

4

S5.01

TYP

3

S5.01

TYP

3

S5.01

TYP

6

S5.01

TYP

8

S5.01

TYP

8

S5.01

TYP

8' -

0"

6' -

0"

22' -

10"

F130170

C4

F66W

C4

F40W

26' - 4" 26' - 4"

PRE ENGINEERED CANOPYCOLUMN, BY OTHERS(TYPICAL 3 PLCS)



T/SLAB T/SLAB 0' - 0"

4' - 0"

C2

C1

C1

F56U

C1

5

S5.01

F40W

11

S5.01

6

S5.01

TYP

C1

C1

3' -

0"

F20W

9

S5.01

TYP

#5V IN 2 FILLEDCELLS AT ENDOF WALL

7' -

0"

8' -

4 1

/4"

10

S5.01

81' - 8"

F20W

6' -

1"

2' -

0"

1

2

3

A B C D E

7' - 8"

191' - 2"

4

5

C.7 D.5 E.5

18' -

5"

D.1

1

1

1

1

1

11

PAD FOUNDATION SCHEDULE

MARK LENGTH WIDTH THICKNESS REINFORCEMENT COMMENTS

F30U 3' - 0" 3' - 0" 1' - 4" (4) #5 EW TOP & BOT -

F36U 3' - 6" 3' - 6" 2' - 0" (4) #5 EW TOP & BOT -

F46U 4' - 6" 4' - 6" 2' - 0" (5) #5 EW TOP & BOT -

F56U 5' - 6" 5' - 6" 2' - 0" (6) #5 EW TOP & BOT -

F66U 6' - 6" 6' - 6" 2' - 0" (7) #5 EW TOP & BOT -

F80 8' - 0" 8' - 0" 1' - 8" (9) #6 EW BOT -

F90 9' - 0" 9' - 0" 2' - 0" (10) #6 EW BOT -

F130 13' - 0" 13' - 0" 2' - 4" (14) #7 EW BOT -

F130170 17' - 0" 13' - 0" 2' - 4" (14) #7 LW, (18) #7 SW -

WALL FOUNDATION SCHEDULE

MARK WIDTH THICKNESS REINFORCEMENT COMMENTS

F20W 2' - 0" 1' - 0" (3) #5 CONT. BOT -

F40W 4' - 0" 1' - 0" (5) #5 CONT. & #4 @ 12" OC TRANSVERSE BOT -



CONCRETE COLUMN SCHEDULE

MARK WIDTH SS_HEIGHT REINFORCING COMMENTS

C1 0' - 8" 1' - 4" (4) #6 VERT & #3 @ 8" OC -

C2 0' - 8" 2' - 0" (6) #6 VERT & #3 @ 8" OC -

C3 0' - 8" 2' - 4" (8) #6 VERT & #3 @ 8" OC -

C4 1' - 8" 1' - 8" (12) #6 VERT & #3 @ 12" OC -

STEEL COLUMN SCHEDULE

SIZE BASE PLATE ANCHOR RODS

HSS6X6X1/4 1"x14"x1'-2" (4) 3/4" DIA THRU BOLTS

HSS8X8X1/2 1"x14"x1'-2" (4) 3/4" DIA (12" EMBED)

HSS12X12X5/8 1"x18"x1'-6" (4) 3/4" DIA (12" EMBED)

FT

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SELECT STRUCTURAL



Phone: (239) 210-5090

[email protected]


Project No. : 19217



FOUNDATION

SCALE: 1/8" = 1'-0"

FOUNDATION

1

1

1

B4 T13' - 0"

C3

BB

1B

B1

B7 T13' - 0"

BB1

BB

1

BB

1

BB1BB1

BB

1

BB1

BB1

BB1

BB

1

BB

1

B7 T13' - 0"

BB

1

BB1

BB

1

BB

1

BB

1

BB

1

BB1

BB1

BB

1

BB1

BB

1

BB

1

BB

1BB1

BB

1

BB

1

BB

1

BB1

BB

1

BB1

BB

1

BB1

P1

P1

P1

P1

P1

P1

P1

P1

1

S5.02

TYP

2

S5.02

TYP

9

S5.00

TYP

1

S5.02

TYP

4

S5.02

TYP

5

S5.02

T12' -

2"

B2

P1

4

S5.02

TYP

HSS6X4X3/8

1

S5.02

TYP

B6 (

2 S

PA

N)

T13

' -0"

BB

1

B3 (

3 S

PA

N)

T12

' -2"

B5 (

2 S

PA

N)

T16

' -8"

9

S5.03

3

S5.02

TYP

2

S5.02

TYP

19' -

0"

1' -

8"

5' -

8"

