GENERAL STRUCTURAL NOTES SCHENKEL

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SIMDETAIL SECTION NUMBER

STEP IN WALL/BEAM

ON SHEET REFERENCE

STEP IN SLAB ELEVATION

SLOPE IN SLAB

EBX EMBED TAG

SECTION MARK

SYMBOL DESCRIPTION

REFERENCED SYMBOLS

CONCRETE/PRECAST COLUMNTAG - THROUGH

CONCRETE/PRECAST COLUMNTAG - ABOVE

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CONCRETE/PRECAST COLUMNTAG - BELOW

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SPAN DIRECTION

TYP1 1/2"

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1' -

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(6) 3/4" DIAx 5" HS

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t = 1/2"

7 1

/2"

7 1

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1 1

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SELECT STRUCTURAL

SELECT STRUCTURAL

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comm no.:

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CONFIDENTIAL COPYRIGHT 2016 SCHENKEL & SHULTZ INC.SEE WWW.SCHENKELSHULTZ.COM/COPYRIGHT FOR POLICY AND INFORMATION

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SCHENKELSHULTZA R C H I T E C T U R E

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1520601

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5130 RATTLESNAKE HAMMOCK RD

NAPLES, FL 34113

ST. PETER THE APOSTLECATHOLIC CHURCHNEW PARISH CENTER

GENERAL NOTES

S-001100% CON DOCS BID/PERMIT 01/27/2017

STRUCTURAL ABBREVIATIONS

AB ANCHOR BOLT

AFF ABOVE FINISHED FLOOR

ARCH ARCHITECT, (URAL), (S)

BLDG BUILDING

BO BOTTOM OF

BOT BOTTOM

BRG BEARING

CANT CANTILEVER

CJ CONTROL JOINT

CL CENTERLINE

CLR CLEAR, (ANCE)

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

COORD COORDINATE

DEMO DEMOLITION

DET DETAIL

Ø DIAMETER

DIM DIMENSION

DL DEAD LOAD

DWG DRAWING

EA EACH

EB EMBED

EF EACH FACE

EJ EXPANSION JOINT

ELEV ELEVATION

EQ EQUAL

EW EACH WAY

(E) EXISTING

EXP EXPANSION

FND FOUNDATION

FTG FOOTING

GA GAGE, GAUGE

HORIZ HORIZONTAL, (S)

HS HEADED STUD

HDR HEADER

INCL INCLUDE, (ED), (ING)

K KIPS, (S)

LL LIVE LOAD

MAX MAXIMUM

MIN MINIMUM

(N) NEW

NO NUMBER

NOM NOMINAL

NTS NOT TO SCALE

OC ON CENTER

OPP OPPOSITE HAND

OWJ OPEN WEB JOIST, (S)

PCF POUNDS PER CUBIC FOOT

PL PLATE

PLF POUNDS PER LINEAR FOOT

PMT PRE ENGINEERED METAL TRUSS

PWT PRE ENGINEERED WOOD TRUSS

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

REINF REINFORCE, (ED), (ING)

REQ REQUIRED

RTU ROOF TOP UNIT

SF SQUARE FOOT

SHT SHEET

SIM SIMILAR

STD STANDARD

TB TIE BEAM

TO(B,S,W,F,ST,C,P) TOP OF(BEAM, SLAB, WALL, FOOTING, STEEL,COLUMN, PARAPET)

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL, (S)

W/O WITHOUT

WWF WELDED WIRE FABRIC

W/ WITH

EMBED TYPE EB1 EMBED TYPE EB2

a= 7.2 ft

CORNER 5 36 / -48 32 / -41 31 / -37WA

LL INTERIOR 4 36 / -39 32 / -35 31 / -34

CORNER 3 36 / -66 32 / -50 31 / -43

EDGE 2 36 / -66 32 / -50 31 / -43

RO

OF

INTERIOR 1 16 / -39 14 / -37 13 / -36

10 SF 50 SF 100 SFZONE

TRIBUTARY AREA

ALLOWABLE WIND PRESSURES (PSF)

GENERAL STRUCTURAL NOTES

GENERAL: DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE TYPICAL AND APPLY TO SIMILAR SITUATIONS ELSEWHERE, EXCEPT AS OTHERWISEINDICATED. 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, ANDSITE 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 BENOTIFIED OF POTENTIAL CONFLICTS BETWEEN FOUNDATIONS AND BURIED UTILITIES.

CODE REQUIREMENTS: THE BUILDING STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE 2014 EDITION OF THE FLORIDA BUILDING CODE 5th EDITION.FOLLOW ALL APPLICABLE PROVISIONS FOR ALL PHASES OF CONSTRUCTION.

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

FORMWORK, SHORING, AND RESHORING IS REQUIRED TO BE REVIEWED BY THE SHORING DESIGN ENGINEER AND A LETTER STATING COMPLIANCE WITHTHEIR 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 CONNECTEDCOMPONENTS. PROVIDE ADEQUATE BRACING, SHORING, AND OTHER TEMPORARY SUPPORTS AS REQUIRED TO SAFELY COMPLETE THE WORK. THESTRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER FINAL CONFIGURATION ONLY.

RETAINING WALLS WHICH TIE TO UPPER SLABS SHALL NOT BE BACKFILLED UNTIL THE UPPER SLABS REACH FULL STRENGTH, UNLESS ADEQUATEBRACING IS PROVIDED AT THE TOP OF THE WALL.

DESIGN CRITERIA: DESIGN WAS BASED ON STRENGTH AND DEFLECTION CRITERIA OF THE 2014 FLORIDA BUILDING CODE. IN ADDITION TO THE DEADLOADS, THE FOLLOWING LOADS AND ALLOWABLES WERE USED FOR DESIGN, WITH LIVE LOADS REDUCED PER THE 2014 FBC:

ROOF: 20 PSF LL 30 PSF SDL

NOTE: LOADING ABOVE INCLUDES 5 PSF FOR SPRINKLER PIPING

WIND SPEED 170 MPH PER CHAPTER 26 ASCE 7-10132 MPH NOMINAL

RISK CATEGORY IIEXPOSURE CINTERNAL PRESSURE COEFF +/- 0.18 ENCLOSED

OPENINGS BELOW 60 FEET SHALL BE PROTECTED FROM WIND BORNE DEBRIS PER FBC 2014 AND ASCE 7-10 REQUIREMENTS.

FOUNDATIONS: FOUNDATIONS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,500 PSF ON COMPACTED FILL. BEFORE CONSTRUCTIONCOMMENCES, SOIL BEARING CAPACITY SHALL BE VERIFIED BY A SUBSURFACE INVESTIGATION, AS WELL AS FIELD AND LABORATORY TESTS PERFORMEDBY A CERTIFIED TESTING LABORATORY, WHO’S REPORT SHALL INCLUDE ANALYSIS AND RECOMMENDATIONS FOR SITE PREPARATION IN ORDER TO BEARTHE FOUNDATION LOADS. ABOVE REPORT SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW BEFORE FOUNDATION CONSTRUCTIONBEGINS.

SUBMITTALS: SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION REGARDING ALL STRUCTURALITEMS INCLUDING THE FOLLOWING:

CONCRETE MIX DESIGNS,CONCRETE AND MASONRY REINFORCING,EMBEDDED STEEL ITEMS,STRUCTURAL STEEL,STEEL DECK.

SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUTREVIEW 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 ASTRUCTURAL ENGINEER REGISTERED IN THE STATE OF FLORIDA. ANY CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THEARCHITECT 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:

STEEL JOISTS AND JOIST GIRDERS,STRUCTURAL STEEL CONNECTIONS,COLD FORMED METAL STUDS,

SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF FLORIDA, AND SHALL BE SUBMITTED TO THEARCHITECT PRIOR TO FABRICATION. CALCULATIONS SHALL BE INCLUDED FOR ALL CONNECTIONS TO THE STRUCTURE, CONSIDERING LOCALIZEDEFFECTS ON THE STRUCTURAL ELEMENTS INDUCED BY THE CONNECTION LOADS. DESIGN SHALL BE BASED ON THE REQUIREMENTS OF THE 2014 FBC.

SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THERESPONSIBILITY 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 BYTHE ENGINEER’S REVIEW.

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

f’c ABS W/C USE3000 PSI 0.58 FOUNDATIONS/SLAB ON GRADE4000 PSI 0.44 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% OFTHE CEMENT CONTENT, PROVIDED THAT THE MIX STRENGTH IS SUBSTANTIATED BY TEST DATA. COARSE AGGREGATE SHALL CONFORM TO ASTM C33WITH 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’SRECOMMENDATIONS, SHALL BE INCORPORATED IN CONCRETE DESIGN MIXES. A HIGH-RANGE WATER-REDUCING ADMIXTURE CONFORMING TO ASTMC494, 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 STRUCTURALENGINEER 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 BESPACED CLOSER THAN THREE DIAMETERS ON CENTER.

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

ALL CONCRETE SHALL BE CURED IMMEDIATELY AFTER FINISHING OPERATIONS.

SHORING AND RESHORING: SHORING AND RESHORING SHALL CONFORM TO ACI 347R-88. SHORING AND SUPPORTING FORMWORK SHALL NOT BEREMOVED FROM HORIZONTAL MEMBERS BEFORE CONCRETE STRENGTH IS AT LEAST 70 PERCENT OF DESIGN STRENGTH, AS DETERMINED BY FIELDCURE CYLINDERS. IN ADDITION, SHORING SHALL NOT BE REMOVED SOONER THAN RECOMMENDED BY ACI 347R-88, SECTION 3.7.2.3. FORMWORK SHALLNOT BE REMOVED IN LESS THAN TEN (10) DAYS.

