7th & polk restaurant development polk st. / …masonry structures (aci 530),” latest edition...
TRANSCRIPT
9-12-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
7th
& P
OLK
RES
TAU
RA
NT
DEV
ELO
PM
ENT
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
12 SEPTEMBER 2016
S1.0
15-010
GENERAL
THE FOLLOWING GENERAL NOTES CONSTITUTE A MAJOR PART OF THE PLANS ANDSPECIFICATIONS. STRICT COMPLIANCE WITH THESE NOTES IS ESSENTIAL TO THE PROPERCONSTRUCTION OF THE BUILDING.
1. DETAILS DESIGNATED AS “TYPICAL DETAILS” APPLY GENERALLY TO THE DRAWINGS INALL AREAS WHERE CONDITIONS ARE SIMILAR TO THOSE DESCRIBED IN THE DETAILS.
2. SLEEVES AND BLOCKOUTS REQUIRED FOR PASSAGE OF DUCTWORK, PIPING,DRAINS, CONDUIT, ETC., AND ANCHORS REQUIRED FOR ANCHORINGEQUIPMENT AND PIPING ARE NOT GENERALLY INDICATED ON THE STRUCTURALDRAWINGS. THE CONTRACTOR SHALL DETERMINE SUCH REQUIREMENTS FROMOTHER SERIES DRAWINGS, SUBCONTRACTORS, AND SUPPLIERS AND SHALLCOORDINATE THE LOCATIONS AND DETAILS FOR THESE ITEMS PRIOR TOFABRICATION OR CONSTRUCTION OF THE STRUCTURE. ANY CONFLICTSBETWEEN THESE ITEMS AND THE BUILDING STRUCTURE SHALL BE BROUGHT TOTHE ATTENTION OF THE ARCHITECT FOR RESOLUTION.
3. VERIFY, OR ESTABLISH, LOCATIONS AND DIMENSIONS OF ALL FRAMEDOPENINGS RELATED TO EQUIPMENT OR DUCTWORK, INCLUDING INSULATION, IFANY. WHERE SUBSTANTIAL RELOCATION OR RECONFIGURATION IS REQUIRED,SUBMIT A DRAWING TO THE ARCHITECT FOR REVIEW.
LIMITATION OF LIABILITY
1. IN THE EVENT OF ANY CLAIM, ALLEGATION, OR DEMAND BY CLIENT, OWNER,CONTRACTOR, OR ANY OTHER THIRD PARTY INVOLVING THE SCOPE OF WORKOR RESPONSIBILITIES OF EITHER PARTY, SUCH PARTY SHALL PROMPTLY ASSUMERESPONSIBILITY FOR THE INVESTIGATION, DEFENSE, AND RESPONSE TO SUCHISSUES.
2. THE OWNER AND CONTRACTOR RECOGNIZE THAT THE CONTRACTOR ANDSUBCONTRACTORS WILL BE IN CONTROL OF THE PROJECT SITE AND SOLELYRESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS, SCHEDULING,SEQUENCING, JOBSITE SAFETY, AND COMPLIANCE WITH CONTRACTDOCUMENTS AND OFFICIAL DIRECTIONS.
3. ENGINEER SHALL NOT BE RESPONSIBLE FOR DAMAGES, LOSSES, COSTS, ORCLAIMS CAUSED BY CONTRACTORS OR SUBCONTRACTORS, EXCEPT ONLY TOTHE EXTENT CAUSED BY ENGINEER’S SOLE NEGLIGENCE.
4. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR COMPLIANCE WITHCONTRACT DOCUMENTS, MANUFACTURER’S INSTRUCTIONS, ANDDIRECTIONS OF BUILDING OFFICIALS AND OWNER’S REPRESENTATIVES.
DESIGN LOADS
1. DEAD LOADS INCLUDE THE WEIGHT OF THE STRUCTURAL COMPONENTS, PERMANENTFIXTURES (WALLS, CEILINGS, MECHANICAL EQUIPMENT, ETC.)
2. LOADINGS FOR MECHANICAL EQUIPMENT ARE BASED ON THE WEIGHTS OFASSUMED EQUIPMENT, AS INDICATED ON THE MECHANICAL DRAWINGS. ANYCHANGES IN TYPE, SIZE, LOCATION OR NUMBER OF PIECES OF EQUIPMENTSHOULD BE REPORTED TO THE ARCHITECT FOR VERIFICATION OF THEADEQUACY OF SUPPORTING MEMBERS PRIOR TO THE PLACEMENT OF SUCHEQUIPMENT.
3. DESIGN LIVE LOADING IS AS FOLLOWS:
ROOF 20 PSFSLAB‐ON‐GRADE 125 PSF2ND FLOOR 100 PSFROOF PLAZA 100 PSFEXIT STAIRS 100 PSF
4. SNOW LOADS WERE COMPUTED IN ACCORDANCE WITH CHAPTER 7 OF ASCE 7,USING THE FOLLOWING CRITERIA:
GROUND SNOW LOAD 20 PSFFLAT‐ROOF SNOW LOAD 20 PSFSNOW EXPOSURE FACTOR 1.0SNOW IMPORTANCE FACTOR 1.0THERMAL FACTOR 1.0
5. WIND LOADS SHALL BE COMPUTED IN ACCORDANCE WITH ASCE 7‐10, USING THEFOLLOWING CRITERIA:
ASCE 7‐10 BASIC WIND SPEED (3‐SECOND GUST) 115 MPHWIND EXPOSURE CATEGORY BINTERNAL PRESSURE COEFFICIENT 0.18UPLIFT LOAD (NET) WITHIN 9’ OF EDGE, HIP, OR RIDGE 19 PSFUPLIFT LOAD (NET) MORE THAN 9’ FROM EDGE, HIP, OR RIDGE 9 PSFUPLIFT LOAD (NET) ON CANOPIES AND OVERHANGS 17 PSF
CODES & DESIGN SPECIFICATIONS
1. BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE.
2. STRUCTURAL STEEL: “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS,”LATEST EDITION BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION.
3. STRUCTURAL CONCRETE: “BUILDING CODE REQUIREMENTS FOR REINFORCEDCONCRETE (ACI 318),”LATEST EDITION BY THE AMERICAN CONCRETE INSTITUTE.
4. CONCRETE MASONRY: “BUILDING CODE REQUIREMENTS FOR CONCRETEMASONRY STRUCTURES (ACI 530),” LATEST EDITION BY THE AMERICANCONCRETE INSTITUTE.
CONCRETE MIX
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28DAYS.
2. SLUMP SHALL BE 3" TO 5" IN ALL MIXES.
3. AGGREGATE SHALL CONFORM TO ASTM C 33. COURSE AGGREGATE SIZE SHALLBE ASTM C33 SIZE NO. 56 AT SLAB‐ON‐GRADE. COURSE AGGREGATE SIZE SHALLBE ASTM C33 SIZE NO. 67 AT SLABS ON METAL DECK.
4. LIMIT WATER CEMENT RATIO IN SLABS, WALLS AND COLUMNS TO A MAXIMUMOF 0.5.
5. WORKABILITY ADMIXTURES MAY BE UTILIZED, PROVIDED THAT BATCHPROPORTIONS ARE DETERMINED IN THE MANNER DESCRIBED IN THESPECIFICATIONS.
6. PROVIDE FIVE PERCENT (PLUS OR MINUS 1‐1/2 PERCENT) AIR ENTRAINMENT INCONCRETE PERMANENTLY EXPOSED TO THE WEATHER (AND ELSEWHERE AT THECONTRACTOR’S OPTION). USE OF AIR ENTRAINMENT, AND CORRESPONDINGREDUCTION OF THE WATER/CEMENT RATIO, MUST BE NOTED ON THE MIXDESIGNS.
7. USE OF ACCELERATING OR SET‐RETARDING ADMIXTURES REQUIRES PRIORAPPROVAL OF THE ARCHITECT. IN GENERAL, USE OF CALCIUM CHLORIDE WILLNOT BE PERMITTED.
8. CEMENT SHALL BE TYPE I OR TYPE III (ASTM C 150).
PERMANENT METAL FORMED SLABS
1. SLABS FORMED ON PERMANENT METAL FORMS SHALL BE 5” THICK (TOTAL) AND SHALLBE REINFORCED WITH 6X6‐W2.9XW2.9 WELDED WIRE MESH AT MID‐DEPTH OF SLAB.
2. METAL FORM DECK SHALL BE FORMED FROM 22 GAUGE STEEL, HAVING ANAVERAGE MINIMUM YIELD STRENGTH OF 50,000 PSI, EQUIVALENT TO VULCRAFTTYPE 2C22 CONFORM DECK.
3. METAL FORM DECK SHALL CONFORM TO ASTM A653‐94 WITH A G60 MINIMUMGALVANIZED COATING.
4. DECK CONNECTIONS SHALL BE PUDDLE WELDS AT 1’‐0 ON CENTER, ATSUPPORTS. PUDDLE WELDS SHALL BE FULL‐FUSION, 5/8” DIAMETER WELDS,MADE THROUGH CURVED WELD WASHERS.
5. PROVIDE AT LEAST 2” OF END LAPS OCCURRING OVER SUPPORTS AND LAP SIDESOF DECK AT LEAST ONE CORRUGATION.
6. FURNISH MESH REINFORCING IN FLAT SHEETS TO OBTAIN PROPER CONCRETECOVER.
CONCRETE REINFORCEMENT
1. REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL, CONFORMINGTO ASTM A 615 GRADE 60.
2. REINFORCING STEEL SHOWN IN SECTIONS OF BEAMS, WALLS AND COLUMNS ISSCHEMATIC INDICATION THAT REINFORCING EXISTS. SEE SECTION NOTES ANDGENERAL NOTES FOR ACTUAL REINFORCING REQUIRED.
3. REFER TO DOWEL SCHEDULE ON SHEET S2.2 FOR BARS MARKED “DWL” ON THEDRAWINGS.
4. DETAIL REINFORCING BARS AND PROVIDE BAR SUPPORTS AND SPACERS INACCORDANCE WITH THE ACI DETAILING MANUAL.
5. DETAIL BARS IN BEAMS, SLABS, AND WALLS AS FOLLOWS:
A. RUN TOP AND BOTTOM BARS CONTINUOUS, WITH SPLICES AND HOOKS AS DESCRIBED BELOW.
B. SPLICE TOP AND INTERMEDIATE BARS AT THE CENTER LINE BETWEEN FOOTINGS.
C. SPLICE BOTTOM BARS DIRECTLY OVER FOOTINGS.
D. DO NOT SPLICE VERTICAL BARS IN WALLS AND COLUMNS.
E. ALL BAR SPLICES IN BEAMS, SLABS, AND WALLS SHALL BE 30 BARDIAMETERS, EXCEPT THAT SPLICES IN HORIZONTAL WALL BARS AND INTERMEDIATE BEAM BARS SHALL BE 60 BAR DIAMETERS.
F. PROVIDE CORNER BARS FOR EACH HORIZONTAL BAR AT THE INSIDE AND OUTSIDE FACES OF INTERSECTING BEAMS OR WALLS.REFER TO CORNER BAR DETAILS ON SHEET S2.2.
6. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS, MEASUREDTO NEAREST BAR, STIRRUP OR TIE:
A. AT SLABS‐ON‐GRADE, BEAM AND WALL SURFACES DEPOSITED AGAINST THE GROUND (WITH OR WITHOUT VAPOR BARRIER): 3”.
B. AT FORMED FACES OF BEAMS AND WALL EXPOSED TO RAIN OR INCONTACT WITH THE GROUND: 2”
C. AT INTERIOR AND PROTECTED EXTERIOR FACES OF WALLS: 2”.
D. TOP STEEL IN BEAMS: 2”
7. MAINTAIN THE SPECIFIED COVER DIMENSION WITHIN A TOLERANCE OF PLUS ORMINUS 3/8”. EXTRA COVER WEAKENS THE MEMBER AND REDUCED COVERLEADS TO CORROSION.
8. PROVIDE FOUNDATION DOWELS TO MATCH MASONRY WALL REINFORCEMENT.DOWELS SHALL EXTEND A MINIMUM OF 48 BAR DIAMETERS ABOVE AND BELOWTOP OF FOUNDATION.
CAST‐IN‐PLACE CONCRETE
1. CONSTRUCTION JOINTS IN GRADE BEAMS SHALL OCCUR WITHIN THE MIDDLE THIRD OFTHE SPAN. COLUMN PILASTERS ON THE SIDES OF GRADE BEAMS AND WALLS SHALL BECAST MONOLITHICALLY WITH THE GRADE BEAM OR WALL UNLESS SHOWN OTHERWISE.SUBMIT A DIAGRAM OF ALL PROPOSED CONSTRUCTION JOINTS WHICH ARE NOTSPECIFICALLY SHOWN ON THESE DRAWINGS.
2. SLEEVES, MECHANICAL OPENINGS, CONDUITS, PIPES, RECESSES, DEPRESSIONS,CURBS AND ALL EMBEDDED ITEMS SHALL BE PROVIDED FOR AS SHOWN ON THEARCHITECTURAL AND MECHANICAL DRAWINGS AND AS REQUIRED BYEQUIPMENT MANUFACTURERS. MINIMUM CONCRETE BETWEEN SLEEVES SHALLBE 6”. INSTALLATION OF THESE ITEMS SHALL BE COORDINATED WITH SHOPDRAWINGS OF TRADES REQUIRING THESE ITEMS.
3. SET FORMS TO FOLLOW SLOPES AND GRADES DEFINED ON PLAN, KEEPINGMEMBER DEPTHS CONSTANT AT DEPTHS DETAILED, UNLESS NOTED OTHERWISE.
4. NO CONDUIT OR PIPE IS PERMITTED TO BE CAST IN THE SLAB.
5. SLEEVES OR PIPES PASSING HORIZONTALLY THROUGH GRADE BEAMS MUST BELOCATED IN THE MIDDLE THIRD OF THE SPAN AND WITHIN THE MIDDLE THIRD OFTHE BEAM DEPTH. MAXIMUM DIAMETER SHALL BE ONE THIRD OF THE MEMBERDEPTH. SPACE AT LEAST 3 DIAMETERS CLEAR APART AND ADD ONE STIRRUPEACH SIDE OF EACH SLEEVE.
