general structural notes schenkel
TRANSCRIPT
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A101
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
XX
XX
CONCRETE/PRECAST COLUMNTAG - BELOW
XX
SPAN DIRECTION
TYP1 1/2"
1' - 0"
1' -
0"
(4) 3/4" DIAx 5" HS
TY
P1
1/2
"t = 1/2"
TYP1 1/2"
9" 1 1/2"
1' - 0"
1' -
6"
(6) 3/4" DIAx 5" HS
TY
P1
1/2
"
t = 1/2"
7 1
/2"
7 1
/2"
1 1
/2"
SELECT STRUCTURAL
SELECT STRUCTURAL
12573 New Brittany Blvd
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CONFIDENTIAL COPYRIGHT 2016 SCHENKEL & SHULTZ INC.SEE WWW.SCHENKELSHULTZ.COM/COPYRIGHT FOR POLICY AND INFORMATION
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schenkelshultz.com
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SCHENKELSHULTZA R C H I T E C T U R E
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3/9/
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1520601
SRA
JRL
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.
Revision Schedule
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5130 RATTLESNAKE HAMMOCK RD
NAPLES, FL 34113
ST. PETER THE APOSTLECATHOLIC CHURCHNEW PARISH CENTER
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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F40
22' - 8" 11' - 10 3/8" 18' - 6"
17' - 7 1/2" 4' - 8 1/2"
F30
HSS4X
4X3/
16F30
HSS4X
4X3/
16
12
' - 1
0"
C3
F36 F36
F26 F26 F26 F26 F26
F26 F26
F26 F26
F26 F26
F26 F26
F26
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
SELECT STRUCTURAL
12573 New Brittany Blvd
Fort Myers, Florida 33907
Phone: (239) 210-5090
Certification Auth. 28357
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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Issue Date:Submittal:
161718
N
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P
161718
SS Lic. No. -
schenkelshultz.com
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SCHENKELSHULTZA R C H I T E C T U R E
RE
LEA
SE
D F
OR
CO
NS
TRU
CTI
ON
3/9/
2017
8:3
4:43
AM
1520601
SRA
JCF
5130 RATTLESNAKE HAMMOCK RD
NAPLES, FL 34113
ST. PETER THE APOSTLECATHOLIC CHURCHNEW PARISH CENTER
FOUNDATION PLAN
S-100100% CON DOCS BID/PERMIT 01/27/2017
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
No. Description Date
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
PRE ENGINEERED ALUMINUMCANOPY PER ARCHITECTURALDRAWINGS
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
12573 New Brittany Blvd
Fort Myers, Florida 33907
Phone: (239) 210-5090
Certification Auth. 28357
comm no.:
checked:
drawn
CONFIDENTIAL COPYRIGHT 2016 SCHENKEL & SHULTZ INC.SEE WWW.SCHENKELSHULTZ.COM/COPYRIGHT FOR POLICY AND INFORMATION
A
114 2345678910111213
B
C
D
E
F
G
H
I
J
K
L
SEAL
114 234567891011121315
M
15
Issue Date:Submittal:
161718
N
O
P
161718
SS Lic. No. -
schenkelshultz.com
fax
voice
SCHENKELSHULTZA R C H I T E C T U R E
RE
LEA
SE
D F
OR
CO
NS
TRU
CTI
ON
3/9/
2017
8:3
4:44
AM
1520601
SRA
JCF
5130 RATTLESNAKE HAMMOCK RD
NAPLES, FL 34113
ST. PETER THE APOSTLECATHOLIC CHURCHNEW PARISH CENTER
LOW ROOF FRAMING PLAN
S-200100% CON DOCS BID/PERMIT 01/27/2017
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
No. Description Date1 PERMIT REVISIONS 03/13/2017
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
12573 New Brittany Blvd
Fort Myers, Florida 33907
Phone: (239) 210-5090
Certification Auth. 28357
comm no.:
checked:
drawn