48' -

1"

3' -

0"

1' - 0"30' - 10" 53' - 4"

85' - 2" 105' - 8"

6' -

0"

1' -

0"

11 3

/4"14

S5.02

14

S5.022

S5.02

TYP

77' -

5"

66' -

8"

190' - 10"

SIM SIM

SIM

PRE ENGINEEREDCANOPY BY OTHERS



C1

C1

C1

C2

C4

C4

B3 T12' - 2"

8

S5.02

6

S5.03

TYP

10

S5.02

TYP

T/SLAB 13' - 0"

15

S5.02

B3 T12' - 2"

BB1

BB

1

BB1

BB

1 T

11' -

10" BB1 T11' - 10"

BB

1

BB1

BB

1

BB

1

BB1B

B1

BB1 T11' - 10"B

B1

C1

C1

13

S5.02

8F

24-1

B/2

T

B

3 T

10

' -8"

B2 T12' - 2"

9

S5.02

B3 T

12

' -2"

13

S5.02

9

S5.02

1

2

3

A B C D E

4

5

C.7 D.5 E.5

191' - 2"

40' - 6"19' - 2" 106' - 2" 25' - 4"

6' -

1"

3' -

9"

12

S5.01

D.1

1

1

FRAMING PLAN NOTES:

1. SEE ARCHITECTURAL DRAWINGS FOR SLOPES, DROPS, AND DRAIN LOCATION IN FLOOR SLABS.

2. P1 INDICATES SPAN DIRECTION OF 8" HOLLOW CORE PLANK WITH 2" MINIMUM CONCRETE TOPPING W/ 6X6 W1.4XW1.4 WWF (10” TOTAL THICKNESS).

3. TX’-X” INDICATES TOP OF BEAM ELEVATION.


5. INDICATES CONCRETE COLUMN ABOVE AND BELOW FLOOR LEVEL.

6. INDICATES CONCRETE COLUMN BELOW FLOOR LEVEL.

7. INDICATES CONCRETE COLUMN ABOVE FLOOR LEVEL.

C#

C#

C#

CONCRETE BEAM SCHEDULE

MARK WIDTH DEPTH

REINFORCEMENT

COMMENTSTOP MID BOT STIRRUPS

B1 8" 1' - 0" (2) #7 - (2) #7 #3 @4" OC -

B2 8" 1' - 4" (2) #6 - (2) #6 #3 @ 6" OC -

B3 8" 1' - 8" (4) #7 (2) #5 (4) #7 #3 @ 8" OC TOP & BOT STEEL IN 3 LAYERS



B6 1' - 8" 2' - 6" (10) #8 (2) #6 (10) #8 (2) #4 @ 6" OC TOP & BOT STEEL IN 2 LAYERS

B7 1' - 8" 3' - 0" (10) #7 (4) #5 (10) #7 #4 @ 4" OC TOP & BOT STEEL IN 2 LAYERS

BB1 8" 0' - 8" (2) #5 - - - SINGLE COURSE BOND BEAMS

BB2 8" 1' - 4" (2) #5 - (2) #5 - DOUBLE COURSE BOND BEAMS

FT

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3398

3

SELECT STRUCTURAL



Phone: (239) 210-5090

[email protected]


Project No. : 19217



SECOND FLOOR

SCALE: 1/8" = 1'-0"

SECOND FLOOR FRAMING PLAN

BB

1

BB1BB1

BB1BB1

BB

1

BB1

BB1

BB1

BB

1

BB1

BB

1

BB1

BB

1

BB1BB1

BB

1

BB1

BB

1

BB

1

BB

1

BB

1

BB1

BB

1

BB1

BB

1

BB1

BB

1

BB1

P1

P1

P1

HSS6X4X3/8

P1

P1

P1

P1

P1

B1 T

23

' -0"

B1 T

23

' -0"

B1 T

23

' -0"

P1

T/SLAB

23'-2" 3RD FLOOR

33'-4" 4TH FLOOR

1

S5.02

TYP

BB

1 BB

1

BB

1

BB

1 T

22

' -4"

BB

1B

B1

2

S5.02

TYP

3

S5.02

TYP

4

S5.02

TYP

2

S5.02

TYP

3

S5.02

TYP

2

S5.02

TYP

1

S5.02

TYP

9

S5.00

TYP

1

S5.02

TYP

P1

B2 T

22

' -4"

B1 T

33

' -2"

B1 T

33

' -2"

B1 T

33

' -2"

BB

1 T

32

' -6"

B2 T

32

' -6"

C1

12

S5.03

1

2

3

B C D EC.7 D.5 E.5D.1

11

S5.03

11

S5.03

1

1

1

1

FRAMING PLAN NOTES:





5. INDICATES CONCRETE COLUMN ABOVE AND BELOW FLOOR LEVEL.

6. INDICATES CONCRETE COLUMN BELOW FLOOR LEVEL.

7. INDICATES CONCRETE COLUMN ABOVE FLOOR LEVEL.

C#

C#

C#

FT

MY

ER

S, F

L 33

907

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0 U

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5-17-19

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CH

AR

LOT

TE

, FL

3398

3

SELECT STRUCTURAL



Phone: (239) 210-5090

[email protected]


Project No. : 19217



3RD & 4TH FLOOR

SCALE: 1/8" = 1'-0"

THIRD AND FOURTH FLOOR FRAMING PLAN


MARK WIDTH DEPTH

REINFORCEMENT


B1 8" 1' - 0" (2) #7 - (2) #7 #3 @4" OC -

B2 8" 1' - 4" (2) #6 - (2) #6 #3 @ 6" OC -








RTU-24000#

RTU-14000#

6

S5.02HSS6X6X

1/4

POST U

P TYPIC

AL

HSS6X6X

1/4

POST U

P TYPIC

AL

9' - 0 5/8" 9' - 0 5/8" 9' - 0 5/8" 12' - 9 3/8"

21' -

3"

6' -

7"

6' -

7"

6' -

7"

7

S5.03

7

S5.03

8

S5.03

6

S5.028

S5.02

P1

P1

P1 P1

P1

P1

P1

P1

BB

1B

B1

B1 T

43

' -4"

BB

1B

1 T

43

' -4"

BB

1

BB

1

BB1

BB1

B1 T

43

' -4"

BB

1

BB2 T42' - 8" BB

1

BB1

BB

1 BB2 T42' - 8"

BB1 T42' - 8"

BB

1 T

42

' -8"

BB1 T42' - 8"

BB

1 T

42

' -8"

BB1 T42' - 8"

BB1 T42' - 8"

BB

1

BB1 T42' - 8"

BB

1 T

42

' -8"

BB

1 T

42

' -8"

BB1 BB1

BB1

BB

1

BB1

6

S5.02

21' - 8 5/8" 9' - 10 1/4" 9' - 10 1/4"

11' -

3"

9' -

0 5

/8"

9' -

0 5

/8"

9' -

0 5

/8"

7

S5.03

B6 T

42

' -8"

BB2 T42' - 8"

BB2 T42' - 8"

BB

2 T

42

' -8"

T/WALL

48' - 2"

T/WALL

48' - 2"

T/WALL

46' - 2"

T/WALL

48' - 2"

T/WALL

48' - 2"

T/WALL

48' - 2"

T/WALL

48' - 2"

T/WALL

48' - 2"

T/WALL

46' - 2"

T/WALL

48' - 2"

T/WALL

48' - 2"

T/SLAB 43' - 6"

T/WALL

48' - 2"

T/WALL

48' - 2"

T/WALL

51' - 0"

T/WALL

51' - 0"

T/WALL

51' - 0"

T/WALL

48' - 2"

T/WALL

54' - 4"

T/WALL

54' - 4"

T/WALL

54' - 4"

B2 T

42

' -8"

W12X19

W8X

10

W8X

10

HOIST BEAMCOORD W/ELEVATOR MANUF

8

S5.03

5

S5.03

TYP

4

S5.03

TYP4

S5.03

TYP

3

S5.03

4

S5.03

TYP

3

S5.03

8

S5.03

10

S5.03

12

S5.03

T/WALL

51' - 0"

LIGHT FEATUREWITH LT GAUGEMETAL FRAMINGBY OTHERS

1

S5.03

10

S5.03

(4) CU200# EACH

BB2 T42' - 8"

w=350 PLF(WORKING LOAD)


7

S5.02



w=

35

0 P

LF

(WO

RK

ING

LO

AD

)

EF

EF

EF EF EF EF

EF

EF

EF

EFEFEF

EF

5

S5.03

TYP

1' - 0"

1' -

0"

1' - 0"

68

' -

8"

192' - 2"

77

' -

5"

85' - 2" 12' - 6" 94' - 2"

191' - 10"

T/SLAB 48' - 4"

BB1 T47' - 6"

BB

1 T

47

' -6"

BB1 T47' - 6"

BB1 T47' - 6"

BB

1 T

47

' -6"

BB

1 T

47

' -6"

1

2

3

B C D EC.7 D.5 E.5

19' - 2" 106' - 2" 25' - 4" 41' - 6"

2' -

8 7

/8"

6' -

1"