REINFORCING STEEL: REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, FOR DEFORMED BAR AND ASTM A185 FOR SMOOTH WELDED WIREFABRIC (WWF), UNLESS OTHERWISE NOTED. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING STEEL SHALL BESECURELY 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 CONTACTWITH FORMS WITH HOT-DIP GALVANIZED LEGS OR PLASTIC LEGS. ACCURATELY POSITION, SUPPORT, AND SECURE REINFORCEMENT AGAINSTDISPLACEMENT 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 INBEAMS IN CLEAR SPANS BETWEEN SUPPORTS. SHOW ALL SPLICES ON SHOP DRAWINGS. SPLICE LOCATIONS AND METHODS SUBJECT TO APPROVAL OFSTRUCTURAL 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 FOURSIDES 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 DURINGCONCRETE PLACEMENT TO INSURE PROPER POSITION IN SLAB. USE VAPOR RETARDED UNDER ALL ENCLOSED INTERIOR SPACES, PER ARCHITECTURALDRAWINGS.

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 SHALLNOT EXCEED A 2 TO 1 WIDTH TO LENGTH RATIO. CONTRACTOR SHALL SUBMIT A CONTROL JOINT LAYOUT FOR ENGINEER’S AND ARCHITECT’S REVIEWPRIOR TO CONCRETE PLACEMENT. LOCATE CONTROL JOINTS AT COLUMN LINES AND RE-ENTRANT CORNERS TYPICAL.

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 (FRCMONO-150 OR EQUAL), UNLESS NOTED OTHERWISE. FOR 6” THICK SLABS ON GRADE, PROVIDE 6X6 W2.9XW2.9 WELDED WIRE FABRIC PLACED 2’ BELOWTOP 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 BARANCHORS (DBA) SHALL BE NELSON, TYPE D2L, OR APPROVED. STUDS AND DBA SHALL BE AUTOMATICALLY END WELDED WITH THE MANUFACTURER'SSTANDARD 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 ATTACHEMBEDDED ITEMS TO FORMWORK PRIOR TO START OF CONCRETE PLACEMENT. “WET-STICKING" OF EMBEDDED ITEMS IS PROHIBITED. NO LOADS ORWELDS 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 AMINIMUM 1/4” AMPLITUDE.

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

EXPANSION STYLE ANCHORS SHALL BE TORQUE-CONTROLLED, WITH IMPACT SECTION TO PREVENT THREAD DAMAGE COMPLETE WITH REQUIRED NUTSAND WASHERS. PROVIDE ANCHORS WITH LENGTH IDENTIFICATION MARKINGS CONFORMING TO ICC ES AC01 OR ICC ES AC193. TYPE AND SIZE ASINDICATED ON DRAWINGS.

SCREW STYLE ANCHORS SHALL BE ONE PIECE CARBON STEEL SCREW ANCHOR WITH FINISHED HEX HEAD WITH INTEGRAL WASHER, DOUBLE LEADTHREAD, CHAMFERED TIP, RATCHET TEETH ON UNDERSIDE OF HEAD. PROVIDE ANCHORS WITH HEAD STAMPED WITH DIAMETER AND LENGTH. TYPE ANDSIZE AS INDICATED ON DRAWINGS.

UNLESS OTHERWISE NOTED, PROVIDE CARBON STEEL ANCHORS, ZINC PLATED IN ACCORDANCE WITH ASTM B633 OR HOT-DIPPED GALVANIZEDACCORDING TO ASTM A153. PERMANENTLY EXPOSED ANCHORS SHALL BE STAINLESS STEEL. USE 316 STAINLESS STEEL FOR MECHANICAL EQUIPMENTAND 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-30272. HILTI KWIK BOLT-TZ EXPANSION ANCHORS PER ICC ESR-19173. HILTI KWIK BOLT 3 EXPANSION ANCHORS PER ICC ESR-23024. POWERS WEDGE BOLT SCREW ANCHOR PER ICC ESR-25265. POWERS POWER STUD+SD1 EXPANSION ANCHOR PER ICC ESR-28186. SIMPSON TITEN HD SCREW ANCHOR PER ICC ESR-27137. SIMPSON WEDGE ALL STRONG BOLT 2 PER ICC ESR-3037

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 BOLT 3 EXPANSION ANCHORS PER ICC ESR-13852. POWERS WEDGE BOLT SCREW ANCHOR PER ICC ESR-16783. POWERS POWER STUD+SD1 EXPANSION ANCHOR PER ICC ESR-29664. 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" OFHEAD 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 TOAVOID DAMAGING EXISTING REINFORCING OR EMBEDDED ITEMS. NOTIFY THE ENGINEER IF REINFORCING STEEL OR OTHER EMBEDDED ITEMS ARE ENCOUNTEREDDURING DRILLING.

SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. SUBSTITUTIONSWILL BE EVALUATED BY THEIR ICC ESR. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS

MASONRY WALLS: CONSTRUCTION AND ACCESORIES SHALL CONFORM TO THE FBC AND TMS 602/ ACI 530.1/ ASCE 6 IN ADDTION TO TMS 602/ ACI 530.1/ ASCE 5.MASONRY UNITS SHALL MEET ASTM C90, TYPE 2. ASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF f’m= 1500. MORTAR SHALL BE TYPE "M" OR "S" ANDMEET ASTM C270. GROUT SHALL BE 2000 PSI MINIMUM COMPRESSIVE STRENGTH AND MEET ASTM C476. GROUT SHALL CONSIST OF A MIXTURE OF CEMENTITIOUSMATERIALS 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 IS4'-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 GROUTFILLED 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 FEETWIDE, AND AS SHOWN ON THE PLANS. PROVIDE HOOKED DOWELS INTO FOOTINGS AND STRUCTURE ABOVE AND/OR BELOW TO PROVIDE CONTINUITY. PROVIDE 9GAGE GALVANIZED HORIZONTAL JOINT REINFORCING (DUR-O‑WAL OR ENGINEER-APPROVED EQUAL) AT 16” O.C.

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

CONTROL JOINTS SHALL BE PROVIDED IN ALL CONCRETE MASONRY CONSTRUCTION AT LOCATIONS INDICATED ON THE ARCHITECTURAL DRAWINGS. HORIZONTALWALL 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 BEAMSWITH MINIMUM LAP SPLICES OF 48 BAR DIAMETERS AND BENT BARS AT CORNERS. USE METAL LATH, MORTAR, OR SPECIAL UNITS TO CONFINE CONCRETE TO AREAREQUIRED, 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 BYCAST‑CRETE CORP. AND PRESTRESSED (AND ADDITIONALLY REINFORCED AS REQUIRED) IN ACCORDANCE WITH CAST‑CRETE CORP. ''DESIGN MANUAL", LATESTEDITION, FOR THE SPAN AND LOADING CONDITION RELATIVE TO LINTEL LOCATION.

LINTEL SIZE IF NOT SHOWN ON THE PLANS SHALL BE 8F8 FOR OPENINGS LESS THAN 6 FEET, 8F16-1B/1T FOR OPENINGS 6 FEET TO 10 FEET, AND 8F24-1B/2T FOROPENINGS 10 FEET TO 14 FEET. PROVIDE 8" MINIMUM BEARING FOR LINTELS UNLESS NOTED OTHERWISE.

STRUCTURAL STEEL: STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:W-SHAPES ASTM A992GRADE 50.CHANNELS, PLATES AND ANGLES ASTM A36.RECTANGULAR AND SQUARE TUBES ASTM A500GRADE B (Fy = 46KSI).ROUND HSS ASTM A500GRADE 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 STRUCTURALSTEEL 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 ANDSHALL 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 THEFABRICATOR FOR THE REACTIONS SHOWN ON THE PLANS. IF NOT SHOWN, THE FABRICATOR SHALL DESIGN THE BEAM CONNECTIONS TO SUPPORT AN ENDREACTION 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 SHALLEMBED INTO THE CONCRETE FOUNDATION A DISTANCE OF 1’-0” WITH A HEAVY HEX NUT AT THE EMBEDDED END.

STEEL JOISTS: STEEL JOISTS SHALL BE THE SIZE AND SPACING AS SHOWN ON THE STRUCTURAL DRAWINGS AND SHALL BE DESIGNED, FABRICATED, INSTALLED ANDBRIDGED IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE SPECIFICATIONS. ENDS OF ALL BRIDGING LINES TERMINATING AT WALLS OR BEAMS SHALL BE ANCHOREDTHERETO AT TOP AND BOTTOM CHORDS. BRIDGING SHALL BE WELDED OR BOLTED AT ALL POINTS OF CONTACT. WELDS SHALL NOT DAMAGE THE JOIST. CROSSBRIDGING SHALL BE WELDED OR BOLTED AT ITS CENTER POINT. IN ADDITION TO THE STANDARD SJI BOTTOM CHORD BRIDGING, WHICH INCLUDES THE FIRST ENDPANELS, THE JOIST MANUFACTURER SHALL PROVIDE DESIGN CALCULATIONS FOR UPLIFT, EITHER CONFIRMING THE SJI BRIDGING REQUIREMENT OR PROVIDING ADESIGN ADEQUATE FOR THE UPLIFT.

JOIST SIZES INDICATED ON PLANS ARE FOR STANDARD UNIFORM LOADING CONDITIONS INCLUDING DEAD, LIVE, AND POSITIVE WIND PRESSURES. JOISTS SHALL BEDESIGNED FOR ALL ADDITIONAL LOADS FROM ROOF TOP MECHANICAL UNITS, SUSPENDED EQUIPMENT, SUSPENDED WALL LOADS, OR AS INDICATED ON PLANS.JOISTS SHALL BE SPECIFICALLY DESIGNED FOR WIND UPLIFT.