6. PROVIDE SHEAR KEYS IN ALL CONSTRUCTION JOINTS IN BEAMS AND WALLS, INACCORDANCE WITH THE TYPICAL CONCRETE DETAILS.
7. PROVIDE WATER STOPS IN BELOW GRADE CONSTRUCTION JOINTS WHERESHOWN IN THE DETAILS.
ROOF MOUNTED MECHANICAL UNITS
1. ROOF MOUNTED MECHANICAL UNIT LOCATIONS AND DESIGN WEIGHTS ARE SHOWN ONTHE ROOF FRAMING PLANS. JOIST MANUFACTURER SHALL DESIGN JOISTS TO SUPPORTTHIS ADDITIONAL LOAD. CONTRACTOR SHALL NOTIFY THE ENGINEER IF ACTUAL SIZES,WEIGHTS, OR LOCATIONS DIFFER FROM THOSE SHOWN ON THE ROOF FRAMING PLANS.PROVIDE ADDITIONAL STEEL FRAMING, AS DETAILED, FOR SUPPORT OF RTU CURBS ANDPROVIDE DECK SUPPORT ANGLES AT ALL ROOF OPENINGS.
STRUCTURAL STEEL
1. THE STRUCTURAL DRAWINGS INDICATE MISCELLANEOUS STEEL ELEMENTS SUCH AS SHELFANGLES, LINTELS, SUPPORT MEMBERS, AND EDGE ANGLES FOR OPENINGS AND PERIMETERCONDITIONS WHICH ARE INTENDED TO SUPPORT OR BE COORDINATED WITH MATERIALSFURNISHED BY OTHER TRADES, WHICH MAY BE MORE STRINGENT THAN A.I.S.C.TOLERANCES FOR STRUCTURAL STEEL. THE CONTRACTOR SHALL FIELD INSTALL THEMISCELLANEOUS STEEL ELEMENTS TO COMPLY WITH THE TOLERANCE CRITERIA FORPROPER INSTALLATION OF MATERIALS BY THE OTHER TRADES.
2. REFER TO THE SPECIFICATIONS FOR GRADES OF STEEL.
3. PREDESIGNED BEAM CONNECTION DETAILS ARE SHOWN ON SHEETS S3.6 & S3.7.OTHER TYPICAL CONNECTIONS ARE SHOWN IN TYPICAL DETAILS. CONNECTIONSWHICH ARE NOT SPECIFICALLY DETAILED, SHALL BE DESIGNED BY THEFABRICATOR IN ACCORDANCE WITH THE CONNECTION NOTES ANDSPECIFICATIONS.
4. ALL BOLTS SHALL BE TIGHTENED TO A “SNUG TIGHT” CONDITION.
5. TEMPORARY CONSTRUCTION BRACING OF THE STRUCTURAL STEEL FRAME SHALLREMAIN IN PLACE UNTIL AFTER ALL PERMANENT BRACING COMPONENTS HAVEBEEN COMPLETED. THE LATERAL‐LOAD‐RESISTING SYSTEM INCLUDESDESIGNATED WIND BRACES AND CONNECTING DIAPHRAGM ELEMENTS. THEMETAL ROOF DECK IS AN ESSENTIAL COMPONENT OF THE PERMANENT BRACINGSYSTEM.
6. WIND BRACES IN THE VERTICAL PLANE ARE DENOTED BY “WB” ON PLAN. SEESHEET S3.4 FOR CONFIGURATIONS.
7. CONNECT MISCELLANEOUS STEEL MEMBERS USING FILLET WELDS SUFFICIENT TODEVELOP THE TENSILE STRENGTH OF THE SMALLER MEMBER AT THE JOINTUNLESS SHOWN OTHERWISE.
8. WHERE STIFFENER PLATES ARE SHOWN, SUCH STIFFENERS SHALL BE FURNISHEDAND INSTALLED EVEN THOUGH FABRICATOR’S CALCULATIONS MAY INDICATETHEY ARE NOT REQUIRED.
9. ALL STEEL SHALL BE FURNISHED WITH A SHOP COAT OF PRIMER, AS SPECIFIED.
OPEN WEB STEEL JOISTS
1. STEEL JOISTS SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF THESTEEL JOIST INSTITUTE’S STANDARD SPECIFICATIONS AND LOAD TABLES. MATERIAL SHALLBE DOMESTIC STEEL.
2. JOIST BRIDGING SHALL BE FURNISHED AND INSTALLED TO MEET THE DESIGNAND SPACING REQUIREMENTS OF THE STEEL JOIST INSTITUTE’S STANDARDSPECIFICATIONS, UNLESS SHOWN OTHERWISE ON THE DRAWINGS. PROVIDEADDITIONAL BRIDGING AS REQUIRED TO BRACE THE BOTTOM CHORD WHEREVERA NET UPLIFT IS NOTED. JOIST BRIDGING IS NOT GENERALLY SHOWN ON THESEDRAWINGS.
3. ALL HANGERS SUPPORTING MECHANICAL EQUIPMENT, SPRINKLER LINES, ETC.,FROM THE CHORD OF STEEL JOISTS SHALL BE LOCATED AT THE PANEL POINTS OFTHE JOISTS OR THE JOIST CHORD SHALL BE REINFORCED TO SUPPORT THEADDITIONAL LOAD. HANGERS SUPPORTING LESS THAN 50 POUNDS DO NOT HAVETO BE PLACED AT PANEL POINTS. DO NOT SUSPEND ANYTHING FROM JOISTBRIDGING.
4. EXTEND BOTTOM CHORDS OF ALL ROOF JOISTS CENTERED ON COLUMNS ANDWELD THE BOTTOM CHORDS TO THE COLUMNS. DO NOT CONNECT BOTTOMCHORDS OF JOISTS TO COLUMNS UNTIL THE ROOF DEAD LOAD HAS BEENAPPLIED.
5. JOISTS SHALL HAVE POSITIVE CAMBER OF THE MAGNITUDE RECOMMENDED BY THESTEEL JOIST INSTITUTE FOR THE VARIOUS SPANS.
6. JOISTS SHALL BE DESIGNED TO RESIST THE NET UPLIFTS TABULATED IN THE“DESIGN LOADS” GENERAL NOTES. PROVIDE EXTRA BRIDGING, WHERE REQUIRED,TO BRACE THE BOTTOM CHORD IN COMPRESSION. NOTE THAT TOP ANDBOTTOM CHORD BRIDGING MUST ALIGN TO ACCOMMODATE TYPICAL BRIDGINGDETAILS.
7. IF BEAM FLANGES ARE NOT WIDE ENOUGH TO ACCOMMODATE BEARING SEATSFROM BOTH SIDES, JOISTS MAY BE OFFSET AND SEATS OVERLAPPED.CONTRACTOR TO COORDINATE DECK LAYOUT SO END LAPS OCCUR OVER OFFSETJOISTS. JOISTS ON COLUMN LINES MUST STILL BRACE COLUMNS WITH EXTENDEDBOTTOM CHORDS.
8. JOIST MANUFACTURER SHALL DESIGN JOISTS TO SUPPORT ADDITIONAL LOAD OFRTU’S WHERE SHOWN ON PLAN. POINT LOADS ARE IN ADDITION TO THEALLOWABLE UNIFORM LOAD OF THE SPECIFIED JOIST. DISTRIBUTE LOAD OFRTU’S TO EACH JOIST AS FOLLOWS:
FOR 2 JOISTS – 75% OF LOAD TO EACH JOIST.FOR 3 JOISTS – 50% OF LOAD TO EACH JOIST.FOR 4 JOISTS – 40% OF LOAD TO EACH JOIST.
9. FURNISH JOISTS WITH A SHOP COAT OF RUST‐INHIBITIVE PRIMER PAINT.
10. SPACE JOISTS EQUALLY BETWEEN DIMENSIONED LOCATIONS UNLESS NOTEDOTHERWISE.
METAL ROOF DECK
1. ROOF DECK SHALL BE 1‐1/2” DEEP, 22 GAUGE, WIDE RIB, GALVANIZEDMETAL DECK, WITH 6” RIB SPACING, MEETING THE REQUIREMENTS OFTHE STEEL DECK INSTITUTE.
2. ROOF DECK SHALL BE CONTINUOUS OVER THREE OR MORESPANS.
3. DECK CONNECTIONS SHALL BE AS FOLLOWS:
AT EACH SUPPORT: PUDDLE WELDS AT EACH SIDE LAP AND AT INTERMEDIATE RIBS NOT TO EXCEED 18” O.C.
AT SIDE LAPS: SCREWS AT 18” ON CENTER BETWEEN SUPPORTS.
AT EXTERIOR SIDES, PARALLEL TO DECK SPAN: PUDDLE WELDS AT 18” ON CENTER.
4. SCREWS SHALL BE “TEKS” #12‐14X3/4” HWH #2.
5. PUDDLE WELDS SHALL BE FULL‐FUSION, 5/8” DIAMETER (MINIMUM) WELDS. METAL AROUND WELDS SHALL BECOMPLETELY INTACT AFTER WELDING.
6. THE METAL ROOF DECK ON THIS PROJECT IS REQUIRED TOPERFORM AS A STRUCTURAL DIAPHRAGM. ALL WELDS SHALL BECOMPLETELY INTACT AFTER WELDING.
7. SUSPENDED CEILING, LIGHT FIXTURES, DUCTS OR OTHERUTILITIES SHALL NOT BE SUPPORTED BY THE STEEL DECK.
STRUCTURAL ABBREVIATIONS
ADDITIONAL ‐ ADDN'LANGLE ‐ LARCHITECTURAL ‐ ARCH'LBEAM ‐ BM.BEARING ‐ BRG.BOTTOM ‐ BOT.CENTER LINE ‐ C.L.CHANNEL ‐ CCLEAR OR CLEARANCE ‐ CLR.COLUMN ‐ COL.CONCRETE ‐ CONC.CONCRETE MASONRY UNIT ‐ CMUCONTINUOUS ‐ CONT.CONTRACTOR ‐ CONTR.CONTROL JOINT ‐ CONTR. JT.CONSTRUCTION ‐ CONST.CONSTRUCTION JOINT ‐ C.J.DIAMETER ‐ DIA.DIMENSIONS (S) ‐ DIM(S).DOWEL(S) ‐ DWL(S).EACH ‐ EA.EACH FACE ‐ E.F.EACH WAY ‐ E.W.ELEVATION ‐ EL.ELEVATOR ‐ ELEV.EXPANSION JOINT ‐ E.J.FOUNDATION ‐ FDN.GRADE ‐ GR.HORIZONTAL ‐ HORIZ.INTERMEDIATE ‐ INTERM.JOINT ‐ JT.KIPS (1000 LBS) ‐ kLONGITUDINAL ‐ LONG.LONG LEG HORIZONTAL ‐ LLHLONG LEG VERTICAL ‐ LLVMANUFACTURE(R) ‐ MFR.MAXIMUM ‐ MAX.MINIMUM ‐ MIN.MISCELLANEOUS ‐ MISC.NON‐SHRINK ‐ N.S.NUMBER ‐ NO. OR #ON CENTER ‐ O.C.OPPOSITE HAND ‐ O.H.PLATE ‐ PLPOUNDS PER SQUARE
FOOT ‐ P.S.F.REINFORCE (ING) (ED) (MENT) ‐ REINF.SHEAR ‐ VSIMILAR ‐ SIM.STANDARD ‐ STD.TOP OF STEEL ‐ T.O.S.TOP OF STRUCTURAL
CONCRETE ‐ T.O.S.C.TOP OF WALL ‐ T.O.W.TYPICAL ‐ TYP.UNLESS NOTED OTHER‐WISE ‐ U.N.O.VERTICAL ‐ VERT.WIND BRACE ‐ WBWITH ‐ W /
1
1 12‐29‐16
1
1
2
2
3
3
5
5
7
7
8
8
9
9
CC
DD
FF
GG
JJ
AA
3" T
O C
ENTE
R O
F C
ON
C. C
OL'
S
20' - 7 7/8" 13' - 0 3/8" 7' - 7 1/2" 12' - 2 5/8" 17' - 6 1/4" 9' - 1"
4" TO CENTER OF CONC. COL'S 11' - 8" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 2"
24' - 9 3/8" 20' - 7 7/8" 20' - 7 7/8" 29' - 8 7/8" 9' - 1" 20' - 5"
4
S2.2
1
S2.2
1
S2.2
NORTH
5" SLAB‐ON‐GRADE OVERCOMPACTED SUBGRADE‐SEE SHEET S2.4 (TYP.)
= 100' ‐ 0"
PLAN NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR ACTUAL SEA LEVELELEVATION RELATED TO EL. = 100'‐0" SHOWN ON DRAWINGS.SEE PLAN FOR TOP OF STRUCTURAL CONCRETE (T.O.S.C.)ELEVATION.
2. STRUCTURAL SHEET INDEX:
3. FOOTINGS AND STEEL COLUMNS ARE NOTED ON PLAN THUS:
NUMBERS PREFIXED WITH "F" INDICATE FOOTING TYPES,RESPECTIVELY. CENTER LINE OF PIERS ARE TYPICALLY LOCATEDON GRID LINES, OR ON THE CENTER LINE OF GRADE BEAMS ORWALLS, UNLESS NOTED OTHERWISE ON PLAN.
4. FOOTINGS AND CONCRETE COLUMNS ARE NOTED ON PLANTHUS:
5. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION OF FLOOR DROPS NOT DIMENSIONED ON PLAN.
6. NUMBERS PREFIXED WITH "WB" INDICATE WIND BRACE TYPES,RESPECTIVELY. SEE ELEVATIONS ON SHEET S3.4
HSS 5 X 5 X 1/4
F6A, 97'‐0"2/S2.1
COLUMN SIZE
FOOTING TYPETOP OF FOOTING ELEVATIONTOP OF FOOTING DETAIL
WB‐2
WB‐3
T.O.S.C. ELEV.