D.1

2

S5.03

11

S5.03

11

S5.03

EF

HSS6X6X1/4 T51' - 6"HSS6X6X1/4 T48' - 6"TYP

HSS4X4X1/4 BRACE-TYP

HSS6X6X1/4 T51' - 6"HSS6X6X1/4 T48' - 6"TYP

HSS4X4X1/4 BRACE-TYP

CU200#

(3) CU200# EACH

ROOF HATCHPER ARCH

(4) CU200# EACH

T/WALL

54' - 4"

8" LT GAUGEMETAL STUDFRAMINGM=2.2K-FT/FT(WALL TO HOLLOWCORE)

W=200PLFWORKING LOAD

ROOF FRAMING PLAN NOTES:




4. INDICATES 8” LT GAUGE METAL STUD WALL.

FT

MY

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S, F

L 33

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OF

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HIT

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TO

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HO

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, FL

3398

3

SELECT STRUCTURAL



Phone: (239) 210-5090

[email protected]


Project No. : 19217



ROOF PLAN

SCALE: 1/8" = 1'-0"

ROOF FRAMING PLAN


MARK WIDTH DEPTH

REINFORCEMENT


B1 8" 1' - 0" (2) #7 - (2) #7 #3 @4" OC -

B2 8" 1' - 4" (2) #6 - (2) #6 #3 @ 6" OC -








1

1

KEYED JOINT (AT SLAB MID-DEPTH)PAINT W/CURING COMPOUND ASBOND BREAK BEFORE ADJACENTSLAB IS PLACED

SLABREINF

SAW CUT JOINTSAME DAY AS POUR

SLABREINF

NOTE:CONTROL JOINTS TO BE SPACED PER ACI RECOMMENDATIONS AND 36x SLAB DEPTH OC MAX

CONSTRUCTION JOINT

CONTROL JOINT

IV:3HCOMPACTEDSTRUCTURAL FILL

VAPOR BARRIERPER ARCH

COMPACTED STRUCTURAL FILL

DE

PT

H1

/4"

SL

AB

VAPOR BARRIERPER ARCH

SLA

BD

EP

TH

MATCH BOTTOMREINFORCING

MATCH FOOTINGREINFORCING

11

4' - 0" MIN

1' - 6"

MA

X

2' -

0"

CONCRETE FOOTING

EXTEND ALL REINFORCING TO FAR FACE

CORNERREINFORCING(1) #5 2'-6"

2'-6"

SEEP

LAN

PRECASTCONCRETELINTEL

OPENING

MATCH TYPICAL WALL REINFORCING ABOVE AND BELOW OPENINGS

GROUT SILL SOLID, AT OPENINGS4'-0" AND WIDER PROVIDE (1) #5

REINFORCEDMASONRY WALL

VERTICAL REINFORCINGAT EACH OPENING - SEEPLAN FOR ADDITIONALREINFORCING REQUIREMENTS

CONCRETE TIE BEAM

MASONRY COURSESAS REQ'D

OPENING WIDTH LINTEL SIZE

W < 6' 8F8-1B

6' < W < 10' 8F16-1B/2T

10' < W < 14' 8F24-1B/2T

NO

MIN

AL H

EIG

HT

(1) #5 TOP

GROUT SOLID

(1) #5 BOT

PRECAST LINTEL

8F16-1B/1T

NOMINAL WIDTH

F= FILLED WITHGROUT/ U=UNFILLED

NOMINAL HEIGHT

QUANTITY OF #5 REBAR ATBOTTOM OF LINTEL CAVITY

QUANTITY OF #5REBAR AT TOP

WIDTH

NOMINAL

0' -

1 1

/2"

CL

R

#5 BAR IN GROUT FILLEDCELL LAP 18" MIN EACHDIRECTION W/#5 BENT BAR

#5 BARS IN GROUTFILLED CELLS

OPEN FACE OF BLOCKTO FILL THIS CELL SOLID

BOND BEAM

#5 CORNER BAR18"x18"

6"

6"

MIN

1" CLEAR SLEEVE TO PIPE

PIPE

1

2

NO EXCAVATIONBELOW THIS POINTAFTER POURING FOUNDATION

PIPE PARALLEL TO FOUNDATIONWALL

FINISH GRADEFOUNDATION WALL

PIPE

FOUNDATION

1' - 6" MIN.