STEEL JOISTS SHALL BE DESIGNED TO WITHSTAND THE FOLLOWING LOADS, UNLESS NOTED OTHERWISE:180 PLF DEAD LOAD120 PLF LIVE LOAD300 LB (ROOF LIVE LOAD) POINT LOAD AT ANY LOCATION ON THE TOP CHORDNEGATIVE WIND PRESSURES IN ACCORDANCE WITH COMPONENT AND CLADDING DIAGRAM USING 5 PSF DEAD LOAD FOR NET UPLIFT FORCEANY ADDITIONAL LOADS AS INDICATED ON PLANS

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

UNLESS NOTED OTHERWISE JOIST BEARING PLATES TO BE MINIMUM 3/8” x 4" x 7½" WITH (2) ½" DIAMETER x 5”HEADED STUDS. BEARING PLATES FOR BACK TO BACKSINGLE JOISTS SHALL BE MINIMUM 3/8” x 7½" x 7½” WITH (2) ½" DIAMETER x 5” HEADED STUDS.

JOISTS SHALL BEAR 2½” MINIMUM ON STEEL AND 4” MINIMUM ON MASONRY. IF SUPPORT IS NOT WIDE ENOUGH TO ALLOW JOISTS TO BEAR END TO END, JOISTS SHALLBE STAGGERED. WHERE STEEL BEAMS SUPPORT JOISTS FRAMING FROM ONE SIDE ONLY, OR WHERE JOISTS FROM ONE SIDE ARE 30% LONGER THAN THE JOISTS ONTHE OPPOSITE OF THE BEAM, JOISTS SHALL BEAR FULL WIDTH OF THE STEEL BEAM OR 5½", WHICHEVER IS LESS. WELD JOISTS TO BEARING PLATES WITH A MINIMUMOF (2) 1/8 x 2” FILLET WELDS FOR K SERIES JOISTS, OR (2) ¼” X 2” FILLET WELDS FOR LH SERIES JOISTS, UNLESS NOTED OTHERWISE. AT COLUMNS BOLTEDCONNECTIONS SHALL BE PROVIDED AS REQUIRED FOR ERECTION.

STEEL ROOF DECK: STEEL ROOF DECK SHALL BE GALVANIZED AND CONFORM TO ASTM A653, STRUCTURAL QUALITY. THE GALVANIZED COATING SHALL CONFORM TOASTM A653 G60; OR G90 WHERE LEFT PERMANENTLY EXPOSED TO WEATHER. ATTACHMENTS, CLOSURES ETC. SHALL BE IN ACCORDANCE WITH MANUFACTURERSRECOMMENDATIONS.

DECK WELDING SHALL BE 5/8” EFFECTIVE DIAMETER PUDDLE WELDS AT 12”O.C. AT TRANSVERSE AND PERIMETER SUPPORTS, 16” O.C. AT LONGITUDINAL SUPPORTS,AND MECHANICALLY FASTEN SIDE LAP CONNECTIONS USING #10 SELF TAPPING SCREW AT 16” O.C. UNLESS NOTED OTHERWISE ON THE DRAWINGS.

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

STEEL STUDS AND RUNNER TRACK MEMBERS SHALL CONFORM TO ASTM A446 GRADE C (MINIMUM YIELD POINT 40,000 PSI) WITH HOT DIPPED GALVANIZED COATINGCONFORMING 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 WITHSELF-DRILLING SCREWS OR WELDING. WIRE TYING OF FRAMING MEMBERS SHALL NOT BE PERMITTED. ATTACHMENT OF MATERIALS TO FRAMING MEMBERS SHALL BEMADE 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 SECURELYFASTENED 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 OFFLORIDA, SUBSTANTIATING ALL STRENGTH AND SERVICEABILITY CRITERIA.

ALUMINUM STRUCTURES: ALL ALUMINUM MEMBERS SHALL BE FABRICATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL, CURRENT EDITION. ALUMINUM SHALLBE THE 6061 T6 (STRUCTURAL SHAPES) OR 6063 T5 (PLATES) ALLOYS AND TEMPERS UNLESS SPECIFIED ON THE DRAWINGS.

ALUMINUM STRUCTURE AND CONNECTIONS SHALL BE DESIGNED FOR APPLICABLE LOADS AS INDICATED ON THE PLANS AND IN THE FLORIDA BUILDING CODE. THELOADS SHALL BE CLEARLY INDICATED ON THE SHOP DRAWINGS. SHOP DRAWINGS SHALL SHOW AND SPECIFY CONNECTIONS UTILIZED WITHIN THE STRUCTURE ASWELL AS CONNECTIONS TO AND LOADS IMPOSED UPON THE STRUCTURE. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THESTATE OF FLORIDA.

PROVIDE DISSIMILAR METAL SEPARATORS AT ALL JUNCTIONS OF ALUMINUM FRAMING AND STRUCTURAL STEEL, CONCRETE, AND MASONRY. ALL FASTENERS INCONTACT WITH ALUMINUM SHALL BE ALUMINUM OR STAINLESS STEEL, GRADE 304.

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THIS ITEM HAS BEEN ELECTRONICALLY SIGNED ANDSEALED BY SHAWN ANDERSON, PE SE, ON 03/16/2017USING A SHA-1 AUTHENTICATION CODE.

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THRESHOLD INSPECTION

S-002100% CON DOCS BID/PERMIT

THRESHOLD INSPECTION PLAN

GENERAL

A. THE SPECIAL INSPECTION SERVICES AS DESCRIBED HEREIN WILL BE RETAINED BY THE OWNER.B. THE PURPOSE OF THIS SPECIAL INSPECTION, AS REQUIRED BY CHAPTERS 471 AND 553 OF THE FLORIDA STATUTES, IS TO REPORT AND RECORD CONSTRUCTION PROCEDURES HIGHLIGHTING THOSE THAT ARE NOT IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS AND THE CONTRACTOR’S ERECTION AND SHORING PLANS.C. THIS INSPECTION DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITIES TO CARRY OUT HIS OWN QUALITY CONTROL INSPECTIONS AND TESTING.D. ONLY ARCHITECTS AND ENGINEERS CERTIFIED BY THE STATE OF FLORIDA AS SPECIAL INSPECTORS OF THRESHOLD BUILDINGS CAN ASSUME THE RESPONSIBILITIES OF A SPECIAL INSPECTOR.E. IN ADDITION TO THE REQUIREMENTS OF THE BOARD OF BUILDING CODES AND STANDARDS, THE SPECIAL INSPECTOR SHALL HAVE A MINIMUM OF FIVE YEARS OF EXPERIENCE IN INSPECTION AND ACTUAL DESIGN OF

SIMILAR STRUCTURES. THE SPECIAL INSPECTOR’S REPRESENTATIVE SHALL HAVE A MINIMUM OF THREE YEARS OF EXPERIENCE IN INSPECTION OF SIMILAR STRUCTURES. RESUMES OF BOTH THE SPECIAL INSPECTORAND THE SPECIAL INSPECTOR REPRESENTATIVE(S) SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW.

F. THE SPECIAL INSPECTOR’S REPRESENTATIVE MUST DEDICATE HIS TIME ON-SITE TO THE INSPECTION REQUIREMENTS OF THIS PLAN. HE SHALL NOT BE REQUIRED TO PERFORM OTHER WORK ON THE PROJECT,INCLUDING MATERIALS TESTING SERVICES.

G. THE CONTRACTOR SHALL OPERATE WITH AND ASSIST THE SPECIAL INSPECTOR IN PERFORMING HIS INSPECTION DUTIES AS SPECIFIED BELOW. THE SPECIAL INSPECTOR SHALL HAVE FREE ACCESS TO THE PROJECTAT ALL TIMES. THE CONTRACTOR SHALL REVIEW THIS PLAN AND COORDINATE THE SCHEDULE OF WORK TO ACCOMMODATE THE REQUIRED INSPECTIONS. THE CONTRACTOR SHALL PROVIDE A MINIMUM OF TWENTY-FOUR (24) HOURS NOTICE TO THE SPECIAL INSPECTOR FOR ALL INSPECTIONS.

H. THE SPECIAL INSPECTOR SHALL BE RESPONSIBLE TO THE OWNER AND TO THE ENFORCING AGENCY HAVING JURISDICTION FOR THIS PROJECT.

II. PROCEDURES AND SCHEDULE

A. THE THRESHOLD INSPECTOR SHALL PERFORM SITE VISITS AT A FREQUENCY DETERMINED BY HIM TO SATISFY HIMSELF THAT THE INSPECTIONS ARE BEING PERFORMED BY HIS ON-SITE REPRESENTATIVE(S) INACCORDANCE WITH THIS PLAN.

B. THE CONTRACTOR SHALL ADVISE THE SPECIAL INSPECTOR IN ADVANCE OF CONSTRUCTION SCHEDULES AND PLANNED OPERATIONS IN ORDER TO ASSURE TIMELY AND APPROPRIATE OBSERVATION INSPECTION.C. THE SPECIAL INSPECTOR SHALL COOPERATE WITH THE CONTRACTOR AND SHALL REFRAIN FROM DIRECTING WORK, AS THIS IS EXPRESSLY NOT PART OF THE SPECIAL INSPECTION FUNCTION.D. THE SPECIAL INSPECTOR SHALL IMMEDIATELY ALERT THE CONTRACTOR AND ENGINEER OF RECORD OF ALL DISCREPANCIES AND DEVIATIONS FROM THE CONTRACT DOCUMENTS.E. THE CONTRACTOR SHALL, UPON BEING INFORMED BY THE SPECIAL INSPECTOR, IMMEDIATELY CAUSE TO ELIMINATE SUCH DISCREPANCIES AND DEVIATIONS.F. THE SPECIAL INSPECTOR SHALL CALL THE ENGINEER ONCE A WEEK TO DISCUSS DETAILS ON THE PROJECT, AND CONFIRM HE HAS REVIEWED ALL APPROVED RFI’S AND SKETCHES.