1
S2.3
12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 2"
3" T
O C
ENTE
R O
F C
ON
C. C
OL'
S
WB‐5
WB‐4
1
S2.3
H
B
1
S2.2
4
S2.2
5
S2.2
6
S2.2
7
S2.2
6
6
1' -
4"1'
- 4"
20' - 5"
4
424' - 9 3/8"
HSS 5 X 5 X 1/4HSS 5 X 5 X 5/16HSS 5 X 5 X 3/8
HSS 5 X 5 X 1/4
HSS 5 X 5 X 1/4
HSS 5 X 5 X 3/8 HSS 5 X 5 X 1/4
HSS 4 X 4 X 1/4
HSS 4 X 4 X 1/4 HSS 5 X 5 X 1/4
HSS 5 X 5 X 1/4
HSS 5 X 5 X 1/4 HSS 5 X 5 X 1/4
HSS 5 X 5 X 1/4
HSS 5 X 5 X 1/4
HSS 5 X 5 X 1/4
HSS 5 X 5 X 1/4HSS 5 X 5 X 5/16HSS 6 X 6 X 5/16HSS 6 X 6 X 5/16HSS 6 X 6 X 1/4
HSS 5 X 5 X 1/4 HSS 5 X 5 X 1/4
HSS 5 X 5 X 1/4 HSS 5 X 5 X 1/4
E E E E E E
EEDC E E E
B
S1.12
2
S2.3
3
S2.3
2 1/
2"
8
S2.2
2
S2.2
2
S2.2
2
S2.2
6' - 0" 1' - 0"
3
S2.2
4
S2.3
6
S2.2
1A
S2.3
3
S2.3
A
F4, 99'‐4"
SEE 6/S2.3
FOOTING TYPETOP OF FOOTING ELEVATIONTOP OF FOOTING DETAIL7/S2.1
3
S2.2
23' - 8"
SHEET NUMBER SHEET TITLE
S1.0
S1.1
S1.2
S1.3
S2.1
S2.2
S2.3
S2.4
GENERAL NOTES
SECOND FLOOR FRAMING PLAN
ROOF FRAMING PLAN
TYPICAL FOUNDATION DETAILS
FOUNDATION SECTIONS & DETAILS
FOUNDATION SECTIONS & DETAILS
FOUNDATION PLAN
(8) HSS 4 X 4 X 1/4 AT ELEVATOR RAIL BRACE LOCATIONS‐COORDINATE EXACT LOCATIONS & BRACING REQUIREMENTSW/ ELEVATOR MFR.
5/S3.10 4/S3.10
2/S3.105/S3.10 4/S3.10 (O.H.)
1/S3.10
1/S3.10
S3.1
S3.2
S3.3
S3.4
S3.5
S3.6
S3.7
S3.8
S3.91A
S2.3
, 99' ‐ 4"F7 , 99' ‐ 4"F7, 99' ‐ 4"F7 , 99' ‐ 4"F6
, 97' ‐ 0"F4
, 97' ‐ 0"F6A, 99' ‐ 4"F4, 99' ‐ 4"F5
, 99' ‐ 4"F6
, 99' ‐ 4"F4
, 99' ‐ 4"F7
, 99' ‐ 4"F7 , 99' ‐ 4"F7 , 99' ‐ 4"F6 , 97' ‐ 0"F4
, 97' ‐ 0"F4
, 97' ‐ 0"F4
, 99' ‐ 4"F4
, 97' ‐ 0"F6A
, 97' ‐ 0"F7A
, 97' ‐ 0"F4
2/S3.10
HSS 6 X 6 X 5/16
, 97' ‐ 0"F6A
, 97' ‐ 0"F4
, 97' ‐ 0"F4
HSS 5 X 5 X 1/4A
, 97' ‐ 0"F4
, 97' ‐ 0"F4
, 97' ‐ 0"F5 , 97' ‐ 0"F5 , 97' ‐ 0"F5 , 97' ‐ 0"F5 , 97' ‐ 0"F5
, 97' ‐ 0"F4
, 97' ‐ 0"F5
, 97' ‐ 0"F5 , 97' ‐ 0"F5 , 97' ‐ 0"F5 , 97' ‐ 0"F5 , 97' ‐ 0"F4 , 97' ‐ 0"F5
E
3/S2.1 3/S2.1 3/S2.1 3/S2.1 3/S2.1 3/S2.1 3/S2.1
3/S2.1
2/S2.1
2/S2.1
2/S2.1
2/S2.1
3/S2.1 3/S2.1 3/S2.1 3/S2.1 3/S2.1 3/S2.1
4/S2.1
4/S2.1
4/S2.1
4/S2.1
4/S2.1
4/S2.1
4/S2.1
6/S2.1 6/S2.1 6/S2.1
6/S2.1
6/S2.1
6/S2.1
6/S2.1
6/S2.1
6/S2.1 6/S2.16/S2.1 6/S2.1
7/S2.1
3/S2.1
1' - 4"
S3.10
EE
22' -
2 3
/8"
24' -
0 5
/8"
24' -
0 5
/8"
22' -
2 3
/8"
9' -
10 5
/8"
9' -
10 5
/8"
FRAMING SECTIONS & DETAILS
FRAMING SECTIONS & DETAILS
FRAMING SECTIONS & DETAILS
WIND BRACE ELEVATIONS
WIND BRACE CONNECTION DETAILS
1' - 4" TO FACE OF GR. BM.
9"9"
FOUNDATION SECTIONS & DETAILS
TYPICAL CONNECTION DETAILS
TYPICAL CONNECTION DETAILS & CMU DETAILS
TYPICAL STEEL FRAMING DETAILS
TYPICAL STEEL FRAMING DETAILS
MISCELLANEOUS FRAMING DETAILS
5' - 11 5/8"
SLOPE FLOOR TO DRAIN AT KITCHEN DRAINS
2 1/
2"
4 1/8"
9"9"
, 100' ‐ 0"
5/S2.1
2
2
F6, 97' ‐ 0"
1
1
2
1
1
D
F
WB‐1
HSS 4 X 4 X 1/4
HSS 4 X 4 X 1/4
HSS 4 X 4 X 1/42
S2.3
3
S2.3
= 109' ‐ 4"T.O.S.C. ELEV.
4
S2.3
3
S2.3
E
LOCATE TUBES IN LINE WITHDOOR FRAMES ‐TYP., U.N.O.
HSS 8 X 6 X 3/16‐TYP., 6 PLACES
8/S3.3TYP. AT GRID F
8/S3.3TYP. AT GRID D
12/S3.3TYP. ALONG WALL
12/S3.3TYP. ALONG WALL
1' - 0"
1' - 0"
9-12-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
7th
& P
OLK
RES
TAU
RA
NT
DEV
ELO
PM
ENT
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
12 SEPTEMBER 2016
S1.1
15-010
1/8" = 1'‐0"1 FOUNDATION PLAN
1/8" = 1'‐0"2 CONCRETE ALCOVE CAP SLAB
12‐29‐16
PROVIDE 3/4" CHAMFER ALONG ALL EXPOSEDVERTICAL CORNERS OF CAST‐IN‐PLACE CONCRETE.
2‐13‐17
1
1
2
2
3
3
5
5
7
7
8
8
9
9
CC
DD
FF
GG
JJ
AA
9
S3.1
7
S3.1
2
S3.1
1
S3.1
4
S3.1
4" 11' - 8" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 2"
24' - 9 3/8" 20' - 7 7/8" 20' - 7 7/8" 12' - 2 5/8" 17' - 6 1/4" 9' - 1"
3"13
' - 4
3/1
6"3"
20' - 7 7/8" 13' - 0 3/8" 7' - 7 1/2" 12' - 2 5/8" 17' - 6 1/4" 9' - 1"
3
S3.1
6
S3.1
2
S3.1
1
S3.1
5
S3.1
7
S3.1
11
S3.2
3
S3.2
4
S3.2
4
S3.2
20K3
20K6
20K6
14K3
12K1
20K4 18K4 20K3
T.O.S. EL. = 117' ‐ 3"
T.O.S. EL. = 116' ‐ 5 1/2"
PLAN NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR ACTUAL SEA LEVELELEVATION RELATED TO EL. = 100'‐0" SHOWN ON DRAWINGS.SEE PLAN FOR TOP OF STEEL (T.O.S.) ELEVATION. T.O.S. EL =BOTTOM OF METAL DECK ELEVATION
2. STRUCTURAL SHEET INDEX:
3. NUMBERS PREFIXED WITH "WB" INDICATE WIND BRACE TYPES.SEE ELEVATIONS ON SHEET S3.4
4. BEAM BOTTOM FLANGE BRACING IS INDICATED ON PLAN BY ANASTERISK ( ). SEE DETAIL 10/S3.1.
5. REFER TO ARCHITECTURAL DRAWINGS FOR SIZES ANDLOCATIONS OF ROOF OPENINGS.
6. ROOF TOP UNITS ARE SHOWN ON PLAN THUS:
SEE GENERAL NOTES FOR JOIST DESIGN PROVISIONS AT RTU'S.
7. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION OFINTERIOR WALLS, SIZE & LOCATION OF WALL OPENINGS ANDFLOOR OPENINGS, ETC.
NORTH
SHEET NUMBER SHEET TITLE
1800# UNIT WEIGHT
WB‐1 WB‐2
WB‐3
8/S3.1
T.O.S.C. ELEV.
WB‐5
WB‐4
W16
X26
W12X14 W12X14 W12X14 W12X14 W12X14 W12X26 W14X22 W16X26
W16
X26
W18
X35
W18
X35
W16
X26
W16X26W14X22W12X26W12X14W12X14W12X14W12X16W12X14W12X14
W14
X22
W16
X26
W12
X14
W12
X14
W12
X14
W12
X14
W16X31
W16X31
W21X44
W16X31
W21X44
W14
X22
W14
X22
W12
X14
W12
X14
W14X22
W12X14
W12
X14
W24X55W18X35W18X40
W12
X14
W12
X14
W16X26W21X44W12
X14
W12
X14
W18X50 W18X35W24X55
W21
X48
W18X35
W18X35
W18X35
W14
X22
W12
X14
W14
X22
W14
X22
W12
X14
W12
X14
20K4
W12X14
H
B
1' -
4"1'
- 4"
T.O.S. EL. = 116' ‐ 5 1/2"
= 118' ‐ 1"
6
620' - 5"
20' - 5"
T.O.S. EL. = 116' ‐ 11"
T.O.S. EL. = 117' ‐ 5"
T.O.S. EL. = 116' ‐ 11"
2
S3.2
11
S3.2
424' - 9 3/8"
12K3
20K4
20K4
12K3
12K1
W14
X22
W18
X35
W18
X35
W14
X22
W14
X22
W16
X26
W16
X26
W16X26
W14
X22
W12
X14
W12
X14
W16X26
W14
X22
W14
X22
W14X22
W12
X14
W12
X14
W16X26
W16X26
W14
X22
W14
X22
W18
X35
W14
X22
W18
X35
W16X26
16K2
W12
X30
W12
X30
12K1
14K1
10K1
10K1
12K1
12K1
12K1
12K1
12K1
10K1
10K1
10K1
HSS 4 X 4 X 1/4
1
S3.3
7
S3.1
7
S3.1
3
S3.3
6
S3.3
2
S3.3
5
S3.3
4
S3.3
3
S3.3
9"
9"
5' - 9 1/2"
9K
6K
12K 11K
6K 5K 9K
9K 9K 10K
6K 28K 35K
7K
34K14KH=
4KH=
4K4K
26K
5K29
K
38K
5K
9K 8K9K37K
25K6K11
K
2/S3.6
H=7K
14K4K 21K
9K
2K 1K
13K8K
4K
7K 12K 16K
20K 18K
H=5K
H=11
K
9K9K
4K 6K6K
14K34K 35K
12K
12K
7K H=5K3K
H=5K17K 16K15K
H=7K 14K
4K 19K
9K 8K
4K
13K
16K
20K
12K 18K
H=11
KH=
11K
27K 27K31K
6K
31K 25K
11K
4K 26K 29K
38K
5K 9K
14K34K
H=4K
H=4K 3K 8K
9K
11K
17K
6K 5K 9K 9K 9K10K
5
S3.3
6
S3.3
10
S3.2
10
S3.2
8A/S3.1
8/S3.8
7/S3.3
7/S3.3
W12
X14 W12
X14
W12
X14
23' - 8" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 2"
‐TYP.
S1.0
S1.1
S1.2
S1.3
S2.1
S2.2
S2.3
S2.4
GENERAL NOTES
SECOND FLOOR FRAMING PLAN
ROOF FRAMING PLAN
TYPICAL FOUNDATION DETAILS
FOUNDATION SECTIONS & DETAILS
FOUNDATION SECTIONS & DETAILS
SLAB‐ON‐GRADE & SUBGRADE DETAILS
FOUNDATION PLAN
26K 61K
3/S3.10
11/S3.3
3/S3.10
3/S3.10
11/S3.3 (O.H.)
3/S3.10
3/S3.10
2A/S3.10
3/S3.10
S3.1
S3.2
S3.3
S3.4
S3.5
S3.6
S3.7
S3.8
S3.9
1800#
850#
250#
250#350#
1800#
1200#
1200#
250# 250#
350#
850#1800#
1800#
3' - 0"
3' - 0"
W12
X14
19K
16K
28K
30K
28K
16K
19K
10K
10K
EE
22' -
2 3
/8"
24' -
0 5
/8"
24' -
0 5
/8"
22' -
2 3
/8"
9' -
10 5
/8"
9' -
10 5
/8"
HSS 8 X 6 X 3/16
12K1
14K1
14K3
16K2
12K120K4 18K4
HSS 8 X 6 X 3/16 HSS 8 X 6 X 3/16 HSS 8 X 6 X 3/16 HSS 8 X 6 X 3/16 HSS 8 X 6 X 3/16 HSS 8 X 6 X 3/16 HSS 8 X 6 X 3/16
HSS 8 X 6 X 3/16 HSS 8 X 6 X 3/16 HSS 8 X 6 X 3/16 HSS 8 X 6 X 3/16 HSS 8 X 6 X 3/16
7"
FRAMING SECTIONS & DETAILS
WIND BRACE ELEVATIONS
WIND BRACE CONNECTION DETAILS
TYPICAL CONNECTION DETAILS
TYPICAL STEEL FRAMING DETAILS
TYPICAL STEEL FRAMING DETAILS
FRAMING SECTIONS & DETAILS
FRAMING SECTIONS & DETAILS
TYPICAL CONNECTION DETAILS & CMU DETAILS
S3.10 MISCELLANEOUS FRAMING DETAILS
W12
X14
W12
X14
W12
X14
W12
X14
W14
X22
W12
X14
W12
X14
W14
X22
10K1
7/S3.3
CAST‐IN‐PLACEWALL BELOW
4' -
5"
CAST‐IN‐PLACEWALL BELOW‐SEE 1/S2.3
9/S3.3TYP.