4"

MIN

4"

MIN

5/8" HOLLOW CORE PLANKPER PLAN

ANGLE 6"x4"X3/8"

NOTE: EARS OF HANGERABOVE NOT SHOWN FOR CLARITY

ANGLE 6"x4" (TYP)

PLANK HANGER

TYPICAL HANGER

HSS 3"x3" (TYP)

PLANK HANGERHOLLOW CORE PLANKPER PLAN

HSS 3x3PLANK HANGER

SPECIAL UNDER-SLUG HANGER

NOTE: EARS OF HANGERABOVE NOT SHOWN FOR CLARITY

PRECAST STAIR LANDING

CMU WALLPER PLAN

PRECAST LEDGERBEAM PER PRECASTMANUF

OPENING

STEEL HEADERSWHERE REQDBY MANUF

PC

PL

AN

K S

PA

N

SPACING1/2 S STIRRUP SPACING "S"

EXTEND REINFINTO BEAM

WIDTH

BE

AM

DE

PT

H

TOP REINF

STIRRUPS PER SCHEDULE

BOT REINF

1 1/2" CLR TYP#5 REBAR EA CELL, GROUT SOLID

16" MIN BRG

AS

RE

QD

1 1

/2"

CLR

TY

P

TIE

BE

AM

DE

PT

H

HORIZONTAL REINFORCING-SEE SCHEDULE

(1) #5 CORNER REINFORCINGEACH LAYER

2'-6"

2'-6"SEEP

LAN

EXTEND ALL REINFORCINGTO FAR FACE

CONC BEAMPER PLAN

HSS BEAM PER PLANCOORDINATE LOCATIONW/ ELEVATOR MFR

CONCRETE OR CMU WALLPER PLAN

PLATE 1/2"x10"x10" W/(4) 5/8" DIA SCREW ANCHORSW/ 5" EMBEDMENT @ 7" GAGE

3/16

FT

MY

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SELECT STRUCTURAL



Phone: (239) 210-5090

[email protected]


Project No. : 19217



TYPICAL DETAILS

SCALE: 3/4" = 1'-0"

TYPICAL JOINT DETAILS1 SCALE: 1/2" = 1'-0"

STEP FOOTING DETAIL2 SCALE: 3/4" = 1'-0"

FOOTING CORNER DETAIL3 SCALE: 1/2" = 1'-0"

OPENING IN MASONRY WALL5

SCALE: 3/4" = 1'-0"

PRECAST LINTEL SCHEDULE6 SCALE: 1/2" = 1'-0"

STEPPED BOND BEAM7

SCALE: NTS

PIPE THROUGH FOUNDATION4

SCALE: 3/4" = 1'-0"

HOLLOW CORE PLANK CONNECTION HANGER DETAIL8 SCALE: 3/4" = 1'-0"

PRECAST STAIR LANDING DETAIL9 SCALE: 3/4" = 1'-0"

TYPICAL PRECAST OPENING10

SCALE: 3/4" = 1'-0"

TYPICAL CONCRETE BEAM11 SCALE: 3/4" = 1'-0"

TYPICAL BEAM CORNER12 SCALE: 3/4" = 1'-0"

ELEVATOR SEPARATOR BEAM DETAIL13

CONCRETE FOOTINGPER PLAN

1 1/2" NON-SHRINK GROUT

BASE PLATE AND ANCHOR RODSPER PLAN

BLOCKOUT AS IN [04.B.002]

SLAB ON GRADEPER PLAN

STEEL COLUMNPER PLAN 1/4

3"

CLR

TYP3" CLR

EM

BE

DM

EN

TLE

NG

TH

9"

UN

O

3" MIN

ISOLATION JOINT

CENTERLINE COLUMN AND FOOTING

CJ

CJ

CJ

CJ

SECOND POURDIAMOND OR ROUND

STEEL COLUMN AND BASE PLATEPER PLAN

4" M

IN

PRECAST STAIRS-SEE ARCH DRAWINGS

CONNECTION BY MANUF

1' - 4"

1' -

0"

(2) #5 CONT

SEE FTG SCHEDULE FOR SIZE AND REINF

CONC SLAB- SEE PLAN GROUT CELLS

SOLIDBELOW SLAB

0' -

3"

CL

R

LAP REINFORCING 48 BAR DIAMETERS

@ SIM CONCSLAB ON BOTH SIDES

TOP OF FTG

0'-0"

CONCRETE COLUMNPER PLAN

SP

AC

ING

1/2

TIE

CONC SLABPER PLAN

SEE FOOTING SCHEDULEFOR SIZE AND REINF

0' -

3"

CL

R

TOP OF FTG

PER PLAN

0' - 1 1/2" CLR

DOWELS TO MATCHSIZE AND QTY OF VERTBARS, LAP 24 BAR DIA

CONC SLAB-SEE PLAN

(2) #5x CONT

1

1

1' - 0"

MIN

1' -

0"

CLR

3"

SEE FTG SCHEDULEFOR SIZE AND REINF

GROUT SOLIDBELOW GRADE

(1) #5 CONTCONC SLABPER PLAN

0' -

3"