III. REPORTING

A. THE SPECIAL INSPECTOR SHALL SUBMIT WRITTEN REPORTS TO THE ENFORCING AGENCY HAVING JURISDICTION FOR THE PROJECT EACH WEEK DURING CONSTRUCTION. IN ADDITION, THE SPECIAL INSPECTOR SHALLSUBMIT COPIES OF HIS REPORT TO THE OWNER, ARCHITECT, ENGINEER, AND THE CONTRACTOR. THE REPORT WILL DESCRIBE CONSTRUCTION PROGRESS FOR THE WEEK AND ALL CONDITIONS THAT WERE NOT INCOMPLIANCE AS REQUIRED ABOVE. THE REPORT SHALL ALSO STATE WHETHER ANY MEASURES WERE TAKEN BY THE CONTRACTOR TO CORRECT THESE CONDITIONS. THE REPORT SHALL INCLUDE AN EXCEPTIONSAND CORRECTIONS LOG WITH A REQUIRED CORRECTIVE ACTION COLUMN FOR EACH NON-CONFORMANCE ITEM.

B. THE SPECIAL INSPECTOR SHALL KEEP AN EXCEPTIONS AND CORRECTIONS FILE FOR FOLLOW-UP. THE EXCEPTIONS LOG SHALL BE SUBMITTED WITH THE WEEKLY REPORT. THIS FILE SHALL BE REVIEWED ON ADAILY BASIS AND UPDATED AS EXCEPTIONS ARE RECTIFIED.

C. IDENTIFY WORKING CONDITIONS INCLUDING WEATHER, TEMPERATURE, TIME OF DAY, TYPE AND LOCATION OF WORK BEING PERFORMED.D. NOTE CHANGES IN WORKING SEQUENCE OR MATERIALS AND ANY UNUSUAL CIRCUMSTANCES AFFECTING THE PERFORMANCE OF WORK.E. UPON COMPLETION OF THE STRUCTURAL CONSTRUCTION AND PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY, A SIGNED AND SEALED STATEMENT BY THE SPECIAL INSPECTOR MUST BE SUBMITTED TO

THE ENFORCING AGENCY STATING THAT THE PART OF THE PROJECT UNDER HIS INSPECTION RESPONSIBILITIES HAS BEEN CONSTRUCTED IN GENERAL CONFORMANCE WITH THE CONTRACT DOCUMENTS. THISSTATEMENT SHALL BE IN ACCORDANCE WITH SECTION 553.79 (7)A OF THE FLORIDA STATUTES.

IV. FOUNDATION - SPREAD FOOTINGS

A. THE GEOTECHNICAL ENGINEER SHALL BE EMPLOYED AND PAID BY THE OWNER TO MONITOR THE SUB-SURFACE DENSIFICATION.B. THE SPECIAL INSPECTOR SHALL REVIEW PLACEMENT OF REINFORCEMENT IN THE SPREAD FOOTINGS FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS AS OUTLINED IN THE REINFORCING STEEL SECTION OF THIS

INSPECTION PLAN.C. THE SPECIAL INSPECTOR SHALL REVIEW DOWEL AND LAP SPLICE FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS.

V. SLAB-ON-GRADE

A. OBSERVE SUBGRADE PREPARATION INCLUDING BACKFILLING, COMPACTION AND PERFORMANCE OF COMPACTION TESTS BY TESTING LABORATORIES PRIOR TO CONCRETE PLACEMENT.B. NOTE ANY ALTERATION AND SUBSEQUENT REPLACEMENT OF SUBGRADE MATERIALS REQUIRED BY MECHANICAL OR OTHER TRADES.C. OBSERVE PLACEMENT OF SCREEDS TO OBTAIN PROPER LEVEL AND THICKNESS OF SLABS. OBSERVE LOCATION OF SLAB DEPRESSIONS AND STEPS IN SLAB WHILE MAINTAINING REQUIRED SLAB THICKNESS.D. CHECK SIZE AND LAP LENGTHS OF WIRE MESH AND OTHER REINFORCING.E. CHECK THAT LOCATION AND TYPE OF SLAB CONTROL JOINTS AND CONSTRUCTION JOINTS CONFORM TO THE CONTRACT DOCUMENTS.

VI. CONCRETE

A. FORMS, SHORING AND RESHORING:1. OBTAIN DETAILED DRAWINGS AND DESIGN CALCULATIONS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA FOR FORMWORK, SHORING AND RESHORING SHOWING

ASSUMED LIVE LOADS, CONSTRUCTION LOADS, AND SAFETY FACTORS.2. REVIEW THE GENERAL ARRANGEMENT OF FORMS FOR COMPLIANCE WITH THE FORMWORK SHOP DRAWINGS, AND CHECK THAT THE FORMS ARE VISUALLY ALIGNED, LEVEL AND PLUMB3. CHECK COMPLIANCE OF THE SHORING LAYOUT WITH SHORING DRAWINGS SUBMITTED BY THE CONTRACTOR, AND DESIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.4. REVIEW THE TIME SEQUENCE OF FORM REMOVAL AND RESHORING PROCEDURES FOR COMPLIANCE WITH THE FORMWORK, SHORING AND RESHORING SHOP DRAWINGS.5. REVIEW RESULTS OF FIELD CURED CONCRETE TEST CYLINDERS WITH THE TESTING LABORATORY TO CHECK TIMING OF STRIPPING OF FORMS.6. REVIEW POSITIONING OF SHORES TO ENSURE CONCENTRIC ALIGNMENT AT CONSECUTIVE LEVELS (UNLESS NOTED OTHERWISE ON SHORING DRAWINGS).7. CHECK THAT THE CONTRACTOR IS OBSERVING FORMS DURING CONCRETE PLACEMENT TO DETECT ABNORMAL DEFLECTIONS OR SIGN OF IMMINENT FAILURE WHICH COULD BE CORRECTED.8. CHECK THAT ALL DEBRIS AND FOREIGN MATERIAL HAS BEEN REMOVED BEFORE CONCRETE IS PLACED.B. JOINTS:1. VERIFY THE LOCATION OF CONSTRUCTION JOINTS IN BEAMS AND SLABS FOR COMPLIANCE WITH THE CONSTRUCTION JOINT LOCATION PLAN SUBMITTED BY THE CONTRACTOR TO THE ARCHITECT.2. VERIFY THAT DOWELS, KEYS AND BULKHEADS AT CONSTRUCTION JOINTS ARE IN CONFORMANCE WITH THE CONTRACT DOCUMENTS.C. OPENINGS:1. NO SLEEVES OR OPENINGS WILL BE PERMITTED IN BEAMS WITHOUT PRIOR APPROVAL OF THE ENGINEER.D. EMBEDDED ITEMS:1. VERIFY THAT CONDUITS PLACED IN THE SLAB ARE REASONABLY SPACED TO ENSURE INTEGRITY OF THE SLAB, AND CONFORM TO CONTRACT DOCUMENTS.2. REVIEW LOAD CARRYING EMBEDDED ITEMS AS PLACED FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS. RELOCATION OF EMBEDDED ITEMS IN CONFLICT WITH REINFORCING SHALL NOT BE PERMITTED

WITHOUT PRIOR APPROVAL OF THE ENGINEER.E. CONCRETE PLACEMENT:1. VERIFY THAT THE TESTING LABORATORY SUPPORT STAFF HAS BEEN INFORMED AND WILL BE AVAILABLE TO MAKE TESTS AS REQUIRED.2. PERIODICALLY INSPECT TRANSIT MIX DELIVERY SLIPS TO REVIEW THE CORRECT MIX AND ELAPSED TIME BETWEEN BATCHING AND DEPOSITING OF CONCRETE.3. VERIFY THAT SLUMP IS MEASURED AT POINT OF DISCHARGE FOR EACH DAY’S POUR.4. VERIFY THAT CONCRETE TEST CYLINDERS HAVE BEEN TAKEN IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.5. VERIFY THAT ADDITION OF WATER TO THE CONCRETE MIX IN THE FIELD IS BASED ON THE GUIDELINES SET FORTH IN THE CONTRACT DOCUMENTS.6. OBSERVE CONCRETE PLACEMENT TO CHECK THAT EMBEDDED ITEMS AND REINFORCING STEEL ARE NOT ADVERSELY ALTERED DURING PLACEMENT.7. VERIFY THAT CURING METHODS HAVE BEEN EXECUTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.F. REINFORCEMENT DOWELING AND EXPANSION/CHEMICAL ANCHORS:1. VERIFY DEPTH AND DIAMETER OF ALL DRILLED HOLES USED FOR STRUCTURAL FASTENING.2. VERIFY PREPARATION OF HOLE IN ACCORDANCE WITH THE MANUFACTURER’S DIRECTIONS PRIOR TO FASTENER INSTALLATION.3. VERIFY THE PROPER TYPE OF EPOXY IS USED FOR EACH APPLICATION (I.E. EPOXY PASTE FOR HORIZONTAL DOWELING).4. VERIFY PROPER MIXING AND INSTALLATION OF ALL STRUCTURAL EPOXY.5. VERIFY THAT THE TESTING LABORATORY HAS INSPECTED EXPANSION BOLTS FOR PROPER TORQUE.

VII. REINFORCING STEEL

A. VERIFY GRADE, SIZE, QUANTITY AND SPACING OF REINFORCING BARS FOR COMPLIANCE WITH CONTRACT DOCUMENTS AS WELL AS APPROVED SHOP DRAWINGS. REPORT ANY NOTED CONFLICT BEFORE CONCRETEIS POURED SO THAT CORRECTION MAY BE MADE.

B. VERIFY MINIMUM CLEARANCE REQUIREMENTS FROM CONCRETE SURFACES.C. VERIFY THAT REINFORCING IS ADEQUATELY SUPPORTED TO RESIST DISPLACEMENT OR SHIFTING DURING POUR.D. REVIEW SPACING OF HIGH CHAIRS AND SLAB BOLSTERS TO ENSURE PROPER SUPPORT OF REINFORCING.E. VERIFY THAT REBAR SURFACES ARE FREE OF EXCESS RUST OR OTHER COATINGS THAT MAY ADVERSELY AFFECT BONDING CAPACITY. IF OILING OF FORMS IS REQUIRED, VERIFY THAT IT IS APPLIED BEFORE

REINFORCING IS PLACED.F. VERIFY REBAR SPLICE LOCATIONS AND REQUIRED LENGTH OF LAP. REPORT ANY NOTED SPLICE LOCATIONS NOT IN CONFORMANCE WITH THE CONTRACT DOCUMENTS BEFORE CONCRETE IS POURED SO THAT

CORRECTIONS MAY BE MADE.G. VERIFY INSTALLATION OF HOOKED BARS FOR COMPLIANCE WITH THE CONTACT DOCUMENTS.H. VERIFY THAT DEBRIS AND FOREIGN MATERIAL HAVE BEEN REMOVED BEFORE CONCRETE IS PLACED.