F/S3.7
9/S3.10
3K
W12
X14
W12
X14
W12
X14
W12
X14
14K3
10K1
10K1
14K3
1
S3.2
5' - 0"
5
S3.1
10/S3.3 F/S3.7
HSS 8 X 6 X 3/16
HSS 8 X 6 X 3/16
6K9K
6K6K
6K
9/S3.3 (SIM.)A/S3.6
8K
7K7K
7K7K
8K
2K2K
2K
7K
9/S3.10
8/S3.10
8/S3.10
5' - 7 1/4"
CANOPY ‐ SEE ARCH'L (TYP.)
6/S3.8
6/S3.8
9 1/2"
1
S3.2
4 3/8"11/S3.8TYP.
10
S3.1
10
S3.10
W12
X14
W24
X55
W14
X22
7K11
K10
K
4K4K
6K
6/S3.11TYP., 13 PLACES
2
2
2
2
2
2
6' - 4" 11' - 9 5/8"
6' -
4 5/
8"
7' -
1"
2' -
8"
8' -
3 3/
4"
1
8 1/
2"1' - 4"
1
5
S3.11
2
T.O.S. EL. = 116' ‐ 11 1/4"
T.O.S. EL. = 116' ‐ 11 1/4"
T.O.S. EL. = 117' ‐ 3"
2
2
2
2
2
2
2
2
9-12-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
7th
& P
OLK
RES
TAU
RA
NT
DEV
ELO
PM
ENT
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
12 SEPTEMBER 2016
S1.2
15-010
1/8" = 1'‐0"1 SECOND FLOOR FRAMING PLAN
12‐29‐16
2‐13‐17
1
1
2
2
3
3
5
5
7
7
8
8
9
9
CC
DD
FF
GG
JJ
AA
5
S3.2
6
S3.27
S3.28
S3.2
9
S3.2
6
S3.2
8
S3.2
6
S3.2
6
S3.2
10K1
PLAN NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR ACTUAL SEA LEVELELEVATION RELATED TO EL. = 100'‐0" SHOWN ON DRAWINGS.SEE PLAN FOR TOP OF STEEL (T.O.S.) ELEVATION. T.O.S. EL =BOTTOM OF METAL DECK ELEVATION
2. STRUCTURAL SHEET INDEX:
3. NUMBERS PREFIXED WITH "WB" INDICATE WIND BRACE TYPES.SEE ELEVATIONS ON SHEET S3.4.
4. BEAM BOTTOM FLANGE BRACING IS INDICATED ON PLAN BY ANASTERISK ( ). SEE DETAIL 10/S3.1.
5. REFER TO ARCHITECTURAL DRAWINGS FOR SIZES ANDLOCATIONS OF ROOF OPENINGS.
6. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION OFINTERIOR WALLS, SIZE & LOCATION OF WALL OPENINGS ANDFLOOR OPENINGS, ETC.
SHEET NUMBER SHEET TITLE
WB‐1 WB‐2
WB‐3
T.O.S. EL. = 135
' ‐ 0 1/4"
T.O.S. EL. = 131
' ‐ 0"
24' - 9 3/8" 20' - 7 7/8" 13' - 0 3/8" 7' - 7 1/2" 12' - 2 5/8" 17' - 6 1/4"
W12X19
W12X19
W16X26
W12
X14
W12
X14
W12
X14
W12
X14
W12X19 W12X19W16X26
W12
X14
W12
X14
W12
X14
W12
X14
W16X26W12X19W12X19
W12
X14
W12
X14
W16X26W16X26
W16X26
H
B
6
6
4
4
9' - 1" 20' - 5"
1' -
4"1'
- 4"
W16
X26
W16
X26
W16X26
6A
S3.2
6A
S3.2
9K 9K 8K
9K
10K 10K
10K10K
8K9K9K
5K6K
6K 5K
8K5K 10K 7K 7K 10K 3K3K
9K11K 7K
9K
5K
6/S3.8‐TYP.
4" OUTRIGGERS‐SEE DETAILS (TYP.)
4" INTERM. CHANNELS‐SEE DETAILS (TYP.)
6" PERIMETER CHANNEL‐SEE DETAILS (TYP.)
S1.0
S1.1
S1.2
S1.3
S2.1
S2.2
S2.3
S2.4
GENERAL NOTES
SECOND FLOOR FRAMING PLAN
ROOF FRAMING PLAN
TYPICAL FOUNDATION DETAILS
FOUNDATION SECTIONS & DETAILS
FOUNDATION SECTIONS & DETAILS
SLAB‐ON‐GRADE & SUBGRADE DETAILS
FOUNDATION PLAN
10
S3.1
S3.1
S3.2
S3.3
S3.4
S3.5
S3.6
S3.7
S3.8
S3.9
EE
22' -
2 3
/8"
24' -
0 5
/8"
24' -
0 5
/8"
22' -
2 3
/8"
9' -
10 5
/8"
9' -
10 5
/8"
FRAMING SECTIONS & DETAILS
WIND BRACE ELEVATIONS
WIND BRACE CONNECTION DETAILS
TYPICAL CONNECTION DETAILS
TYPICAL CONNECTION DETAILS & CMU DETAILS
TYPICAL STEEL FRAMING DETAILS
TYPICAL STEEL FRAMING DETAILS
MISCELLANEOUS FRAMING DETAILSS3.10
FRAMING SECTIONS & DETAILS
FRAMING SECTIONS & DETAILS
1/S3.10
2/S3.101/S3.10 4/S3.10(O.H.)
1/S3.10
1/S3.10
2/S3.10
4/S3.8TYP.
EXTEND PERIMETER CHANNELS TOCORNER & CONNECT PER 12/S3.2(TYP., 8 PLACES)
5/S3.8 (TYP.)9/S3.8 (TYP.)
W8X18 ELEVATOR HOIST BEAM‐PROVIDE 2" MIN. CLEARANCEABOVE TOP OF BEAM
4/S3.10
EXTEND COL. TO TOP OF STUD WALLFOR PLATE CONNECTION, TYP. 9 PLACES
4" OUTRIGGERS‐SEE 7/S3.2
NORTH
10/S3.8TYP.
10K1
16K2 16K2
16K216K2
1
1
1/S3.7
1/S3.7
9-12-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
7th
& P
OLK
RES
TAU
RA
NT
DEV
ELO
PM
ENT
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
12 SEPTEMBER 2016
S1.3
15-010 1/8" = 1'‐0"1 ROOF FRAMING PLAN
12‐29‐16
GRADE BEAM PILASTER‐SEE 5/S2.1
GRADE BEAMREINF. CONT.
SEE DETAIL 1/S2.1FOR FOOTING INFO.
T.O. FTG. EL.SEE PLAN
T.O.S.C. EL.SEE PLAN
CAST‐IN‐PLACECONCRETE COLUMN‐SEE PLAN
(12) #6 X 4'‐0" TO MATCHPERIMETER COL. REINF.
CORNER
TYPICAL PILASTER REINF.#5 VERT. AT CORNERS#3 TIES @ 8" O.C.
COLUMN BASE PL.ABOVE ‐TYP.
INTERMEDIATE1' - 0"
1' -
0"
TYP.
1' - 0"
1' - 0" 1' - 0"
2' -
0"
SPECIAL AT GRIDS B‐9, E‐9 & H‐9
2' -
0"
(11) #6 VERT. AS SHOWN#3 TIES AT 8" O.C.
GRADE BEAM REINF.NOT SHOWN FORCLARITY ‐TYP.
FOOTING SCHEDULEMARK
DIMENSIONS REINFORCING
LONG DIR. SHORT DIR.L W T
FOUNDATION NOTES
1. THE FOUNDATION IS BASED ON THE SOIL REPORT BY DYESS‐PETERSON TESTING LABORATORY INC.,DATED JANUARY 29, 2016 AND REVISED AUGUST 3, 2016. FOOTINGS ARE DESIGNED FOR ANALLOWABLE BEARING PRESSURE OF 2000 POUNDS PER SQUARE FOOT.
2. ANY SOFT OR WEAK SOILS DETECTED BENEATH THE FOOTING EXCAVATIONS SHALL BEREMOVED AND REPLACED WITH COMPACTED SOILS EXHIBITING SIMILAR CLASSIFICATION,MOISTURE CONTENT, AND DENSITY AS ADJACENT IN‐SITU SOILS.
3. BEARING MATERIAL AT EACH FOOTING SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEERPRIOR TO PLACEMENT OF CONCRETE.
4. CONCRETE SHOULD BE PLACED IN THE FOOTINGS ON THE SAME DAY EXCAVATIONS ARE MADE.
5. ELEVATION OF TOP OF FOOTINGS WHERE NOT GIVEN, IS AT THE BOTTOM OF THE DEEPESTINTERSECTING BEAM OR WALL SUPPORTED BY THE FOOTING. CONTRACTOR SHALL CALCULATEALL TOP OF FOOTING ELEVATIONS BEFORE PROCEEDING WITH EXCAVATION AND PLACEMENT.
5 #5 BOT. 5 #5 BOT.F4
F5 6 # 5 BOT. 6 # 5 BOT.
F6 7 #5 BOT. 7 #5 BOT.
F6A7 #4 TOP
4'‐0" 4'‐0" 12"
5'‐0" 5'‐0" 12"
6'‐0" 6'‐0" 12"
6'‐0" 6'‐0" 12" 7 #5 BOT.7 #4 TOP7 #5 BOT.
F7A8 #4 TOP
7'‐0" 7'‐0" 15" 8 #5 BOT.8 #4 TOP8 #5 BOT.
F7 8 #5 BOT. 8 #5 BOT.7'‐0" 7'‐0" 15"
1'‐0" 1'‐0"COLUMN BASEPLATE SEE DETAILSON SHEET S3.8
TUBE COL.‐ SEE PLAN
FILL BLOCKOUTW/ CONCRETE
8"
T.O.S.C. EL.SEE PLAN
TWO ADDN'LCOLUMN TIES AT TOP
SEE PLAN VIEWFOR PILASTER INFO.
T.O. FTG. EL.SEE PLAN
SEE DETAIL 1/S2.1FOR FOOTING INFO.
1"‐0"
1"‐0"
INTERIOR
#6 AT CORNERS &HALFWAY BETWEEN#3 TIES AT 8" O.C.
COLUMN BASEPLATE SEE DETAILSON SHEET S3.8
T.O.S.C. EL.SEE PLAN
8"
GRADE BEAMREINF. CONT.
T.O. FTG. EL.SEE PLAN
SEE DETAIL 1/S2.1FOR FOOTING INFO.
TUBE COL.‐ SEE PLAN
SEE PLAN
GRADE BEAM PILASTER‐SEE 5/S2.1
T.O. FTG. EL.SEE PLAN
T.O.S.C. EL.
ELEVATION
SEE DETAIL 1/S2.1FOR FOOTING INFO.
4 BOLT BASE PLATE‐ SEE DETAILS ONSHEET S3.8
TUBE COL.‐ SEE PLAN
FILL BLOCKOUTW/ CONCRETE
W (S
EE SCH
ED.)
PLAN
L (SEE SCHED.)
BLOCKOUT
SLAB CONTROL JOINTS ORCONSTRUCTION JOINTS
T.O. FTG. EL.SEE PLAN
T.O.S.C. EL.
ELEVATION
SEE DETAIL 1/S2.1FOR FOOTING INFO.
4 BOLT BASE PLATE‐ SEE DETAILS ONSHEET S3.8
TUBE COL.‐ SEE PLAN
W (S
EE SCH
ED.)
PLAN
L (SEE SCHED.)
SLAB CONTROL JOINTS ORCONSTRUCTION JOINTS
CONCRETE COL.‐SEE PLAN
BLOCKOUT‐FILL W/ CONCRETE
9-7-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
A N
EW B
UIL
DIN
G F
OR
DU
BS D
EVEL
OP
MEN
T7t
h a
nd
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
7 SEPTEMBER 2016
S2.1
11-025
NO SCALE3
TYPICAL DETAIL:CONCRETE COLUMN ON GRADE BEAM
No Scale5 TYPICAL DETAIL: COLUMN PILASTERS
No Scale1 TYPICAL DETAIL: FOOTING SCHEDULENO SCALE2 TYPICAL DETAIL: INTERIOR FOOTING AT COLUMN
NO SCALE4
TYPICAL DETAIL: STEEL COLUMNON GRADE BEAM AT FOOTING
NO SCALE6 TYPICAL DETAIL: INTERIOR FOOTING AT COLUMNNO SCALE7 TYPICAL DETAIL: INTERIOR FOOTING AT COLUMN
T.O.S.C. ELEV. =100' ‐ 0"
SEE 1/S2.2 FORADD'L INFO.
1' - 6"
EXTEND SLAB TO FACE OFGR. BM. AT WALLOPENINGS
3' -
0"
(3) ‐ #6 CONT. TOP & BOT.#3 STIRRUPS @ 16" O.C.
SEE 1/S2.3 FOR WALL REINF.PROVIDE (4) ADD'L#7 VERT. AT STUB COL.LOCATIONS ‐ SEE 7/S3.3
#4 X 5'‐0" AT 12" O.C. EA. SIDE
CORNER BARS
DETAILED REINF.STOPS 2" SHORTOF FORM ‐TYP.
30 BAR
DIA.
EACH
LEG
TYP.