CL

R

TOP OF FTG

PER PLAN

#5 @ 24" OC

CONCRETE SLAB,PAVERS OR GRADE


CONC SLABPER PLAN

GROUT CELLS SOLIDBELOW SLAB

3"

CLR

LAP DOWELS 48 BAR , DIAMETERS, MATCH SIZE & SPACING OF VERTICAL REINFORCING

T/WALL

PER PLAN

8x8 BOND BEAMW/ (1) #5 CONT

8" CMU WALLW/ #5 @ 24" OC

(1) #5 CONT CONCRETE SLABPER PLAN

SEE FTG SCHEDULEFOR SIZE AND REINF

GROUT SOLIDBELOW GRADE

3"

CLR

TOP OF FOOTING

PER PLAN

#5 @ 24" OC

#5 @ 12" OC EWTOP AND BOTTOM

#5 @ 12" OC EW- TYP 4 SIDES

KEYWAY W/WATERSTOP- CONT

CONC SLAB- SEE PLAN

1' -

0"

L4x4x1/4 W/ 5/8" DIA AB@ 24" OC AT DOOR(COORD W/ MFR)

0' - 8"

(2) #5CONT

0' -

2"

TOP OF SLAB

CMU WALL-SEE PLAN

#5 CONT

WALL BEYOND

#5 @ 12 EW (AT SUMP)

STEP FTG@ SUMP

1'-0"x1'-0"x1'-0"SUMP (BEYOND)

SEE PLAN

TYP

1' - 4"

1' -

4"

PE

R P

LA

N

#5 CONT#4 x 4'-0"@ 24" OC

48 B

AR

DIA

3"

CLR

CLR

3"

TOP OF FTG

PER PLAN


CONC SLABPER PLAN

GROUT CELLS SOLIDBELOW SLAB

3"

CLR

LAP DOWELS 48 BAR , DIAMETERS, MATCH SIZE & SPACING OF VERTICAL REINFORCING

CONC TIE BEAM

COL 90 DEG STDHOOK INTO TIE BEAM

EXTEND JOINT REINFINTO COLUMN ORPROVIDE DOVETAILANCHORS @ 16" OC

CLA

SS

'B' L

AP

3"

3"

COL FDNPER PLAN

WALL FDNPER PLAN

TOP OF FTG

PER PLAN

COLUMN SIZEPER PLAN

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SELECT STRUCTURAL



Phone: (239) 210-5090

[email protected]


Project No. : 19217



DETAILS

SCALE: NOT TO SCALE

STEEL COLUMN FOOTING1 SCALE: 3/4" = 1'-0"

STEEL COLUMN BLOCKOUT2 SCALE: 3/4" = 1'-0"

PRECAST STAIR FOOTINGS3 SCALE: 3/4" = 1'-0"

TYPICAL STEMWALL FOOTING4

SCALE: 3/4" = 1'-0"

TYPICAL CONCRETE COLUMN DETAIL6 SCALE: 3/4" = 1'-0"

TYPICAL THICKENED SLAB7 SCALE: 3/4" = 1'-0"

DOOR THRESHOLD DETAIL8

SCALE: 3/4" = 1'-0"

PATIO WALL12

SCALE: 3/4" = 1'-0"

INTERIOR DOOR THRESHOLD9

SCALE: 3/4" = 1'-0"

ELEVATOR SECTION11

SCALE: 3/4" = 1'-0"

TYPICAL STEMWALL FOOTING5

SCALE: 1/2" = 1'-0"

CONCRETE COLUMN IN CMU WALL10

(1) #5 CONT

#4 @ 48" OC

24"

BOND BEAMPER PLAN

PRECAST PLANKPER PLAN

TOPPING PER PLANCMU WALLPER PLAN4

8 B

AR

DIA

LA

P

TYP3" BRG

6"

(1) #5 CONT

#4 @ 48" OC


TOPPING PER PLANCMU WALLPER PLAN

24"

6"

48 B

AR

DIA

LA

P

BOND BEAMPER PLAN

1" MIN

BOND BEAMPER PLAN


TOPPING PER PLAN

(1) #5 CONT

#4 @ 48" OC x 5'-0"

CMU WALLPER PLAN

48 B

AR

DIA

LA

P

3" BRG


TOPPING PER PLAN

(1) #5 CONT

#4 x 5'-0" @ 48" OC

BOND BEAMPER PLAN

CMU WALLPER PLAN

1" MINMIN3"

CMU WALLPER PLAN

48 B

AR

DIA

LA

P

BOND BEAMPER PLAN


TOPPING PER PLAN

(1) #5 CONT

#4 @ 48" OC x 5'-0"