CONFIDENTIAL COPYRIGHT 2016 SCHENKEL & SHULTZ INC.SEE WWW.SCHENKELSHULTZ.COM/COPYRIGHT FOR POLICY AND INFORMATION
A
114 2345678910111213
B
C
D
E
F
G
H
I
J
K
L
SEAL
114 234567891011121315
M
15
Issue Date:Submittal:
161718
N
O
P
161718
SS Lic. No. -
schenkelshultz.com
fax
voice
SCHENKELSHULTZA R C H I T E C T U R E
RE
LEA
SE
D F
OR
CO
NS
TRU
CTI
ON
3/9/
2017
8:3
4:44
AM
1520601
SRA
JCF
5130 RATTLESNAKE HAMMOCK RD
NAPLES, FL 34113
ST. PETER THE APOSTLECATHOLIC CHURCHNEW PARISH CENTER
HIGH ROOF FRAMING PLAN
S-201100% CON DOCS BID/PERMIT 01/27/2017
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
No. Description Date1 PERMIT REVISIONS 03/13/2017
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"
SEE FTG SCHEDULEFOR SIZE AND REINF
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
SEE FTG SCHEDULEFOR SIZE AND REINF
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
SEE FTG SCHEDULEFOR SIZE AND REINF
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
12573 New Brittany Blvd
Fort Myers, Florida 33907
Phone: (239) 210-5090
Certification Auth. 28357
comm no.:
checked:
drawn
CONFIDENTIAL COPYRIGHT 2016 SCHENKEL & SHULTZ INC.SEE WWW.SCHENKELSHULTZ.COM/COPYRIGHT FOR POLICY AND INFORMATION
A
114 2345678910111213
B
C
D
E
F
G
H
I
J
K
L
SEAL
114 234567891011121315
M
15
Issue Date:Submittal:
161718
N
O
P
161718
SS Lic. No. -
schenkelshultz.com
fax
voice
SCHENKELSHULTZA R C H I T E C T U R E
RE
LEA
SE
D F
OR
CO
NS
TRU
CTI
ON
3/9/
2017
8:3
4:45
AM
1520601
SRA
JCF
5130 RATTLESNAKE HAMMOCK RD
NAPLES, FL 34113
ST. PETER THE APOSTLECATHOLIC CHURCHNEW PARISH CENTER
DETAILS & SECTIONS
S-500100% CON DOCS BID/PERMIT 01/27/2017
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
No. Description Date
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
12573 New Brittany Blvd
Fort Myers, Florida 33907
Phone: (239) 210-5090
Certification Auth. 28357
comm no.:
checked:
drawn
CONFIDENTIAL COPYRIGHT 2016 SCHENKEL & SHULTZ INC.SEE WWW.SCHENKELSHULTZ.COM/COPYRIGHT FOR POLICY AND INFORMATION
A
114 2345678910111213
B
C
D
E
F
G
H
I
J
K
L
SEAL
114 234567891011121315
M
15
Issue Date:Submittal:
161718
N
O
P
161718
SS Lic. No. -
schenkelshultz.com
fax
voice
SCHENKELSHULTZA R C H I T E C T U R E
RE
LEA
SE
D F
OR
CO
NS
TRU
CTI
ON
3/9/
2017
8:3
4:46
AM
1520601
SRA
JCF
5130 RATTLESNAKE HAMMOCK RD
NAPLES, FL 34113
ST. PETER THE APOSTLECATHOLIC CHURCHNEW PARISH CENTER
DETAILS & SECTIONS
S-501100% CON DOCS BID/PERMIT 01/27/2017
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
No. Description Date
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
12573 New Brittany Blvd
Fort Myers, Florida 33907
Phone: (239) 210-5090
Certification Auth. 28357
comm no.:
checked:
drawn
CONFIDENTIAL COPYRIGHT 2016 SCHENKEL & SHULTZ INC.SEE WWW.SCHENKELSHULTZ.COM/COPYRIGHT FOR POLICY AND INFORMATION
A
114 2345678910111213
B
C
D
E
F
G
H
I
J
K
L
SEAL
114 234567891011121315
M
15
Issue Date:Submittal:
161718
N
O
P
161718
SS Lic. No. -
schenkelshultz.com
fax
voice
SCHENKELSHULTZA R C H I T E C T U R E
RE
LEA
SE
D F
OR
CO
NS
TRU
CTI
ON
3/9/
2017
8:3
4:46
AM
1520601
SRA
JRL
5130 RATTLESNAKE HAMMOCK RD
NAPLES, FL 34113
ST. PETER THE APOSTLECATHOLIC CHURCHNEW PARISH CENTER
DETAILS & SECTIONS
S-502100% CON DOCS BID/PERMIT 01/27/2017
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
No. Description Date1 PERMIT REVISIONS 03/13/2017
1" = 1'-0"10 CANOPY BEAM SPLICE
1
1