VIII. STEEL STRUCTURE

A. CHECK THE INSTALLATION OF COLUMN BASE PLATES FOR PROPER LEVELING, GROUT TYPE AND GROUT APPLICATION.B. CHECK STEEL AS RECEIVED FOR POSSIBLE DAMAGE IN SHIPPING; CHECK WORKMANSHIP AND PIECE MARKING.C. VISUALLY CHECK PLUMBNESS AND FRAME ALIGNMENT AS ERECTION PROCEEDS.D. CHECK THAT REQUIRED CAMBER OF STEEL BEAMS COMPLIES WITH THE CONTRACT DOCUMENTS.E. IN COOPERATION WITH TESTING LABORATORY, OBSERVE THAT PROPER WELDING PROCEDURES ARE UTILIZED ON THE JOB SITE.F. VERIFY THAT IMPACT WRENCHES ARE BEING CALIBRATED.G. VISUALLY SPOT CHECK THAT BOLTS ARE BEING TIGHTENED PROPERLY.H. VISUALLY CHECK THAT ALL CONNECTIONS ARE COMPLETED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND THE APPROVED SHOP DRAWINGS.I. INSPECT METAL DECK WELDING TO SUPPORT BEAMS.J. VERIFY THAT STEEL IS ERECTED IN ACCORDANCE WITH THE SUBMITTED ERECTION PLAN.

IX. METAL ROOF DECK, BAR JOISTS AND STEEL BEAMS

A. METAL DECK:1. VERIFY THAT DECK OF PROPER SIZE, TYPE, GAUGE AND FINISH IS BEING ERECTED.2. OBSERVE THAT PROPER DECK WELDING SIZES, LOCATIONS AND PROCEDURES ARE BEING USED.3. VERIFY THAT PROPER DECK REINFORCEMENT IS USED AROUND OPENINGS.4. VERIFY THAT DECK ACCESSORIES ARE BEING INSTALLED.5. VERIFY ROOF PITCH AND PROPER PLACEMENT OF DRAINS AND SCUPPERS.B. BAR JOISTS:1. VERIFY SIZE AND SPACING OF JOISTS AS INSTALLED.2. VISUALLY REVIEW ADEQUACY OF WELDING OF JOISTS TO SUPPORT BEAMS.3. VERIFY THAT PROPER JOIST BRIDGING IS BEING INSTALLED.4. VISUALLY SPOT CHECK JOISTS FOR PROPER WELDING AT WEB AND CHORD CONNECTIONS.5. INSPECT JOISTS FOR POSSIBLE DAMAGE DURING SHIPPING.C. STEEL BEAMS1. VERIFY BEAM SIZE AND STEEL GRADE.2. VERIFY SIZE, TYPE, WASHERS AND METHOD OF TIGHTENING FOR HIGH STRENGTH BOLTS.3. VISUALLY VERIFY THAT BEAM CONNECTIONS ARE COMPLETED AND BOLTS ARE INSTALLED AND TIGHTENED.4. REVIEW PROPER WELDING OF WELDED BEAM CONNECTIONS.5. VERIFY THAT REQUIRED CAMBER IN STEEL BEAMS COMPLY WITH THE CONTRACT DOCUMENTS.6. REVIEW STEEL MEMBERS FOR POSSIBLE DAMAGE IN SHIPPING; CHECK WORKMANSHIP AND PIECE MARKING.

X. STEEL TRUSSES

A. REVIEW SHOP DRAWINGS AND ERECTION PLAN. VERIFY THAT TRUSSES ARE ERECTED IN ACCORDANCE WITH THE ERECTION PLAN PREPARED AND SEALED BY THE CONTRACTOR’S PROFESSIONAL ENGINEER.B. VERIFY THAT TRUSSES HAVE BEEN PRE-ASSEMBLED IN THE SHOP TO ENSURE PROPER FIT-UP IN THE FIELD, IF REQUIRED BY THE CONTRACT DOCUMENTS.C. VERIFY PROPER SIZE, TYPE, WASHERS AND METHOD OF TIGHTENING FOR HIGH STRENGTH BOLTS.D. VERIFY THAT TRUSSES ARE PICKED UP BY THE CRANE AT THE APPROVED POINTS. VERIFY THAT TEMPORARY BRACING IS IN CONFORMANCE WITH THE APPROVED SIGNED AND SEALED ERECTION DRAWINGS.E. VERIFY THAT ERECTION PROCEEDS IN THE SEQUENCE AND METHOD AS SHOWN ON THE APPROVED ERECTION PLAN. REPORT ANY DISCREPANCIES TO THE ENGINEER.F. INSPECT FIELD SPLICES TO ENSURE THAT TRUSSES ARE PROPERLY CONNECTED BEFORE REMOVAL OF TEMPORARY BRACING.

XI. REINFORCED CONCRETE MASONRY (CMU)

A. OBSERVE MORTAR MIX AND PLACEMENT. VERIFY THAT GROUT INSPECTION AND TESTING IS IN ACCORDANCE WITH CONTRACT DOCUMENTS.B. VERIFY PLACEMENT OF JOINT REINFORCING AND WALL VERTICAL STEEL WHERE SPECIFIED.C. VERIFY THAT CONTROL JOINTS ARE PLACED IN WALLS AS SPECIFIED.D. VERIFY PROPER CONNECTION TO SUPPORT STRUCTURE.E. VERIFY PROPER PLACEMENT OF CMU LINTELS, DOOR AND WINDOW JAMBS.F. VERIFY THAT MATERIALS ARE STORED PROPERLY BEFORE PLACEMENT IN THE STRUCTURE.G. NOTIFY THE ENGINEER OF RECORD WHEN PLACEMENT OF CONDUIT OR PIPING INTERFERES WITH CELL GROUTING AND VERTICAL REINFORCING STEEL.H. VERIFY THAT PLACEMENT AND CONSOLIDATION OF GROUT IS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS.

END OF INSPECTION PLAN

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F26

F26 F26 F26

F26F26

F36

7

S-500

HSS4X

4X3/

16

TYPICAL

3 1/4"

6' - 10" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 7' - 0"

10°

12' - 0"

12' - 0"

12' - 0"

13' - 3 3/8"

13

' - 1

1 1

/8"

8' -

0"

10

"

9' -

9"

12

' - 8

"7

"

PRE ENGINEERED ALUMINUMCOLUMNS PER ARCHITECTURALDRAWINGS TYP

7

S-500

6' -

0"

C2

10

S-500

SIM

12

S-500

C3

7' - 11 5/8" 15' - 7 7/8" 2' - 0" 12' - 8" 2' - 0" 17' - 11 3/4" 2' - 0 1/2"

PR

E E

NG

INE

ER

ED

AL

UM

INU

MC

OL

UM

NS

PE

RA

RC

HIT

EC

TU

RA

LD

RA

WIN

GS

TY

P

14' - 0" 31' - 8"7' - 0" 1' - 4" 37' - 3 5/8"

F20W

PR

E E

NG

INE

ER

ED

AL

UM

INU

MC

OL

UM

NS

PE

RA

RC

HIT

EC

TU

RA

LD

RA

WIN

GS

TY

P

SIM

F36

F36

C2

C3

F20W

HSS4X

4X3/

16

HSS4X

4X3/

16

HSS4X

4X3/

16

HSS4X

4X3/

16

F10M

F10M

F10M

F10M

14

S-501

5' -

8 1

/8"

4' - 4 1/2"

3' - 10 1/4"

33' - 7 1/4"

3' - 10 1/4"

4' - 4 1/2"

5' - 7 7/8"

8' - 1

5/8

"

2' - 6

1/4

"

8' - 1

5/8

"

2' - 6

1/4

"

20' -

7 3

/4"

16

' - 6

1/2

" 10

' - 8

"

13

' - 0

3/4

"

2' -

7 1

/4"

4' - 0 1/2"

F60W

5' - 6" 3' - 0" 5' - 6"

COORDINATE LOCATIONOF SCULPTURE FOUNDATIONW/ ARCH

EXTEND FOOTING ASREQ'D TO ACCOMMODATEPODIUM

3' -

0"

14

S-500

FOUNDATION PLAN NOTES:

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

2. SEE GEOTECHNICAL RECOMMENDATIONS FOR SUBGRADE COMPACTION, VAPOR BARRIER AND DRAINAGEREQUIREMENTS.

3. DO NOT SCALE DRAWINGS. VERIFY/COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURALDRAWINGS BEFORE COMMENCING CONSTRUCTION. NOTIFY STRUCTURAL ENGINEER AND ARCHITECT OF ANYDISCREPANCIES BEFORE PROCEEDING WITH WORK.

4. FX INDICATES FOOTING TYPE, SEE SCHEDULE THIS SHEET.

5. (X’-X”) INDICATES TOP OF FOOTING ELEVATION (-1’-4” UNO).