CMU WALLPER PLAN

48 B

AR

DIA

LA

P

1" MIN

BOND BEAMPER PLAN

CMU WALLPER PLAN


DOWEL VERTICAL REINFORCINGINTO TOPPING

TOPPING PER PLAN

BOND BEAMPER PLAN

CMU WALLPER PLAN

#4 x 1'-4" W/3" HOOK @ 48" OC


(1) #5 CONT

BRG 3"

TOPPING PER PLAN #4 x 5'-0" @ 48" OC


TOPPING PER PLAN (1) #5 CONT

#4 x 5'-0" @ 48" OC

BOND BEAMPER PLAN

CMU WALLPER PLAN

1" MINMIN3"

CONCRETE BEAMPER PLAN


TOPPING PER PLAN

(1) #5 CONT

#4 @ 48" OC x 6'-0"

CMU WALLPER PLAN

BRG3"

48 B

AR

DIA

LA

P

(1) #5 CONT

#4 @ 48" OC 6"

24"



TOPPINGPER PLAN

CMU WALLPER PLAN4

8 B

AR

DIA


TOPPING PER PLAN

CMU WALLPER PLAN

HOOKED DOWEL TO MATCH WALL REINF.

CONC BEAMPER PLAN

(2) COURSE BOND BEAMPER PLAN

HOOK DOWEL VERTICAL REINFORCING INTO TOPPING

5/16TYP

L6x6x3/8xCONT

EMBED PLATE 1/2"x14"x0'-9"W/ (6) 3/4" DIA HS @ 48" OC MAX

#5 DOWEL @ EA KEYWAY MAX 48" OC

2' - 6"



TOPPING PER PLAN

(1) #5 CONT

#4 @ 48" OC x 5'-0"

MIN1"

CMU WALLPER PLAN

48 B

AR

DIA


PRECAST PLANK &TOPPING PER PLAN

CMU WALLPER PLAN

EMBED PLATE IN PLANKMIN (2) PER SIDE PERPLANK

DOWELS INTO BEAM TO MATCHSIZE AND SPACING OF VERTICALREINFORCING

EMBED PLATE 1/2"x14"x0'-9"W/ (6) 3/4" DIA x 5" HS @ 48" OC MAX

B/BEAM

PER PLAN

L6x6x1/2xCONT

PLANK ON BOTH SIDES OF BEAM.COORDINATE DIRECTION WITH PLAN.

1/4TYP

5/16TYP

T/SLAB

PER PLAN

MIN BRG0' - 3"


TOPPING PER PLAN

(1) #5 CONT

#4 x 5'-0" @ 48" OC


BRG1"

BRG3"

(1) #5 CONT

#4 @ 48" OC

24"


TOPPING PER PLANCMU WALLPER PLAN4

8 B

AR

DIA

LA

P

6"


BRG3"

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SELECT STRUCTURAL



Phone: (239) 210-5090

[email protected]


Project No. : 19217



DETAILS

SCALE: 3/4" = 1'-0"

PLANK AT BOND BEAM1 SCALE: 3/4" = 1'-0"


PLANK AT INTERIOR WALL3 SCALE: 3/4" = 1'-0"


PLANK AT BOND BEAM5

SCALE: 3/4" = 1'-0"




PLANK BEARING AT CONCRETE BEAM9

SCALE: 3/4" = 1'-0"

PLANK AT CONCRETE BEAM13 SCALE: 3/4" = 1'-0"

CANTILEVERED SLAB SECTION14SCALE: 3/4" = 1'-0"

PLANK AT CONCRETE BEAM11

SCALE: 3/4" = 1'-0"

UPTURNED BEAM DETAIL15

SCALE: 3/4" = 1'-0"


SCALE: 3/4" = 1'-0"


BOND BEAMPER PLAN

WALL BEYOND


HOIST BEAM W8x10

L4x4x3/8x0'-6" BOTH SIDESW/ (2) 5/8" DIA SCREW ANCHORSW/ 5" EMBEDMENTINTO GROUT FILLED CELLS

TO CAP

PER PLAN

(1) #5 CONT

TOW

PER PLAN


#4 @ 28" OC MAXIN KEYWAY 24"

TOPPING PER PLAN

T/BEAM

PER MFR

24"

8x8 BOND BEAMW/ (1) #5 CONT TOW

PER PLAN

(1) #5 CONT

#4 @ 48" OC 6"

24"

BOND BEAMPER PLAN


TOPPING PER PLANCMU WALLPER PLAN

(1) #5 CONT

#4 @ 48" OC

BOND BEAMPER PLAN


TOPPING PER PLANCMU WALLPER PLAN@ SIM NOWALL ABOVE

24"