1. PROVIDE CORNER BARS AT EACH FACE TO MATCH TOP, BOTTOM, ANDINTERMEDIATE BARS IN DISCONTINUOUS MEMBERS.
2. SIZE OF CORNER BARS SHALL MATCH SMALLER OF INTERSECTINGBEAM BARS.
3. WHERE 90 DEGREE HOOKS ARE SCHEDULED OR DETAILED FOR TOPBARS, CORNER BARS MAY BE OMITTED.
4. WHERE THERE ARE MORE THAN 2 TOP OR BOTTOM BARS, ONLY THEINSIDE AND OUTSIDE BARS MUST BE MATCHED.
ELEVATION
6" 6" 6" 6"(4) ADDITIONALSTIRRUPS
BEAM REINF. RUNSCONTINUOUS THROUGHCONSTRUCTION JOINT
3" DEEP SHEAR KEYWIDTH = 8"
(2) 2 X 10 SHEAR KEY
A
B
C
DOWEL SCHEDULEMARK
DWL ‐ A
DWL ‐B
DWL ‐C
SIZE
#4
#4
#4
A B C
8" 3'‐0" ‐‐
2'‐6" 2'‐6" ‐‐
‐‐ 4'‐0" ‐‐
NOTES:1. SCHEDULED DOWELS ARE MARKED
"DWL." ON THE SECTIONS ANDDETAILS.
2. DOWEL SPACING TO BE THE SAMEAS VERTICAL BEAM OR WALLREINFORCEMENT UNLESSOTHERWISE NOTED ON DETIALS.
4" 4" 4" 4"
MIN
.
6"
MIN
.
6"
(4) ADDITIONALSTIRRUPS
BEAM REINF. RUNSCONTINUOUS
PIPE SLEEVE ‐SEEPLUMBING OR MECH'L
TOP OF GRADE BEAM
3"
1' - 3"
SQUARE
2' - 0" 9"
SEE ARCH'L DWG. FORGRATING & SUPPORT INFO.
SEE 5/S2.2 FORADD'L INFO.
#5 @ 16" O.C. EA.WAY TOP & BOT.
#4 DWL. X @ 12" O.C.
#4 DWL. X @ 12" O.C.
1' -
0"
1' - 0"
1'‐0"
1'‐0"3'‐0"
#5 @ 16" O.C. EA. WAY TOP & BOT.
T.O.S.C. ELEV. =100' ‐ 0"
NOTE:GRADE BEAMS MAY BETRENCHED / EARTH‐FORMEDTYP. BELOW GRADE DWL. B @ 16"
W/ (1) ‐ #4 CONT.
DWL. C @ 12" ATDOORWAYS ONLY
GRADE BEAM REINF.(2) ‐ #6 CONT. TOP & BOT.#3 STIRRUPS @ 16" O.C.
CONCRETE MOWSTRIP OR SIDEWALK‐SEE ARCH'L
8"
3' -
0"
1' - 2"
5 1/2"
T.O.S.C. ELEV. =100' ‐ 0"
1' - 0"
3"
8"3'
- 4"
1' -
0"
FDN. DWL.‐SEE GENERAL NOTES
#5 @ 12" O.C. EA.WAY TOP & BOT.
DWL‐B @ 16" W/(1) ‐ #4 CONT.
GRADE BEAM REINF.(2) ‐ #6 CONT. TOP & BOT.#4 EA. FACE @ 12" INTERM.#3 STIRRUPS @ 12" O.C.
#4 DWL. X @ 12" O.C.3'‐0"
WATER STOP‐SEE SPECS
VERIFY PIT DEPTHW/ ELEVATOR MFR.
1
T.O.S.C. ELEV. =100' ‐ 0"
3' - 0" 4"
SEE 5/S2.2 FORADD'L INFO.
1
T.O.S.C. ELEV. =100' ‐ 0"
1' - 3"SEE 5/S2.2 FORADD'L INFO.
#4 DWL. X @ 12" O.C.3'‐0"
(3) #6 CONT. TOP & BOT.#4 EA. FACE @ 12" INTERM.#3 STIRRUPS @ 12" O.C.
1
1
T.O.S.C. ELEV. =100' ‐ 0"
1' - 2"
3' -
0"8"
SIDEWALK‐SEE ARCH'L
SEE 1/S2.2FOR ADD'L INFO.
T.O.S.C. ELEV. =100' ‐ 0"
SEE ARCH'L
1' - 2"
SIDEWALK‐SEE ARCH'L
8"8"
8"
1/2" DIA. X 2'‐0" SMOOTHDOWELS AT 12" ONCENTER TO CONCRETEWALK @ ENTRY
#4 X 3'‐0"@ 16" O.C.
3' -
0"
SEE 1/S2.2FOR ADD'L INFO.
SHEAR KEY
9-12-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
7th
& P
OLK
RES
TAU
RA
NT
DEV
ELO
PM
ENT
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
12 SEPTEMBER 2016
S2.2
15-010
3/4" = 1'‐0"4 GRADE BEAM AT CONCRETE WALL
No Scale9
TYPICAL DETAIL: CORNER BARSAT WALL OR GR. BM. INTERSECTIONS
No Scale10
TYPICAL DETAIL:GRADE BEAM CONSTRUCTION JOINT
No Scale11
TYPICAL DETAIL:DOWEL SCHEDULE
No Scale12
TYPICAL DETAIL:PIPE SLEEVE THROUGH GR. BM.
3/4" = 1'‐0"6 SUMP PIT
3/4" = 1'‐0"1 GRADE BEAM AT BRICK VENEER
3/4" = 1'‐0"5 WEST ELEVATOR PIT WALL 3/4" = 1'‐0"7 EAST ELEVATOR PIT WALL 3/4" = 1'‐0"8 INTERIOR WALL AT SUMP PIT
3/4" = 1'‐0"2 GRADE BEAM AT WINDOWS & PATIO 3/4" = 1'‐0"3 GRADE BEAM AT EXTERIOR DOOR
12‐29‐16
T.O.S.C. ELEV. =100' ‐ 0"
CAST‐IN‐PLACECONCRETE WALL
1' - 0" AT 1A1' - 4" AT 1
TYP.2" CLR.
#4 DWL. X@ 12" O.C.
5'‐0"
CAST‐IN‐PLACE WALL REINF.#4 VERT. EA. FACE @ 12" O.C.#4 HORIZ. EA. FACE @ 12" O.C.
8/S3.3
STEEL TUBE‐SEE PLAN
T.O. WALL EL. = 114' ‐ 10" AT 1
PROVIDE (4) ADD'L #7VERT. AT STUB COL.LOCATIONS ‐SEE 7/S3.1
PROVIDE (2) ADD'L#4 TOP, EA. SIDE
1' - 4" AT 1A1' - 8" AT 1
3' -
0"
8"
GRADE BEAM REINF.(3) #6 CONT. TOP & BOT.#3 STIRRUPS @ 16" O.C.
T.O. WALL EL. = 109' ‐ 4" AT 1A
3
2
TYPE A TYPE B TYPE C
NORTH
1 1/2" CHAMFER‐TYP.
2' - 0"
2' -
0"
TYP.2" CLR.
8 1/
4"7
1/2"
8 1/
4"
8 1/4" 7 1/2" 8 1/4"
NOTE:COLUMN "A" DIMENSIONS AND CONDITIONS APPLY TO THEOTHER COLUMN TYPES.1' - 0 1/2"
T.O. COL. EL.= 114'‐8"
T.O. COL. EL.= BOT. OF INTERSECTING BEAM
STEEL BEAM‐SEE PLAN
EMBED. PLATE‐SEE 9/S3.3
TWO LAYERS OFHORIZ. TIES ‐ TOP.
SEE PLAN VIEWFOR REINF. TYPE D TYPE E
CONCRETE COLUMN REINF.(12) ‐ #6 VERT. PERIMETER(4) ‐ #4 VERT. CENTER(2) ‐ #4 TIES @ 12" O.C.
EXTEND REINF. TOTOP OF COLUMN
WHERE DASHED, COLUMNSIDES ARE FLAT AT ELEVATION108'‐8" AND ABOVE
SEE 5/S3.10 WHERESHOWN ON THE PLAN
8"
1' - 2"
1' - 0"
T.O.S.C. EL.SEE PLAN
T.O.S.C. EL.SEE PLAN
SIDEWALK‐SEE ARCH'L
3' -
0"
1' -
0"
TYP.
2" C
LR.
#4 @ 12" O.C. EA. WAYTOP & BOT.
GRADE BEAM REINF.(2) ‐ #6 CONT. TOP & BOT.#3 STIRRUPS @ 16" O.C.
#4 DWL. X@ 12" O.C.
5'‐0"
DWL. B @ 16" O.C.W/ (1) ‐ #4 CONT.
CAST‐IN‐PLACE WALL REINF.#4 VERT. EA. FACE @ 12" O.C.#4 HORIZ. EA. FACE @ 12" O.C.
DWL B @ 16" O.C.W/ (1) ‐ #4 CONT.
-TYP.2" CLR.
WATER STOP‐SEE SPECIFICATIONSSLOPE ‐ SEE ARCH'L
1' - 4"
3' -
0"
8"
GRADE BEAM REINF.(2) #6 CONT. TOP & BOT.#3 STIRRUPS @ 16" O.C.
2
2
T.O.S.C. EL.SEE PLAN
1' - 0"
T.O.S.C. EL.SEE PLAN
1' -
0"
8/S3.3
STEEL TUBE‐SEE PLAN
SEE 2/S2.3FOR ADD'L INFO.DWL. B @ 16" O.C.
W/ (1) #4 CONT.
1' - 4"
3' -
0"
8"
2
T.O.S.C. EL.SEE PLAN
T.O.S.C. EL.SEE PLAN
1' -
0"
SEE 3/S2.3FOR ADD'L INFO.
DWL. B @ 16" O.C.W/ (1) #4 CONT.
1' - 0"
1' - 4"
3' -
0"
8"
2
8"
3' -
0"
T.O.S.C. EL. =100' ‐ 0"
FOOTING‐SEE PLAN
SEE 1/S2.3 FORADD'L INFO
#4 DWL. X 2'‐8"@ 12" O.C.
CONT. GRADEBEAM REINF.
9-12-17
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
7th
& P
OLK
RES
TAU
RA
NT
DEV
ELO
PM
ENT
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
12 SEPTEMBER 2016
S2.3
15-010
3/4" = 1'‐0"1/1A CAST‐IN‐PLACE WALL
3/4" = 1'‐0"6 CONCRETE COLUMN DETAILS
3/4" = 1'‐0"2 ALCOVE SECTION 3/4" = 1'‐0"3 ALCOVE SIDE WALL
3/4" = 1'‐0"4 ALCOVE CENTER WALL
N/A7 NOT USED
12‐29‐16 3/4" = 1'‐0"5 FOOTING AT CONCRETE WALL 1
1
2‐13‐172
2‐17‐173
2
ALCOVE TO BE POUREDMONOLITHICALLY‐EXTEND VERT. WALL BARSTO TOP OF CAP SLAB
3
ALCOVE TO BE POUREDMONOLITHICALLY‐EXTEND VERT. WALL BARSTO TOP OF CAP SLAB
3
ALCOVE TO BE POUREDMONOLITHICALLY‐EXTEND VERT. WALL BARSTO TOP OF CAP SLAB
3
2" SAND LAYER
EXISTING SUBGRADE
SELECT FILL
EXISTING BASEMENT FOUNDATION(DEPTH UNKNOWN)
MOISTURE CONDITIONED ANDREPLACED ON‐SITE SOIL
BUILDING PAD PREPARATION
THE FOLLOWING INSTRUCTIONS ARE TAKEN FROM THE GEOTECHNICAL REPORTPREPARED BY DYESS‐PETERSON TESTING LABORATORIES, INC., DATED JANUARY 29,2016, AND REVISED AUGUST 3, 2016. REFER TO THE GEOTECHNICAL REPORT FORCOMPLETE SUBGRADE CONSTRUCTION REQUIREMENTS AND FOLLOW ALLINSTRUCTIONS THEREIN PERTAINING TO THE WORK OUTLINED BELOW.
1. STRIP ALL PAVING, VEGETATION, ROOTS, AND ORGANIC TOP SOIL WITHINTHE BUILDING LINES. ON THE NORTH AND WEST SIDES OF THE PROPOSEDSTRUCTURE, EXCAVATE ADDITIONAL SOIL WITHIN THE BUILDING LINESAS SHOWN IN THE BUILDING PAD PROFILE AND STOCK PILE. ON THE WESTAND SOUTH SIDES OF THE PROPOSED STRUCTURE, OVER‐EXCAVATIONSHOULD EXTEND AS FAR OUT AS POSSIBLE TO ALLOW AS MUCH OVER‐EXCAVATION TO SAFELY BACK SLOPE THE EXCAVATION TO THE CURB LINE.
2. PROOF ROLL SUBGRADE TO DETECT ANY SOFT AREAS. REMOVE THESEWEAK AREAS, AND REPLACE WITH SOILS EXHIBITING SIMILARCLASSIFICATION, MOISTURE CONTENT, AND DENSITY AS ADJACENT IN‐SITU SOILS.
3. JUST PRIOR TO FILL PLACEMENT, TOP 6” OF EXPOSED SUBGRADE SHALLBE SCARIFIED AND COMPACTED TO 95 PERCENT OF THE MAXIMUM DRYDENSITY (ASTM D1557, MODIFIED PROCTOR) AT A MOISTURE CONTENTNEAR OPTIMUM (+/‐2%).
4. PLACE AND COMPACT THE CLEAN STOCKPILED SOILS IN LIFTS NOT TOEXCEED 6 INCHES (COMPACTED THICKNESS). EACH LIFT SHOULD BEMOISTURE CONDITIONED TO 0‐+4% OF OPTIMUM MOISTURE CONTENTTHEN COMPACTED TO A MINIMUM OF 98% OF THE MAXIMUM DRYDENSITY (ASTM D1557, MODIFIED PROCTOR). CONTINUE THIS PROCESSUNTIL THE STOCKPILE IS DEPLETED.
5. PLACE AND COMPACT SELECT FILL TO THE REQUIRED ELEVATION (2INCHES BELOW BOTTOM OF FLOOR SLAB), FOLLOWED BY A 2” SANDLAYER IMMEDIATELY BENEATH THE SLAB.