6. INDICATES 8” CMU WALL WITH #5 AT 32” OC MAX AND AT CORNERS, INTERSECTIONS AND BOTH SIDES OF OPENINGS, UNO.

7. INDICATES 12” CMU WALL WITH #5 AT 24” OC MAX AND AT CORNERS, INTERSECTIONS AND BOTH SIDES OF OPENINGS, UNO.

8. VERIFY/COORDINATE LOCATION OF UNDERGROUND PIPING WITH FOUNDATION.

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

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

SELECT STRUCTURAL

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FOUNDATION PLAN


WALL FOUNDATION SCHEDULE

MARK WIDTH DEPTH REINFORCINGF20W 2' - 0" 1' - 0" (3) #5 CONT BOT

F30W 3' - 0" 1' - 0" (4) #5 CONT BOT

F60W 6' - 0" 1' - 0" (7) #5 CONT BOT & #5 @ 12" OC TOP&BOTTRANSVERSE

1/8" = 1'-0"

FOUNDATION PLAN

HSS COLUMN SCHEDULE

MARK

BASE PLATE

SIZE ANCHOR RODS (12" EMBED)HSS4X4X3/16 1"x12"x12" (4) 3/4" DIA

COLUMN FOUNDATION SCHEDULE

MARK WIDTH LENGTH DEPTH REINFORCINGF10M 1' - 0" 1' - 0" 1' - 0" (2) #5 BOT EW

F26 2' - 6" 2' - 6" 2' - 0" (4) #5 BOT EW

F36 3' - 6" 3' - 6" 2' - 0" (5) #5 BOT EW

F40 4' - 0" 4' - 0" 1' - 6" (5) #5 BOT EW

F70 7' - 0" 7' - 0" 1' - 6" (8) #5 BOT EW

CONCRETE COLUMN SCHEDULE

MARK SIZE REINFORCINGC1 12 x 24 (4) #7 VERTS & #3 TIES @ 12" OC

C2 12 x 24 (6) #7 VERTS & #3 TIES @ 12" OC

C3 12 x 24 (10) #7 VERTS & #3 TIES @ 12" OC

Revision Schedule


CEE UFER

@ 6'-0" OC MAX10K1

TOW 114' - 0"

TOW 112' - 0"

TOW VARIES

TOW 114' - 0"

JST BRG 112' - 5 1/2"

D1

7

S-501

7

S-501

8

S-501

PRE ENGINEEREDMETAL STUD WALL

W18X

35 B

111' -

0"

TB1 T112' - 0"

TB

1 T

112' -

0"

TB

1 T

112' -

0"

JST BRG 112' - 9 1/2"

TB1 T100' - 0"

B7 B110' - 0"

TB1 T100' - 0" TB1 T100' - 0"

D1

12K1

JST BRG 111' - 9 1/2"

JST BRG 109' - 9 1/2"

SLO

PE

TB1 T114' - 0"

26K

6

TB2 T114' - 0"

JS

T B

RG

113' -

9 1

/2"

JS

T B

RG

112' -

11"

JS

T B

RG

112' -

9 1

/2"

TB

1 T

114' -

0"

S-501

13

8

S-501

7

S-501

7

S-501

7

S-501

7

S-501

7

S-501

8

S-501

TB1 T100' - 0"

D1TB

1T

100' -

0"

TB

1T

100' -

0"

TOW 114' - 0"

TOW 114' - 0"

TOW 114' - 0"

TOW 114' - 0"

TOW 114' - 0"

TOW 114' - 0"

TB1T100' - 0"

TB

1 T

100' -

0"

TB1T100' - 0"

W8X10 B111' - 0"

JST BRG 112' - 6 1/2"

JST BRG 112' - 9 1/2"

JST BRG 112' - 6 1/2"

JST BRG 112' - 9 1/2"

B6 B111' - 4"

SEE HIGH ROOFFRAMING PLAN

SEE HIGH ROOFFRAMING PLAN

TB

1T

114' -

0"

TB1 T114' - 0"

TB1 RAKED

5

S-502

2

S-502

1

S-502

EB1

TYP

EB1

TYP

EB1

TYP

EB1

TYP

EB1TYP

EB1TYP

EB1

TYP @ 6'-0" OC MAX10K1

EB1

TYP

@ 6

'-0"

OC

MA

X2.5

K1

D1

EB

2E

B2

EB

2E

B2

EB1

EB1 EB1

C1

C1

B4 B111' - 4"

B4 B111' - 4"

B2 B110' - 8"

W8X

10 B

111' -

0"

W8X10

W8X10

B2 B

110' -

8"

B4 B107' - 4" B4 B107' - 4"

B2 B

110' -

8"

B2 B110' - 8"

B1 B110' - 8"

B1 B113' - 4"

B1 B113' - 4"

B1 B110' - 8"

39

' - 6

3/4

"9

' - 1

1/2

"

C3

TB2 T100' - 0"

C3

2

S-502

10

S-501

EB

1

W14X

22

T V

AR

IES

EB1

7

S-502

7

S-502

SIM

B5 B

110' -

8"C2

8

S-501

W8X107

S-501

PRE ENGINEERED ALUMINUMCANOPY PER ARCHITECTURALDRAWINGS



W8X10 6' - 3 5/8"

1' - 0"

D1

HSS6X4X3/16 T100' - 0"

HSS6X4X3/16 T100' - 0"

HSS6X4X3/16 T100' - 0"

PMT

PMT

D1

D1

EB1

9

S-502

11

S-502

C2

B3 B110'-8"

C3

20K10 @ 6'-0" OC MAX

26K

6

26K

6 30K8 @ 6'-0" OC MAX

10' - 8"B2 B110' - 8"

CANTILEVER END OF HSS

ROOF FRAMING PLAN NOTES:

1. D1 INDICATES SPAN DIRECTION OF 1½” x 20 GA TYPE “B” ROOF DECK WITH 5/8” DIAPUDDLE WELDS ON A 36/7 PATTERN W/ (3) #10 TEK SCREW SIDELAP FASTENERS PERSPAN.

3. PMT INDICATES PREFABRICATED LIGHT GUAGE METAL TRUSSES @ 24" OC.

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

5. SEE COMPONENTS AND CLADDING WIND PRESSURE ON SHEET S0-01 FOR NETUPLIFT FOR JOIST DESIGN. JOIST MANUFACTURER SHALL PROVIDE ADEQUATEBOTTOM CHORD BRACING FOR THE JOIST TO RESIST UPLIFT FORCES.

6. JOIST MANUFACTURER SHALL SHOW IN THE SHOP DRAWINGS AND FURNISHBRIDGING IN ACCORDANCE WITH HIS DESIGN AND SJI SPECIFICATIONS. PROVIDEADDITIONAL UPLIFT BRIDGING AT FIRST BOTTOM CHORD PANEL POINTS THROUGHOUT.

7. SEE MECHANICAL DRAWINGS FOR SLAB OPENINGS AND SLEEVES NOT SHOWN.

8. JOIST DENOTED WITH * INDICATES MAXIMUM PERMISSABLE LIVE LOAD DEFLECTION =1/2"

SELECT STRUCTURAL

SELECT STRUCTURAL



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LOW ROOF FRAMING PLAN


1/8" = 1'-0"

LOW ROOF FRAMING PLAN

CONCRETE BEAM SCHEDULE

MARK WIDTH HEIGHT TOP MID BOT STIRRUPS COMMENTSB1 7 5/8" 2' - 0" (2) #8 - (2) #8 #3 @ 10" OC

B2 7 5/8" 1' - 4" (2) #5 - (2) #5 #3 @ 6" OC

B3 11 5/8" 1' - 4" (2) #7 - (2) #7 #3 @ 6" OC

B4 11 5/8" 1' - 4" (2) #5 - (2) #5 #3 @ 6" OC

B5 11 5/8" 2' - 8" (3) #8 - (3) #8 #3 @ 14" OC

B6 11 5/8" 4' - 0" (3) #9 (6) #5 (3) #9 #3 @ 10" OC

B7 7 5/8" 2' - 0" (2) #6 - (2) #6 #3 @ 10" OC

TB1 7 5/8" 1' - 4" (2) #5 - (2) #5 #3 @ 48" OC

TB2 11 5/8" 1' - 4" (2) #5 - (2) #5 #3 @ 48" OC

CONCRETE COLUMN SCHEDULE

MARK SIZE REINFORCINGC1 12 x 24 (4) #7 VERTS & #3 TIES @ 12" OC

C2 12 x 24 (6) #7 VERTS & #3 TIES @ 12" OC

C3 12 x 24 (10) #7 VERTS & #3 TIES @ 12" OC

Revision Schedule


11

1

SEE LOW ROOFFRAMING PLAN

PRE ENGINEEREDMETAL STUD WALLPER ARCH DWGS

TB2 T100' - 0"

TB

1 T

118' -

0"

TB1 T100' - 0"

TB1 T100' - 0"TB1 T100' - 0"

TB

1T

100' -

0"

JS

T B

RG

115' -

7"

JS

T B

RG

117' -

7"

JST BRG 117' - 9 1/2" JST BRG 117' - 9 1/2"

TB2

TOW 118' - 8"

TOW 120' - 0"

TO

W 1

20' -

0"

TOW 118' - 8"

TOW 120' - 0"

TOW 120' - 0"

TOW 120' - 0"

TOW VARIES

TOW VARIES

@ 6'-0" OC MAX44LH (300/120)*

TB

2 T

118' -

0"

TB

2 T

118' -

0"

TB

2

TB2 T118' - 0"

11

S-501

11

S-501

8

S-501

8

S-501

9

S-501

5

S-502

W14X

22

T V

AR

IES

8

S-501

7

S-501

7

S-501

8

S-501

7

S-501

12

S-501

JST BRG 117' - 7"

EB

2

EB

2

EB1

TYP

EB1

TYP

EB1

TYP

EB1

TYP

C3

TB

2R

AK

ED

RAKEDTB2

EB1

TYP

C2T

B2

TB2 T118' - 0"

T 1

17' -

4"

T 1

17' -

0"

D1

D1

C3

C2

C3

TOW 124'-8" TOW 123'-4"

TOW 123'-4"

TOW 123'-4"

TOW 120 '-0"

RTU2500#

RTU2500#

RTU900#

RTU2500#

TB1

TB1

TB

1

T/ 113' - 4"

T/ 113' - 4"

T/ 113' -

4"

T/ 113' - 4"

T/WALL 133'-8"

@ 6'-0" OC MAX10K1

ROOF FRAMING PLAN NOTES:

1. D1 INDICATES SPAN DIRECTION OF 1½” x 20 GA TYPE “B” ROOF DECK WITH 5/8” DIAPUDDLE WELDS ON A 36/7 PATTERN W/ (3) #10 TEK SCREW SIDELAP FASTENERS PERSPAN.