6"0' - 1" MIN

8x8 BOND BEAMW/ (1) #5 CONT T/ PARAPET

PER PLAN


CMU WALLPER PLAN

TOPPING PER PLAN

GROUT

48 B

AR

DIA



EMBED PLATE 1/2"x14"x0'-9"W/ (6) 3/4" DIA x 5 HS @ 48" OC MAXSTAGGER PLATES EA SIDE OF BEAM

L6x6x1/2x CONT

#4 x 5'-0" @ 48" OC

5/16TYP

HSS - PER PLAN

AT HSS 8x8PLATE 1/2"x8 1/2"x1'-0"W/ (4) 1/2" DIA x 6" HSAT HSS 12x12PLATE 3/4" x 1'-2" x1'-6"W/ (6) 1/2" DIA x 6" HS

CMU WALLPER PLAN

48 B

AR

DIA

LA

P

PRECAST PLANK& TOPPINGPER PLAN

CMU PARAPET W/#5 VERTS @ 32" OC

BOND BEAMPER PLAN

ADDITIONAL #5 CONT @12" OC FOR OVERHANGS >1'-0"

CMU WALLPER PLAN

2' - 6"


PER ARCH

(2) #5 CONT

#6 @ 6" OC

3" BRG


CMU PARAPET W/#5 VERTS @ 32" OC

BOND BEAMPER PLAN


CMU WALLPER PLAN


PER ARCH

(2) #5 CONT

#6 @ 6" OC

1" BRG

2' - 6"

8" STEEL SLEEVE FOR 6-INCH STORM PIPING, COORDINATE LOCATION W/ MEP DWGS

1/4TYP

T/BEAM

PER PLAN

HSS 6X6X1/4

POST UPPER PLAN

HSS 4x4x1/4" BRACE

PRECAST PLANK & TOPPING PER PLAN

CL

PLATE 3/4" x 12" x 1'-0"TOP & BOTTOMW/ (4) 3/4" THRU BOLTSTYPICAL GROUT CORES AROUND BOLTS

1/4TYP

HSS 6x6x1/4

WORK POINT

5' -

0"

2' -

0"

CAP PLATE 3/8"

L6x4x3/8 CENTERED BETWEEN EACH POST

1/4TYP

5' - 0"

WORK POINT

T/BEAM

PER PLAN

1/4HSS TO HSS

1/4

ANGLE TOHSS

CO

OR

D W

/ A

RC

H

2' -

0"

STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED


CMU WALL, SEE PLAN

CONCETE BEAMPER PLAN


CMU WALLBEYOND

#5 @ 12"OC

4' - 0"

1" BRG

CONCETE BEAMPER PLAN

10"

BOND BEAMPER PLAN

WALL BEYOND


W12x19SEPARATOR BEAM

PL 1/2x14"x1'-2" W/ (4) 3/4"DIA SCREW TYPE ANCHORSWITH 5 1/2" MIN EMBED INTOGROUT FILLED CELLS. FILL CELLS AROUND ANCHORS ASNECESSARY.

TO CAP

PER PLAN

(1) #5 CONT

#4 @ 28" OC MAXIN KEYWAY 24"

TOPPING PER PLAN

24"




L6x6x1/2x CONT

#4 x 5'-0" @ 48" OC

5/16TYP




L6x6x1/2x CONT

#4 x 5'-0" @ 48" OC

5/16TYP

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AR

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, FL

3398

3

SELECT STRUCTURAL



Phone: (239) 210-5090

[email protected]


Project No. : 19217



DETAILS

SCALE: 3/4" = 1'-0"

HOIST BEAM1 SCALE: 3/4" = 1'-0"

PLANK AT BOND BEAM WITH PARAPET3 SCALE: 3/4" = 1'-0"

PLANK AT BOND BEAM WITH PARAPET4 SCALE: 3/4" = 1'-0"

CMU WALL ON PLANK5

SCALE: 3/4" = 1'-0"

PLANK AT CONCRETE BEAM6 SCALE: 3/4" = 1'-0"

ROOF OVERHANG7 SCALE: 3/4" = 1'-0"

ROOF OVERHANG8

SCALE: 3/4" = 1'-0"

SCREEN WALL DETAIL10

SCALE: 3/4" = 1'-0"

WALL SECTION9

SCALE: 3/4" = 1'-0"

SEPARATOR BEAM DETAIL2

SCALE: 3/4" = 1'-0"


SCALE: 3/4" = 1'-0"


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pds architecture inc. 12800 university dr. suite 402structural drawings shall be used in conjunction...

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