6. SELECT FILL SHALL HAVE A PLASTICITY INDEX OF 4 TO 15, AND SHALL BEFREE OF LARGE ROCK OR OTHER DELETERIOUS MATERIAL. PLACE FILL INLIFTS NOT TO EXCEED 6 INCHES (COMPACTED THICKNESS). EACH LIFTSHOULD BE MOISTURE CONDITIONED TO +/‐2% OF OPTIMUM MOISTURECONTENT THEN COMPACTED TO A MINIMUM OF 98% OF THE MAXIMUMDRY DENSITY (ASTM D1557, MODIFIED PROCTOR).
7. 2 INCH SAND LAYER SHALL HAVE A PLASTICITY INDEX OF 8 OR LESS, ANDSHALL BE COMPACTED AND DAMP PRIOR TO CONCRETE PLACEMENT.
8. COMPACTION AND MOISTURE CONTENT OF SUBGRADE AND EACH LIFT OFFILL SHALL BE TESTED BY THE LABORATORY AND APPROVED BEFOREPLACING NEXT LIFT. ADJUST MOISTURE CONTENT AND RECOMPACTWHERE REQUIRED.
9. SELECT FILL MUST PROVIDE A SOLID WORKING PAD FOR OTHER TRADESDURING WET WEATHER. ALL SOFT SPOTS MUST BE RECOMPACTED PRIORTO CONCRETE PLACEMENT.
10. PROPER GRADING AND DRAINAGE IN THE FOUNDATION AND PAVEMENTAREA TO PREVENT PONDING OF WATER IS ESSENTIAL. IN NO INSTANCESHOULD WATER BE ALLOWED TO POND IN THE FOUNDATION VICINITYEITHER DURING OR AFTER CONSTRUCTION.
11. THE STRUCTURE SUBGRADE AND FILL SHOULD BE MAINTAINED AT THESPECIFIED MOISTURE CONTENT AND NOT BE ALLOWED TO DRY OUT PRIORTO PLACING SLAB‐ON‐GRADE.
1' -
0" M
IN.
SEE NOTES AT SOUTH AND WEST SIDES
10' - 0" ON NORTH AND EAST SIDES
9' -
1" M
IN.
EXISTING GRADE CONTOUR
STOP SLABREINFORCINGAT JOINT
3/4" DIA. X 2'‐0"SMOOTH DWLS. @ 16"
VAPOR BARRIER AS SPECIFIEDOVER SAND LAYER‐TAPE JOINTS AS PER MFR.
CONSTRUCTION JOINT (C.J.)NOTES:
1. SEE PLAN FOR LOCATION OF SLABCONSTRUCTION JOINTS
2. ALLOW 3 DAYS MINIMUM BETWEENADJACENT SLAB POURS
BUILDING PADMATERIAL ‐SEE NOTES
CONTROL JOINT (CTRL JT.)
NOTES:
1. JOINTS ARE REQUIRED AT COLUMN CENTERLINES AND AT MAXIMUM SPACING OF 15'‐0"ON CENTER EACH WAY.
2. JOINTS MAY BE TOOLED, PREFORMED PLASTICSTRIP, OR SAW CUT.
3. SAW CUTS ARE TO BE MADE AS SOON AS SLABCAN SUPPORT WORKERS AND EQUIPMENT ANDBEFORE SHRINKAGE CRACKS OCCUR.
4. FOLLOW MANUFACTURER'S INSTRUCTIONS ONTOP REMOVABLE PORTION OF PREFORMED
5. CLEAN JOINTS BEFORE FILLING WITH SEALANT.
1/8" WIDE JOINT FILL WITH GROUTAS SPECIFIED BY THE ARCH'T
1 1/
4"
BLOCKOUTSRE‐ENTRANT CORNERS
GRADE BEAM,CONSTRUCTIONJOINT, OR SLAB DROP
PROVIDE (2) #4 X 4'‐0"DIAGONAL BARS INTOP OF SLABS ‐TYP.
SLAB‐ON‐GRADE
1. SLAB‐ON‐GRADE SHALL BE 5‐INCH THICK CONCRETE SLAB OVERSELECT FILL, AS SPECIFIED, EXCEPT WHERE DETAILED OR NOTEDOTHERWISE ON THE PLANS.
2. REINFORCE SLAB WITH #4 @ 16” EACH WAY, PLACED1‐1/2” FROM TOP OF SLAB. LAP REINFORCING 30BAR. DIA. MINIMUM.
3. SEE SPECIFICATIONS FOR SUPPORT OF REINFORCING.
4. SEE OTHER DETAILS FOR CONDITIONS AT GRADEBEAMS, COLUMNS, AND EXPANSIONS JOINTS.
5. PLACE SPECIFIED VAPOR RETARDER OVER PREPAREDFILL IMMEDIATELY BENEATH THE SLAB.
6. PROVIDE CONTROL JOINTS AND CONSTRUCTIONJOINTS AS INDICATED.
9-7-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
A N
EW B
UIL
DIN
G F
OR
DU
BS D
EVEL
OP
MEN
T7t
h a
nd
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
7 SEPTEMBER 2016
S2.4
11-025
1/4" = 1'‐0"1 BUILDING PAD PREPARATION
No Scale2 TYPICAL DETAIL: SLAB‐ON‐GRADE
SECOND LEVEL T.O.S.C.118' ‐ 1"
T.O.S. EL. VARIESSEE PLAN
SEE 3/S3.1 FORADD'L INFO.
L6 X 4 X 5/16 CONT.
L6 X 6 X 1/4 X 6"
= 118' ‐ 0"BOT. ANGLE ELEV.
1/4
7"
4"ELEV. =
1/43 SIDES
C6 X 8.2 AT 4'‐0" O.C.AND 1'‐0" MAX FROMEA. END OF WALL
1"
117' ‐ 3"T.O. BEAM
ELEV. =1/4 2‐6
5"
CHANNEL GLASS‐SEE ARCH'L
MC12 X 10.6 X CONT.
SECOND LEVEL T.O.S.C.118' ‐ 1"
PLAZA PAVERS
L3 X 3 X 1/4
L5 X 5 X 5/16
5" SLAB ON 1.0C22 DECK‐SEE GENERAL NOTES
T.O.S. ELEV.SEE PLAN
5"
ELEV. =
2 1/
2"
1/4" PL. X 1'‐0" XCONT. ‐SET FLUSHW/ TOP OF ANGLE
3/16 2‐12
1/4
1/4
3 5/8" TO BACK OF ANGLE
STEEL JOIST‐SEE PLANSTEEL BEAM
‐SEE PLAN
STEEL BEAM‐SEE PLAN
5" SLAB‐ON‐DECK‐SEE GENERAL NOTES
STEEL BEAM‐SEE PLAN
NOTE:BEAMS AT 8A ARE AT SAME ELEVATION
= 114' ‐ 10"T.O. WALL EL.
HSS 4 X 4 X 1/4 STUB COL.
H/S3.7TYP.
COLUMN BASEPLATE SEE DETAILSON SHEET S3.8
PROVIDE (4) ADD'L #7 VERT.BENEATH STUB COL.‐SEE 1/S2.3 FOR TYP. REINF.
SECOND LEVEL T.O.S.C.118' ‐ 1"
L5 X 5 X 5/16
L5 X 5 X 5/16
STEEL BEAM‐SEE PLAN
ELEV. =
SEE 7/S3.1FOR ADD'L INFO.
3 5/8"1/4" PL. 1'‐0" X CONT.
9"
1/4 2‐12
DO NOT WELD
STEEL JOIST‐SEE PLAN
1/2" MAX.
NOTE:LAP JOISTS OVER BEAM IFREQUIRED TO MAINTAINMINIMUM BEARING LENGTHS:2 1/2" AT K‐SERIES JOISTS
STEEL BEAM‐SEE PLAN
T.O.S. EL.SEE PLAN
1/8 2 1/2
TYP. AT ALLK‐JOISTS
L2 X 2 X 1/4 BOTTOM FLANGEBEAM BRACING WHERE SHOWNON THE PLAN BY AN ASTERISK ( )
1/4EA. END
SECOND LEVEL T.O.S.C.118' ‐ 1"
MC 12 X 31 CONT.‐FURNISH IN LONGESTLENGTHS PRACTICAL‐SEE 7/S3.10 AT SPLICES
C6 X 8.2 AT 4'‐0" O.C., AT EA.CANOPY BRACE CONNECTION AND1'‐0" MAX FROM EA. END OF WALL
PLAZA PAVERS‐SEE ARCH'L
L3 X 3 X 1/4CONT.
METAL ROOF DECK‐SEE GENERAL NOTES‐TYP.
3/16
STEEL JOIST‐SEE PLAN
= 115' ‐ 8 3/8"
T.O.S. EL.SEE PLAN
T.O. CHANNEL ELEV.
1/4
1/43 SIDES
C6 X 8.2 X 9" OUTRIGGERAT EA. HANGER
L6 X 6 X 1/4 X 8"
1/4
1/4" STIFFENER PL. AT EA. HANGER
3/16
1/43 SIDES
1/4
ERECTION BOLT W/ VERTICALSLOT IN OUTRIGGER ANDHORIZONTAL SLOT IN HANGER
L2 X 2 X 1/4 ATEA. HANGER
7"
3"
1/2"
1' -
11 1
7/12
8"SEE A
RCH'L
3/16 2‐123/8" PL. X 1'‐2" X CONT.
2 3/8"
ELEV. =
4/S3.1
STEEL TUBE‐SEE PLAN FOR SIZE‐SEE 12/S3.3 FORCONNECTION TO CONC. COL.
CAST STONE CAP‐SEE ARCH'L
M=1.7 K‐FT
HSS 4 X 4 X 1/4 CONT.‐LOCATE DIRECTLY BENEATHJOIST PANEL POINT
1/4
6/S3.10
ELEV. = 109' ‐ 4"T.O. TUBE
3/S3.1
SECOND LEVEL T.O.S.C.118' ‐ 1"
SEE 1/S3.1 FORADD'L INFO.
T.O.S. ELEV.SEE PLAN
7"
3"
C6 X 10.5 AT 4'‐0" O.C.AND 1'‐0" MAX FROMEA. END OF WALL
1' -
11 1
9/25
6"SEE A
RCH'L
ELEV. =
STEEL BEAM‐SEE PLAN
M=4.9 K‐FT
1"
3/S3.1
SECOND LEVEL T.O.S.C.118' ‐ 1"
T.O.S. EL. VARIESSEE PLAN
1/4 2‐12
L3 X 3 X 1/4 CONT.
L3 X 3 X 1/4 ATEA. HANGER
METAL ROOF DECK‐SEE GENERAL NOTES‐TYP.
STEEL BEAM‐SEE PLAN1/4
EA. END
1/43" MIN.
L3 X 3 X 3/8 X 12"AT EA. HANGER
SEE 1/S3.1 FOR ADD'L INFO.
ELEV. =
1/4EA. END
C6 X 10.5 AT 4'‐0" O.C.AND 1'‐0" MAX FROMEA. END OF WALL
STEEL BEAM‐SEE PLAN
1"
1/4" STIFFENER PL. EA.SIDE AT EA. HANGER
SECOND LEVEL T.O.S.C.118' ‐ 1"
T.O.S. EL. VARIESSEE PLAN
SEE 1/S3.1 & 3/S3.1 FOR ADD'L INFO.
C6 X 8.2 AT 4'‐0" O.C. AND 1'‐0"MAX FROM EA. END OF WALL
ELEV. =
9-7-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
A N
EW B
UIL
DIN
G F
OR
DU
BS D
EVEL
OP
MEN
T7t
h a
nd
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
7 SEPTEMBER 2016
S3.1
11-025
1" = 1'‐0"4 PARAPET WALL AT WEST EDGE OF PLAZA 1" = 1'‐0"6 BEAM OVER STAIRWAY
1" = 1'‐0"7 EDGE OF SECOND FLOOR SLAB
1" = 1'‐0"8/8A STUB COLUMN AT CONCRETE WALL 1" = 1'‐0"9 EAST EDGE OF SECOND FLOOR SLAB
1" = 1'‐0"10
TYPICAL DETAIL:K‐SERIES JOIST BEARING ON STEEL BEAM
1" = 1'‐0"1 PARAPET WALL AT EDGE OF PLAZA 1" = 1'‐0"2 PARAPET WALL AT NORTH AND SOUTH MECH'L AREAS
1" = 1'‐0"3 EAST PARAPET WALL
1" = 1'‐0"5 EDGE OF PLAZA AT RAILING
STEEL BEAM‐SEE PLAN
T.O.S.C. ELEV.SEE PLAN
L3 X 3 X 3/8 CONT.STEEL JOIST‐SEE PLAN
5"
SLAB‐ON‐METAL‐DECK‐SEE GENERAL NOTES
METAL PAN STAIR‐SEE ARCH'L
3/16 2‐12 9 1/2"SEE PLAN
1/2" MAX.
STEEL BEAM‐SEE PLAN
STEEL JOIST‐SEE PLAN
T.O.S.C. ELEV.SEE PLAN
SEE 10/S3.1FOR ADD'L INFO.
STEEL JOIST‐SEE PLAN
PLAZA PAVERS
T.O.S.C. ELEV.SEE PLANMETAL ROOF DECK
‐SEE GENERAL NOTES
CHANNEL GLASS WALL‐SEE ARCH'L
STEEL BEAM‐SEE PLAN
9"
L5 X 3 X 1/4 (LLH.) X CONT.
L3 X 3 X 1/4 CONT.
HSS 10 X 4 X 3/16 X CONT.‐WELD TO EA. JOIST W/ 3/8" FLARE BEVEL WELD THEFULL WIDTH OF THE JOIST‐EXTEND TUBE TO EDGE OF SLAB AT EAST END AND THEINSIDE FACE OF CHANNEL GLASS AT THE WEST END‐PROVIDE 1/4" CAP PL. AT EA. END MATCHING THESHAPE OF THE TUBE‐WELD CAP PLATE TO TUBE & GRIND SMOOTH
T.O.S. ELEV.SEE PLAN
1' -
1"
CHANNEL GLASS WALL‐SEE ARCH'L
3/16 2‐12
3/16 2‐12
1/4
1/4" CONT. BENT PLATE X‐EXTEND TO ENDS OFCHANNEL GLASS WALL
9"4"
1/2” X 3” LONG THREADEDSTUDS @ 2’‐0” O.C.