3. PMT INDICATES PREFABRICATED LIGHT GUAGE METAL TRUSSES @ 24" OC.

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

5. SEE COMPONENTS AND CLADDING WIND PRESSURE ON SHEET S0-01 FOR NETUPLIFT FOR JOIST DESIGN. JOIST MANUFACTURER SHALL PROVIDE ADEQUATEBOTTOM CHORD BRACING FOR THE JOIST TO RESIST UPLIFT FORCES.

6. JOIST MANUFACTURER SHALL SHOW IN THE SHOP DRAWINGS AND FURNISHBRIDGING IN ACCORDANCE WITH HIS DESIGN AND SJI SPECIFICATIONS. PROVIDEADDITIONAL UPLIFT BRIDGING AT FIRST BOTTOM CHORD PANEL POINTS THROUGHOUT.

7. SEE MECHANICAL DRAWINGS FOR SLAB OPENINGS AND SLEEVES NOT SHOWN.

8. JOIST DENOTED WITH * INDICATES MAXIMUM PERMISSABLE LIVE LOAD DEFLECTION =1/2"

SELECT STRUCTURAL

SELECT STRUCTURAL



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HIGH ROOF FRAMING PLAN


1/8" = 1'-0"

HIGH ROOF FRAMING PLAN

CONCRETE BEAM SCHEDULE

MARK WIDTH HEIGHT TOP MID BOT STIRRUPS COMMENTSB1 7 5/8" 2' - 0" (2) #8 - (2) #8 #3 @ 10" OC

B2 7 5/8" 1' - 4" (2) #5 - (2) #5 #3 @ 6" OC

B3 11 5/8" 1' - 4" (2) #7 - (2) #7 #3 @ 6" OC

B4 11 5/8" 1' - 4" (2) #5 - (2) #5 #3 @ 6" OC

B5 11 5/8" 2' - 8" (3) #8 - (3) #8 #3 @ 14" OC

B6 11 5/8" 4' - 0" (3) #9 (6) #5 (3) #9 #3 @ 10" OC

B7 7 5/8" 2' - 0" (2) #6 - (2) #6 #3 @ 10" OC

TB1 7 5/8" 1' - 4" (2) #5 - (2) #5 #3 @ 48" OC

TB2 11 5/8" 1' - 4" (2) #5 - (2) #5 #3 @ 48" OC

Revision Schedule


1

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

SLABREINF

SAW CUT JOINTSAME DAY AS POUR

SLABREINFORCINGPER PLAN

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

CONSTRUCTION JOINT

CONTROL JOINT

IV:3HCOMPACTEDSTRUCTURAL FILL

VAPOR BARRIERPER ARCH

COMPACTEDSTRUCTURAL FILL

DE

PT

H1

/4"

SL

AB

VAPOR BARRIERPER ARCH

SL

AB

DE

PT

H

TYPICAL SLAB REINFORCING, UNO, FOR 4" SLAB IS 6x6 W1.4xW1.4 WWF OR1.5 LB/YD OF MICRO SYNTHETIC FIBER

CONCRETE FOOTING

EXTEND ALLREINFORCINGTO FAR FACE

CORNERREINFORCING(1) #5 2'-6"

2'-6"

SEEPLAN

SEE FTG SCHEDULEFOR SIZE & REINF

3"

CL

R

#5 CONT

COORD RECESSW/ARCH

SEE FTG SCHEDULEFOR SIZE AND REINF

CONC SLABPER PLAN@ SIM SLABON BOTHSIDES

GROUT CELLS SOLIDBELOW SLAB

3"

CL

R

LAP DOWELS 48 BAR ,DIAMETERS, MATCHSIZE & SPACING OFVERTICAL REINFORCING

#5 @ 12" OC EW

CONC SLABSEE PLAN

1' - 0"

6"


BRACE WALL AS REQDPRIOR TO SLAB PLACEMENT

GROUT SOLIDBELOW GRADE

CMU WALLPER PLAN

(1) #5 CONT

CONCRETE SLABPER PLAN CONC SLAB

PER PLAN

STEEL COLUMNPER PLAN@ SIM : ALUMINUMCOLUMNDESIGNED BYOTHERS

1 1/2" NS GROUT1/4

(3) #3 TIES@ 3" OC

FOR SIZE & REINFORCINGSEE FOOTING SCHEDULE

BASE PLATE AND ANCHORRODS PER PLAN

OPENING WIDTH LINTEL SIZE

W < 6' 8F8

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

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

NO

MIN

AL

HE

IGH

T

(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

1 1

/2"

CLR

PRECASTCONCRETELINTEL

OPENING

MATCH TYPICAL WALLREINFORCING ABOVE ANDBELOW OPENINGS

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

REINFORCEDMASONRY WALL

VERTICAL REINFORCINGAT EACH OPENING - SEEPLAN FOR ADDITIONALREINFORCINGREQUIREMENTS

CONCRETE TIE BEAM

MASONRY COURSESAS REQ'D

CONCRETECOLUMNPER PLAN

SP

AC

ING

1/2

TIE

CONC SLABPER PLAN

SEE FOOTING SCHEDULEFOR SIZE AND REINF

3"

CL

R

TOP OF FOOTING

PER PLAN

1 1/2" CLR

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

CONCTIE BEAM

COL 90 DEG STDHOOK INTO TIE BEAM

EXTEND JOINT REINFINTO COLUMN ORPROVIDE DOVETAILANCHORS @ 16" OC

CL

AS

S 'B

' LA

P

3"

3"

COL FDNPER PLAN

WALL FDNPER PLAN

TOP OF FTG

PER PLAN

COLUMN SIZEPER PLAN

STEEL COLUMNPER PLANBLOCKOUT AS IN


BASE PLATE &ANCHOR RODSPER SCHEDULE

1 1/2" NS GROUT

1/4

3"

CL

R

SLAB PERPLAN

EM

BE

DM

EN

TL

EN

GT

H

/13 S-500

CJ

CJ

CJ

CJ

SECOND POURDIAMOND OR ROUND

STEEL COLUMN ANDBASE PLATEPER PLAN

4" M

IN


3"

CL

R

8" CMU WALL FULLYGROUTED W/ #5 @ 8" OC

2"

CL

R

CL

AS

S B

LA

P S

PL

ICE

6" CONCRETE SLAB W/#5 @ 12" OC EA WAY

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

T/ WALL

9'-0"

T/ SLAB

2'-6"

SELECT STRUCTURAL

SELECT STRUCTURAL



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DETAILS & SECTIONS


NTS1 TYPICAL SLAB DETAILSNTS2 FOOTING CORNER DETAIL

NTS3 DOOR THRESHOLDNTS4 TYPICAL STEMWALL FOOTING

NTS5 CAST IN PLACE STAIR ON GRADE

NTS6 EDGE OF SLAB STEMWALLNTS7 STEEL COLUMN FOOTING AT CANOPY

NTS8 PRECAST LINTEL SCHEDULENTS9 OPENING IN MASONRY WALL

3/4" = 1'-0"10 CONCRETE COLUMN

NTS11 CONCRETE COLUMN IN CMU WALL 3/4" = 1'-0"12 STEEL HSS COLUMN FOOTING

3/4" = 1'-0"13 STEEL COLUMN BLOCKOUT

Revision Schedule


3/4" = 1'-0"14 SCULPTURE WALL

SPACING1/2 S STIRRUP SPACING "S"

EXTEND REINFINTO BEAM

WIDTH

BE

AM

DE

PT

H

TOP REINF

STIRRUPS PERSCHEDULE

BOT REINF

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

16" MIN BRG

AS

RE

QD

1 1

/2"

CL

R T

YP

TIE

BE

AM

DE

PT

H

#5 BARS IN GROUTFILLED CELLS

#5 BENT BAR,TYP

TIE BEAMPER PLAN

CMU WALLPER PLAN

TIE BEAM TOPAND BOT REINF

1'-6"

1'-6"

#5 BARS IN GROUTFILLED CELLS

TIE BEAMPER PLAN

CMU WALLPER PLAN

TIE BEAM TOPAND BOT REINF

TIE BEAMPER PLAN

1/4 6"1/2" RETURN

SPLICE PLATE1/2"xWx1'-0" EA LEG

1/2

"W

1 1

/2"

WID

TH

AN

GL

E

SPLICEPLATE

NOTE:

JOIST STIFFENERS NOT REQUIRED

FOR POINT LOADS

≤ 250 LBS @ TOP CHORD

≤ 100 LBS @ BOT CHORD

WHERE POINT LOADS OCCURBETWEEN JOIST PANEL POINTS

EQUIP CURBPOINT LOAD,ETC.

STEEL JOIST

POINT LOAD

WELD L2 1/2" x 2 1/2" x 1/4" FROM LOCATIONOF LOAD TO NEAREST PANEL POINT(ON OPP CHORD OF JOIST)

3/16TYP RAKE BM REINF,

PER PLAN

SEE ARCH DWGFOR ROOF SLOPE

CMUWALL

WALL REINFORCING

CONC BEAMPER PLAN

TOB

PER PLAN

CMU WALLPER PLANMETAL DECK

PER PLAN

L3x3x1/4"x CONT W/5/8" DIA SCREW ANCHORS @24" OC MIN W/ 4"EMBEDMENT

OWJPER PLAN

L5x5x5/8"x0'-9"

TOW

PER PLAN

8X8 BOND BEAMW/ (1) #5 CONT

3/16

3/16

EMBED PLATEPER PLAN

48 BAR DIA LAP

2 1

/2"

HORIZONTAL REINFORCING-SEE SCHEDULE

(1) #5 CORNERREINFORCINGEACH LAYER

2'-6"

2'-6"SEEPLAN

EXTEND ALL REINFORCINGTO FAR FACE

CONC BEAMPER PLAN

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

PER PLAN

BRG ELEV

PER PLAN

METAL DECKPER PLAN

L4x4x1/4"xCONT W/3/4" DIA SCREWANCHORS @ 24" OC W/4" EMBEDMENT

TIEBEAMPER PLAN

48 BAR DIA LAP

METAL DECKPER PLAN

L4x4x1/4"xCONT W/3/4" DIA SCREW ANCHOR @ 24" OCPROVIDE W/ 4" EMBEDMENT

8x8 BOND BEAM W/(1) #5 CONT

TOW

PER PLAN

CMU WALLPER PLAN

TIE BEAMPER PLAN

TOB

PER PLAN

JOIST

JOIST BRIDGING BYJOIST MFG (TYP)

L3x3x1/4"x1'-0" W/ (2) 3/4" DIASCREW ANCHOR @ 8" OC, W/ 4"EMBED IN GROUT FILLED CELL -TYPICAL

48 BAR DIA LAP

CONNECTION BYSTEELFABRICATOR

WF BEAMPER PLAN

CONC BEAMPER PLAN

EMBED PLATEPER PLAN

OF JOIST - SEE PLAN

OPENING SIZE - SEEPLAN AND VERIFY W/TRADE INVOLVED

L4x4x1/4"x0'-4"(4 PLACES)

JOIST TOPCHORD

L3x3x1/4" -TYPAT OPENINGS

3/16

3/16TYP

1. LOCATE ANGLE BELOW ALL EQUIP CURBS AND AROUND ALL ROOF OPENINGS.

2. CONTRACTOR SHALL VERIFY LOCATIONS AND SIZE OF OPENINGS PRIOR TO STEELFABRICATION.

3. FRAME IS REQ'D FOR OPENINGS 1'-0" AND GREATER.

METAL DECKPER PLAN

L3x3x3/16"x CONT W/3/4" DIA SCREW ANCHORS@ 24" OC MIN 5" EMBEDMENT

DLH JOISTPER PLAN

WT7x24

JOIST BEARING

PER PLAN

CMU WALLPER PLAN

EMBED PLATEPER PLAN

1/4

8x8 BOND BEAMW/ (1) #5 CONT

TOW

PER PLAN

CONCRETE BEAMPER PLAN

CMU WALLPER PLAN METAL DECK

PER PLAN

OWJPER PLAN

8X8 BOND BEAMW/ (1) #5 CONT /

FOR ADD'L INFORMATIONSEE DETAIL 7 S-501

TOW

PER PLAN

METAL DECKPER PLAN

DLH JOISTPER PLAN

WT7x24

1/4

STAGGERHEADED STUDS

METAL DECKPER PLAN

STEEL JOISTPER PLAN

L3x3x1/4 BRACE

HSS3x3x1/4HEADER

STEEL COLUMNPER PLAN

PL 3/8x9"x0'-9"W/ (6) 3/4" DIAx6" HS

CONCRETE SLABPER PLAN

MONOLITHIC FOOTINGSEE SCHEDULE FORSIZE AND REINFORCING

3/163 SIDES

3/162 SIDES

3/162 SIDES

3/16

1/4" CAPPLATE

SELECT STRUCTURAL

SELECT STRUCTURAL



Phone: (239) 210-5090

[email protected]


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DETAILS & SECTIONS


NTS2 TYPICAL CONCRETE BEAM

NTS6 TYPICAL STEP IN TIEBEAM

NTS3 DECK ANGLE SPLICE DETAILNTS4 JOIST STIFFENER DETAIL

NTS5 RAKE BEAM DETAIL

NTS7 JOIST AT TIEBEAM

NTS1 TYPICAL BEAM CORNER

NTS8 METAL DECK CONNECTIONNTS9 JOIST BRIDGING CONNECTION

NTS10 STEEL BEAM TO EMBED

NTS13 ROOF OPENING FRAMING 3/4" = 1'-0"11 DLH JOIST CONNECTION DETAIL

NTS12 JOISTS AT TIEBEAM

Revision Schedule


3/4" = 1'-0"14 STEEL JAMB COLUMN

L4x4x1/4 BRACE@ 6'-0" OC MAX

WF BEAMPER PLAN

FOLDING PARTITIONPER ARCH DWGS

3/16TYP

WELD L2 1/2" x 2 1/2" x 1/4"BRACE AS REQ'D

METAL DECKPER PLAN

OWJPER PLAN

3/16

WT 8x15.5

3/16 3"

L2x2x3/16

1

1

L4x4x1/4 BRACE@ 6'-0" OC MAX

WF BEAMPER PLAN

FOLDING PARTITIONPER ARCH DWGS

3/16

TOST

PER PLAN

METAL DECKPER PLAN

OWJPER PLAN

WT 8x15.5

L2x2x3/16

3/16TYP

3/16 3"

1

1

3/16

MECH EQUIP

METAL DECKPER PLAN

1/4" DIA SCREW@ 18" OC

3/16C6 TO OWJ

MECH CURB

6' -

0"

MA

XIM

UM

SP

AC

ING

LINE OF HVAC

ANGLE PLACEDDIRECTLY UNDERHVAC UNIT CURB

JOIST STIFFENERBELOW AS REQUIRED

ANGLE SIZESPER SCHEDULE

3/16

ANGLE TOANGLE

CONNECTIONTYP

5/8 6" OC

WELD DECKTO PERIMETERANGLE ALL 4SIDES

L6x4x3/8x0'-8"LLV

ROOF TOP UNIT FRAME SCHEDULEUNIT WEIGHT ANGLE SIZE0-1000 LBS L 3x3x1/4"1001-2500 LBS L 4x4x1/4"2501-6000 LBS L 6x6x3/8"

PROVIDE ROOF OPENING FRAMINGAS REQ'D FOR DECK SUPPORT

TOW

PER PLAN

PRE ENGINEERED6" METAL STUDS

METAL DECKPER PLAN

METAL DECKPER PLAN

STEEL BEAMPER PLAN

STEEL BEAMPER PLAN

TOST

VARIES

TOST

VARIES

WALL SHEATHINGPER ARCH DWGS

OWJPER PLAN

1/4" BENT PLATECONT

VERTICAL SLIP CLIPBY METAL STUD MANUF

TOP & BOT TRACKBY METAL STUDMANUF

ROOF TOPCURB

ROOFINGPER ARCH

HVAC SUPPORT FRAMEMEMBERREFER TO HVACSUPPORT DETAIL 4/S-502

OWJPER PLAN

JOIST WEBSTIFFENER- SEE 3/S-501

RTU

5/8 6" OC

AT ALLHVAC

SUPPORTANGLES

ALTERNATIVE ATTACHMENTOPTION: IN LEIU OF PUDDLEOR PLUG WELDS (2) #12 TEKSCREWS MAY BE USED @ 6"OC TO SECURE DECK TOPERIMETER ANGLES

1/2" DIA A307 BOLT @12" OC (3 MIN PER SIDE)

#12 TEK SCREWS INTO CURB 4"FROM EACH CORNER AND @ 24"OC (MAXIMUM) (3 SCREWS PERSIDE, MINIMUM) TYPICAL ALL (4)SIDES

TIE BEAMPER PLAN

TIE BEAMPER PLAN

CMU WALLPER PLAN

WALL

HSS 4x4x3/16BRACE

BEAM

BEAM

STEEL BEAMPER PLAN BEAM

1/4TYP

1/4 3"TYP

STEEL BEAMPER PLAN

1' - 4" 1' - 4"

EMBED PLATEPER PLAN

(2) #5 EXTENDINTO CMU 8"EA SIDE

PROVIDE (3) #5VERTICALS BELOW BEAM

TIE BEAMPER PLAN

METAL DECKPER PLAN

PREFABRICATED LIGHTGUAGE METAL TRUSS

STEEL BEAMPER PLAN

STEEL COLUMNPER PLAN 3/16

2 SIDES

3/162 SIDES

STIFF CLIP RT 650-54W/ (4) #12 SCREWS

CONCRETE BEAMPER PLAN

TIEBEAMPER PLAN

GROUT FILLEDCELLS @ TRUSSCONNECTION

CMUPER PLAN

METAL DECKPER PLAN

/FOR ADD'L INFORMATIONSEE DETAIL 8 S-501

METAL DECKPER PLAN

PREFABRICATED LIGHTGUAGE METAL TRUSS

STIFF CLIP HC-600 W/(4) #12 SCREWS & (4)3/16" DIA TITEN SCREWS

3"x3"x20GA BENT PLATEW/ 3/16" DIA TAPCONS@ 12" OC

STIFF CLIP RT650-54W/ (4) #12 SCREWS

PRE ENGINEEREDLIGHT GAUGE METALROOF TRUSS

STEEL BEAMPER PLAN

3/16 40°

SELECT STRUCTURAL

SELECT STRUCTURAL



Phone: (239) 210-5090

[email protected]


comm no.:

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NAPLES, FL 34113


DETAILS & SECTIONS


NTS1 FOLDING PARTITION SECTIONNTS2 FOLDING PARTITION SECTION

NTS3MECHANICAL CURB SUPPORT FOR

EQUIP SUPPORT OVER MULTIPLE JOISTNTS4ROOF TYPICAL CURB SUPPORT FRAMING

FOR EQUIP SUPPORT BETWEEN JOISTS

NTS5 SECTION AT METAL STUD PARAPET 3/4" = 1'-0"6 MECHANICAL CURB FRAMING

3/4" = 1'-0"7 BRACE CONNECTIONNTS8 SECTION AT GIRDER CONNECTION

3/4" = 1'-0"9 METAL TRUSS TO STEEL BEAM 3/4" = 1'-0"11 METAL TRUSS TO CMU WALL

Revision Schedule


1" = 1'-0"10 CANOPY BEAM SPLICE

1

1

Documents

GENERAL STRUCTURAL NOTES SCHENKEL