METAL ROOF DECK‐SEE GENERAL NOTES
C6 X 8.2CONT.
C4 X 7.25 OUTRIGGERS‐PROVIDE AT GRIDS D & FAND EVENLY SPACED INBETWEEN AT 4'‐0" O.C. MAX
C4 X 4.5 BETWEENOUTRIGGERS
T.O.S. ELEV.SEE PLAN
1/2"
6' - 7"
3' - 0"
L3 X 2 X 1/4 (LLV.)‐MIN. TOP CHORDANGLE SIZECOPE TOP FLANGE
L2 X 2 X 1/4 X 2" TYP.
3/163 SIDES, ‐TYP.
3/163 SIDES, ‐TYP.
3/16
3/16 2‐12
OUTRIGGER TOBEAM
3/16
1/4" STIFFENER PLATEAT EA. OUTRIGGER
1/4EA. END
L2 X 2 X 1/4 ATEA. OUTRIGGER
1/S3.1
CHANNEL GLASS WALL‐SEE ARCH'L
1' - 1"
L2 1/2 X 2 1/2 X 1/4 BOTTOMFLANGE BRACING AT EA. JOIST
1/4EA. END
T.O.S. EL.SEE PLAN
4' - 8" AT 6A
6' - 0" AT 6
3/16
C6 X 8.2 CONT.
1/8
METAL ROOF DECK‐SEE GENERAL NOTES
4"
5/S3.2
BOT. OF PL. ELEV.SEE ARCH'L
CHANNEL GLASS WALL‐SEE ARCH'L
1/8" PL. X 8" X CONT.
1/8
1/4
C3 X 3.5 AT EA. JOIST AND1'‐0" MAX. FROM END OFCHANNEL GLASS WALL
PROVIDE PL. &HANGER BETWEENGRIDS 1 & 2 ONLY
6' - 0"
1/2"
SEE 5/S3.2 FORMORE ADD'L INFO.
3' - 0"
T.O.S. ELEV.SEE PLAN
C4 X 7.25 OUTRIGGERS‐PROVIDE AS SHOWN ON THE PLAN
2' - 6"
1/2"
C6 X 8.2 X CONT.
C4 X 4.5 X CONT.
METAL ROOF DECK‐SEE GENERAL NOTES
T.O.S. ELEV.SEE PLAN
SEE 5/S3.2FOR ADD'L INFO.
1/4
COPE TOP FLANGE
C4 X 4.5 OUTRIGGERS‐PROVIDE AT GRIDS B, D, F & HAND EVENLY SPACED INBETWEEN AT 4'‐0" O.C. MAX
C4 X 4.5 CONT.
1/4 2‐12
T.O.S. ELEV.SEE PLAN
METAL ROOF DECK‐SEE GENERAL NOTES
STEEL BEAM‐SEE PLAN
STEEL JOIST‐SEE PLAN
T.O.S.C. ELEV.SEE PLAN
SEE 1/S3.2FOR ADD'L INFO.
1
4 3/8"
3/16 2‐12
CHANNEL GLASS WALL‐SEE ARCH'L
9"
1/43 SIDES, ‐TYP.
L2 1/2 X 2 1/2 X 1/4 X 1'‐0"DOUBLE ANGLE SEAT
1/4
1/4 2‐4
STEEL BEAM‐SEE PLAN‐COPE BOT. FLANGE TOCREATE BRG. CONNECTION
1/4" CONT. BENT PL. X 5"8"
SECOND LEVEL T.O.S.C.118' ‐ 1"
5" SLAB ON DECK
L5 X 5 X 5/16 CONT.
3/16
SEE PLAN
ELEV. =
STEEL BEAM‐SEE PLAN
STEEL JOIST‐SEE PLAN
1
4 7/8"
1
MITER CHANNELS
PERIMETERROOF CHANNEL
L3 X 3 X 5/16 X 2"
1/43 SIDES
9-12-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
7th
& P
OLK
RES
TAU
RA
NT
DEV
ELO
PM
ENT
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
12 SEPTEMBER 2016
S3.2
15-010
1" = 1'‐0"1 EDGE OF STAIR LANDING 1" = 1'‐0"3 INTERIOR BEAM AT SLAB ON DECK
1" = 1'‐0"4 CHANNEL GLASS AT EDGE OF STAIRWELL
1" = 1'‐0"5 ROOF OVERHANG AT GRID 1 1" = 1'‐0"6/6A TYPICAL ROOF OVERHANG
1" = 1'‐0"8 ROOF OVERHANG AT GRID 2
1" = 1'‐0"7 ROOF OVERHANG AT GRID 7
1" = 1'‐0"9 CHANNEL AT GRID 2
1" = 1'‐0"2 EDGE CONDITION AT ELEVATOR
1" = 1'‐0"10 CHANNEL GLASS AT SLAB‐ON‐DECK
1" = 1'‐0"11 EDGE OF SECOND FLOOR SLAB AT STAIR WELL
SEE 4/S3.2FOR ADD'L INFO.
1" = 1'‐0"12 CHANNEL CORNER CONNECTION
12‐29‐16
ELEV. =T.O. WALL
PROVIDE (2) ADD'L HORIZ.BARS AT TOP OF WALL
SEE 4/S2.2 FOR WALL REINF.
114' ‐ 8"
T.O.S. EL. VARIESSEE PLAN
SEE 1/S3.3 & 3/S3.1FOR ADD'L INFO.
T.O.S. ELEV.SEE PLAN
SEE 7/S3.1FOR ADD'L INFO.
SECOND LEVEL T.O.S.C. ELEV.SEE PLAN
3 5/8"
SECOND LEVEL T.O.S.C.ELEV. SEE PLAN
T.O.S. EL. VARIESSEE PLAN
3/16 2‐6
3/16 2‐6
L5 X 3 1/2 X 1/4 X CONT.
3/16 2‐6
9"
3/16 2‐12
PLAZA PAVERS
7/S3.15" SLAB ON 1.0 C22 DECK‐SEE GENERAL NOTES
L5 X 5 X 5/16
5"
ELEV. = SEE PLAN
9"
PLAZA PAVERS
SEE 9/S3.1FOR ADD'L INFO.
SECOND LEVEL T.O.S.C.
= 118' ‐ 0"BOT. ANGLE ELEV.
PLAZA PAVERS
C6 X 10.5 AT 4'‐0" O.C.
LAP DECK OVER BEAM& NOTCH AROUNDVERTICAL CHANNELS
STEEL BEAM‐SEE PLAN
3/S3.1EA. SIDE
4/S3.1
1/4
M=4.9 K‐FT
L2 X 2 X 1/4 EA. SIDEAT EA. CHANNEL
T.O.S. ELEV.VARIES SEE PLAN
NOTCH HORIZ. LEG OF ANGLE& WELD VERTICAL LEG TOJOIST TOP CHORD ‐TYP.
4/S3.8
8/S3.1
PROVIDE (4) ADD'L #7VERT BENEATH STUB COL.
CAST‐IN‐PLACECONCRETE COLUMN‐SEE PLAN
1/2" BEARING PL. X 10" X 8"W/ (2) 3/4" DIA. X 1'‐0"LONG HEADED STUDS‐CAST PL. INTO COLUMN
1/4 3" MIN.TYP.
STEEL BEAM‐SEE PLAN1/2"
NOTE:WHERE BEAM'S DEPTHS DO NOT MATCH, SETTOP OF COL. & EMBED. PL. AT BOTTOM OFDEEPER BEAM AND PROVIDE SHIM PLATE TOBOTTOM OF OTHER BEAM
3/4" EMBED. PL. X 8" X 8"W/ (2) 3/4" DIA. X 1'‐0"LONG HEADED STUDS
3"2"
3"
1/8
GRINDSMOOTH
1/2" CAP PL.
STEEL TUBE‐SEE PLAN
3/S2.3
A/S3.6
STRIP BOTTOM FLANGE TOAVOID CONFLICT W/ COLUMN
STEEL BEAM‐SEE PLAN
CAST‐IN‐PLACE CONCRETECOLUMN BELOW
EMBED PL.‐SEE 9/S3.3
HSS 5 X 5 X 1/4
CONNECTION COL.TO BEAM PER 8/S3.8
STEEL BEAM‐SEE PLAN
B/S3.6
EMBED PL.‐SEE 9/S3.3
CAST‐IN‐PLACE CONCRETECOLUMN BELOW
CONCRETE COLUMNOR WALL ‐SEE PLAN
8/S3.3
9-7-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
A N
EW B
UIL
DIN
G F
OR
DU
BS D
EVEL
OP
MEN
T7t
h a
nd
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
7 SEPTEMBER 2016
S3.3
11-025
1" = 1'‐0"1 NORTH EDGE OF PLAZA AT CAST‐IN‐PLACE WALL 1" = 1'‐0"2 WEST EDGE OF PLAZA AT CAST‐IN‐PLACE WALL
1" = 1'‐0"3
EDGE OF SECOND FLOOR SLABAT MECH'L AREA
1" = 1'‐0"4
SLOPING BEAM AT EDGEOF SECOND FLOOR SLAB
1" = 1'‐0"5 EDGE OF SECOND FLOOR SLAB AT PLAZA 1" = 1'‐0"6 INTERIOR PARAPET WALL
1" = 1'‐0"7
STUB COLUMN AT EXTERIORCONCRETE WALL
SEE 1/S3.1FOR ADD'L INFO.
1" = 1'‐0"9
STEEL BEAM CONNECTIONSAT CONCRETE COLUMNS
1" = 1'‐0"8 EMBED PLATE AT STEEL TUBE & ALCOVE
1" = 1'‐0"10 SPECIAL BEAM CONNECTION 1" = 1'‐0"11 STEEL COLUMN ON CONCRETE COLUMN
1" = 1'‐0"12 EMBED PLATE AT STEEL TUBE
D F
S3.51
S3.52
S3.53 S3.5
4
S3.55
S3.56
TYP.
S3.58
TYP.
HSS 4
X 4 X 1/4
(F = 4K)
HSS 4
X 4 X 1/4
(F = 10K)
HSS 4 X 4 X 1/4
(F = 10K)
HSS 4 X 4 X 1/4
(F = 4K)
HSS 4 X 4 X 1/4(F = 10K)
HSS 4 X 4
X 1/4
(F = 11
K)
HSS 4 X
4 X 1/4
(F = 10
K)
HSS 4 X 4 X 1/4(F = 11K)
E
CAST‐IN‐PLACECONCRETE ALCOVE‐SEE PLAN
TYP.
TYP.
D F
S3.51
S3.52
TYP.
TYP.
S3.59
TYP.
HSS 4 X 4 X
1/4
(F = 6
K)
HSS 4 X 4 X 1/4
(F = 6K)
HSS 5
X 5 X 1/4
(F = 31K)
HSS 5 X 5 X 1/4
(F = 31K)
E7
S3.57
6
S3.51
S3.59
TYP.
TYP.
TYP.
HSS 4
X 4 X
1/4
(F = 5K)
HSS 4 X 4 X 1/4
(F = 5K)
HSS 4
X 4 X 5/16
(F = 29K)
HSS 4 X 4 X 5/16
(F = 29K)
A B
S3.51
S3.59
HSS 4 X 4 X 1/4(F = 5K)
JH
S3.51
S3.59
HSS 4 X 4
X 1/4
(F = 5K
)
9-7-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
A N
EW B
UIL
DIN
G F
OR
DU
BS D
EVEL
OP
MEN
T7t
h a
nd
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
7 SEPTEMBER 2016
S3.4
11-025
1/4" = 1'‐0"1 WB‐1 ELEVATION 1/4" = 1'‐0"3 WB‐3 ELEVATION
1/4" = 1'‐0"2 WB‐2 ELEVATION
1/4" = 1'‐0"4 WB‐4 ELEVATION 1/4" = 1'‐0"5 WB‐5 ELEVATION
1/4
1/4
1/4 4" MIN.N.S. & F.S.
NOTES:1. BRACE CONDITION MAY OCCURON TOP OR BOTTOM SIDE OF BEAMSEE WIND BRACE ELEVATIONS.2. SEE G/S3.7 FOR ADD'L BEAMCONNECTION
SEE H/S3.7 FOR NUMBEROF BOLTS AT BEAM TOCOLUMN CONNECTION
TOP OF COLUMN WHERECOLUMN DOES NOTCONTINUE ‐SEE 9/S3.8
WORK POINT
STRIP & CHIP NEAR SIDE BEAMFLANGE AND PROVIE FULLPENETRATION WELD AT JOINT
1/2" PLATE SLOTTEDTHROUGH COLUMN TYP.
ADDN'L. (3) ‐ 3/4" DIA.BOLTS @ 3" O.C. ATBRACE DIAGONALS
2"MAX.
1/2"
1/2" GUSSET PL.
1"MA
X.
COLUMNS CONTINUE UP WHERESHOWN ON THE PLAN
NOTE:ELEMENTS & CONNECTIONS TO BE ASDETAILED IN 1/S3.5
SINGLE PLATE SLOTTEDTHROUGH COLUMN
NOTE:ELEMENTS & CONNECTIONS TO BEAS DETAILED IN 1/S3.5
NOTE:ELEMENTS & CONNECTIONS TO BE ASDETAILED IN 1/S3.5SINGLE PLATE SLOTTED
THROUGH COLUMN
1/2"
1"MA
X. 1/2" GUSSET PL. SLOTTED THROUGH COL.
WORK POINT
3/8
1/4 4" MIN.
1/4N.S. & F.S.
T.O.S.C. ELEV.SEE S1.1
1 1/
2"
NOTE:SEE 2/S3.8 FOR BASE PLATE &ANCHOR BOLT REQUIREMENTS
NOTE:ALL ELEMENTS & CONNECTIONS TO BEDETAILED IN 5/S3.5
T.O.S.C. ELEV.SEE S1.1
SINGLE PLATE SLOTTEDTHROUGH COLUMN
WORK POINT
1" M
AX. 1" MAX.
1/2" GUSSET PL.
1/4
1/4 4 TYP.TYP. @ BRACE
1/2"
1"MA
X. 1/2" GUSSET PL. SLOTTEDTHROUGH COL.
WORK POINT
3/8
1/4 4" MIN.
1/4N.S. & F.S.
T.O.S.C. ELEV.SEE S1.1
6 1/
2"
4" -T
YP. MAX1"
1"
1/4 4" MIN.N.S. & F.S., TYP.
1/2" GUSSET PL. SLOTTEDTHROUGH WIND BRACE
NOTE:MATCH LOCATION & DIRECTION OF SLOTTED PLATECONFIGURATION SHOWN IN THE WIND BRACEELEVATIONS
WORK POINT
9-7-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
A N
EW B
UIL
DIN
G F
OR
DU
BS D
EVEL
OP
MEN
T7t
h a
nd
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
7 SEPTEMBER 2016
S3.5
11-025
1" = 1'‐0"1 TYPICAL DETAIL: WIND BRACE CONNECTION 1" = 1'‐0"2
TYPICAL DETAIL:WIND BRACE DIAGONALS AT COLUMN
1" = 1'‐0"3
TYPICAL DETAIL:WIND BRACE DIAGONALS AT BEAM
1" = 1'‐0"4 WIND BRACE DIAGONALS CROSS CONNECTION
1" = 1'‐0"5
TYPICAL DETAIL: WIND BRACE DIAGONALAT COLUMN BASE ABOVE ALCOVE
1" = 1'‐0"6
WIND BRACE DIAGONALS ATCOLUMN BASE ABOVE ALCOVE
1" = 1'‐0"7
TYPICAL DETAIL:CHEVRON BRACES AT BEAM
1" = 1'‐0"9
TYPICAL DETAIL:WIND BRACE DIAGONAL AT COLUMN BASE
1" = 1'‐0"8
WIND BRACE DIAGONALS ATSLOTTED CONNECTION
CONNECTION LOAD CAPACITY
WIDEFLANGE
BEAM SIZE
W8 TO W12W12 TO W18W16 TO W24W18 TO W30W21 TO W36W24 TO W36
2 10 10 10 10 43 23 23 23 23 64 39 39 39 39 ‐5 60 56 60 56 ‐6 84 79 84 79 ‐7 114 107 114 107 ‐8 149 140 149 140 ‐9 170 160 170 160 ‐10 211 213 211 213 ‐11 231 252 231 252 ‐
W27 TO W36W0 TO W36W33 TO W36
W36
# BOLTSPER VERT.
ROW
WELDED TO BEAM WEB
MAX. REACTION (KIPS)3/4" BOLTS 7/8" BOLTS
BOLTED TO BEAM WEB
MAX. REACTION (KIPS)3/4" BOLTS 7/8" BOLTS
REDUCTIONFOR COPEDBOTTOM
ANGLES WELDED TO BEAM
SECT. "A"
3" TYP.
3"
4‐1/2" MAX.TYP.
1‐1/2" M
AX.
COPE
‐ TYP.
ANGLES BOLTED TO BEAM
GIRDER WEB, COL.WEB, OR FLANGE
SEE "ANGLES BOLTED TOBEAM" DETAIL ABOVEFOR MORE NOTES
OPTIONAL COPEDBOTTOM ‐ TYP.
1‐1/2"
TYP.
STD. HOLES OR HORIZ.SHORT SLOTS
3" TYP.
3"SECT. "A"
SECT. "A"
1‐1/2" FOR 3/4" DIA. BOLTS1‐3/4" FOR 7/8" DIA. BOLTSTYP.
1"MAX.
3‐1/2" LEG FOR3/4" DIA. BOLTS4" LEG FOR7/8" DIA. BOLTS
OPTIONAL COPEDTOP ‐ TYP.
GIRDER WEB, COL.WEB OR FLANGE
L 4 X 4 X 3/8ERECT. CLIP WHERE BEAMSFRAME TO BOTH SIDES OFCOLUMN WEB ‐ TYP.
1/43 SIDES
BOLTS THROUGHSTANDARD HOLES(2) ‐ L 3‐1/2 X 3‐1/2 MIN.5/16" LEG THICKNESS FOR 3/4" BOLTS3/8" LEG THICKNESS FOR 7/8" BOLTS
NOTE:THIS CONNECTION SHALL BE USED ONLY WHEN CONNECTINGBEAMS TO COLUMNS OR WHEN CONNECTING BEAMS TO GIRDERSWHERE GIRDER HAS BEAM CONNECTION ON ONE SIDE ONLY.IF USED AT LOCATIONS WHERE A BEAM CONNECTION IS OPPOSEDBY A BEAM CONNECTION ON THE OTHER SIDE OF THE SUPPORTINGMEMBER, AN OSHA‐APPROVED METHOD MUST BE USED FORTEMPORARY ERECTION SUPPORT OF BOTH MEMBERS.
ECC. =3" MAX.
3" TYP.
1‐1/2"
TYP.
1‐1/2" FOR 3/4" DIA. BOLTS1‐3/4" FOR 7/8" DIA. BOLTSTYP.
SECT. "A"
3/8" PLATE TYP.
SECT. "A"
BOLTS
NOTE:THIS CONNECTION SHALL BE USEDONLY WHEN A BEAM FRAMES INTO AGIRDER FROM BOTH SIDES, OR TO AGIRDER ABOVE A COLUMN CAP PLATE.
4‐1/2" MAX.TYP.
COLUMN
CONNECTION LOAD CAPACITY
WIDEFLANGE
BEAM SIZE
#BOLTSPER VERT.
ROW
MAX. REACTION (KIPS)REDUCTIONFOR COPEDTOP & BOT.FLANGE
W8 TO W12 2 11 11 5W12 TO W18 3 23 23 6W16 TO W24 4 39 39 ‐W18 TO W30 5 53 58 ‐W21 TO W36 6 63 78 ‐W24 TO W36 7 74 91 ‐W27 TO W36 8 84 104 ‐W30 TO W36 9 95 116 ‐W33 TO W36 10 103 127 ‐
W36 11 110 136 ‐
3/4" BOLTS 7/8" BOLTS
3/163 SIDES
ECC. =3" MAX.
3/8" PLATE
3" TYP.
1‐1/2"
TYP.SECT. "A"
1‐1/2" FOR 3/4" DIA. BOLTS1‐3/4" FOR 7/8" DIA. BOLTSTYP.
BOLTS
THIS IS AN ALTERNATE CONNECTION TO CONNECTION "B"AND MAY BE USED ONLY WHERE DETAIL "B" IS PERMITTED.
SECT. "A"
4‐1/2" MAX.TYP.
3/16
CONNECTION LOAD CAPACITY
WIDEFLANGE
BEAM SIZE
# BOLTSPER VERT.
ROW
MAX. REACTION (KIPS)REDUCTIONFOR COPEDTOP & BOT.FLANGE3/4" BOLTS 7/8" BOLTS
W8 TO W12 2 11 11 5W12 TO W18 3 24 23 6W16 TO W18 4 41 39 ‐
W18 5 53 58 ‐(NOT PERMITTED FOR BEAMS DEEPER THAN 18")
BOLTED TO GIRDER SECT. "A"
WELDED TO GIRDER
SECT. "A"
BOLTS
SINGLE ANGLE:5/16 LEG THICKNESSFOR 3/4" DIA. BOLTS,3/8" LEG THICKNESSFOR 7/8" DIA. BOLTS
1‐1/2" FOR 3/4" DIA. BOLTS1‐3/4" FOR 7/8" DIA. BOLTSTYP.
OPTIONAL COPEDBOTTOM ‐ TYP.
3" TYP.
1‐1/2"
TYP.
3‐1/2" LEG FOR3/4" DIA. BOLTS4" LEG FOR7/8" DIA. BOLTS SECT. "A"
SINGLE ANGLE:3/8" LEG THICKNESSFOR 3/4" DIA. BOLTS,7/16" LEG THICKNESSFOR 7/8" DIA. BOLTS
3"W 2WRETURN
W
WELD SIZE "W" IS 1/4" FOR 3/4" FOR DIA.BOLTS AND 3/8" FOR 7/8" DIA. BOLTS THIS CONNECTION SHALL BE USED ONLY WHEN A
BEAM FRAMES INTO A GIRDER FROM BOTH SIDES.
CONNECTION LOAD CAPACITY
WIDEFLANGE
BEAM SIZE
# BOLTSPER VERT.
ROW
WELDED TO GIRDER BOLTED TO GIRDERREDUCTIONFOR COPEDTOP & BOT.FLANGE
MAX. REACTION (KIPS) MAX. REACTION (KIPS)3/4" BOLTS 7/8" BOLTS 3/4" BOLTS 7/8" BOLTS
W8 TO W12 2 10 10 9 10 4W12 TO W18 3 24 23 18 22 7W16 TO W24 4 38 39 29 36 ‐W18 TO W30 5 53 58 41 50 ‐W21 TO W36 6 63 75 52 64 ‐W24 TO W36 7 74 92 64 79 ‐W27 TO W36 8 84 108 75 92 ‐W30 TO W36 9 95 124 86 106 ‐W33 TO W36 10 106 140 97 120 ‐
W36 11 116 155 108 133 ‐
PURLIN
GIRDER
SINGLE ANGLES MUSTSTAGGER AS SHOWN WHENCONNECTION TO GIRDER ISA FIELD CONNECTION
PLAN VIEW
BOLTS
SECT. "A"
AT GIRDER AT COLUMN
THIS IS A SPECIAL USE CONNECTION AND SHALL ONLY BE USEDWHEN TYPICAL SINGLE PLATE CONNECTION "B" AND "C"CANNOT BE USED DUE TO ACCESS RESTRICTIONS FOR ERECTION.
1‐1/2" FOR 3/4" DIA. BOLTS1‐3/4" FOR 7/8" DIA. BOLTSTYP.
SECT. "A"SIM.
ECC. =7" MAX.
3"
1 OR 2 VERT.ROWS
3" TYP.
1‐1/2"
TYP.
5/16" PL. W/ (1) ROW OF 3/4" BOLTS3/8" PL. W/ (1) ROW OF 7/8" BOLTS1/2" PL. W/ (2) ROWS OF BOLTSTYP.
1/43 SIDES
1/43 SIDES
COLUMN WEB
STIFFENER TYP.ECC. =7" MAX.
3"
SECT. "A"
3" TYP.
1‐1/2"
TYP.
CONNECTION LOAD CAPACITY(ECC. = 7")
WIDEFLANGE
BEAM SIZE
# BOLTSPER VERT.
ROW
MAX. REACTION (KIPS)
3/4" BOLTS 7/8" BOLTS1 ROW 2 ROWS 1 ROW 2 ROWS
W8 TO W12 2 4 4 4 4W12 TO W18 3 8 12 10 12W16 TO W24 4 16 27 19 27W18 TO W30 5 24 43 29 49W21 TO W36 6 33 59 41 79W24 TO W36 7 43 77 53 103W27 TO W36 8 54 96 67 123W30 TO W36 9 65 147 80 144W33 TO W36 10 77 139 95 162
W36 11 88 161 109 179
9-7-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
A N
EW B
UIL
DIN
G F
OR
DU
BS D
EVEL
OP
MEN
T7t
h a
nd
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
7 SEPTEMBER 2016
S3.6
11-025
NO SCALEA DOUBLE ANGLE CONNECTIONNO SCALEB TYPICAL SINGLE PLATE BOLTED CONNECTION
NO SCALEC SHEAR TAB BOLTED CONNECTION
NO SCALED TYPICAL SINGLE ANGLE BOLTED CONNECTIONNO SCALEE ECCENTRIC PLATE BOLTED CONNECTION
SEE CONNECTION NOTESON SHEET S3.7
REACTION IS CALCULATED FROM THE DROP‐INSPAN. WIDE FLANGE SIZE IS THE SMALLER OFTHE DROP‐IN BEAM OR THE SUPPORTING BEAM.
4"MAX.
3" TYP.
1‐1/2"
TYP.SECT. "A"
SHORT SLOTTED HOLES IN DROP‐INBEAMS FOR ADJUSTMENT
3/8" THICKSHEAR PLATESBOTH SIDES
BOLTS
1‐1/2" FOR 3/4" DIA. BOLTS1‐3/4" FOR 7/8" DIA. BOLTSTYP.
SECT. "A"
CONNECTION LOAD CAPACITYWIDE
FLANGEBEAM SIZE
# BOLTSPER VERT.
ROW
MAX. REACTION (KIPS)
3/4" BOLTS 7/8" BOLTSW8 TO W12 2 11 13W12 TO W18 3 27 31W16 TO W24 4 48 56W18 TO W30 5 77 89W21 TO W36 6 111 130W24 TO W36 7 137 169W27 TO W36 8 159 196W30 TO W36 9 180 222W33 TO W36 10 202 248
W36 11 222 274
THIS CONNECTION SHALL BE USED TO TRANSFERHORIZONTAL AXIAL FORCES ONLY WHERE ABEAM FRAMES INTO BOTH SIDES OF THECOLUMN. OTHERWISE REFER TO CONNECTION"J" WHERE AXIAL LOADS ARE SPECIFIED.
A/2
MIN.
AA/2
MIN.
SECT
. "A"
3"MAX. STEEL BEAM
‐ SEE PLAN
PLATE:5/16" @ 3/4" DIA. BOLTS3/8" @ 7/8" DIA. BOLTS
1‐1/2"
TYP.
3" TYP.
3"
SEE TABLE FORCOLUMN WALLTHICKNESSREQUIREMENTS
CENTERLINE OFCOLUMN AND BEAM
SLOT LARGER PLATE TORECIEVE SMALLERPLATE AND EXTENDTHROUGH COLUMN.MAKE LARGER PLATETALLER AT COLUMN TOCOMPENSATE FORSLOT SHOWN.
1‐1/2" FOR 3/4" DIA. BOLTS1‐3/4" FOR 7/8" DIA. BOLTSTYP.
INTERSECTING BEAMS AT TUBE COLUMN ELEVATION SECT. "A"
CONNECTION LOAD CAPACITY(ECC. = 3")
WIDEFLANGE
BEAM SIZE
# BOLTSPER VERT.
ROW
MAX. REACTION (KIPS)
3/4" BOLTS 7/8" BOLTS3/16* ≥ 1/4* ≥ 1/4*
W8 TO W12 2 11 15 15W12 TO W18 3 21 29 29W16 TO W24 4 32 42 43W18 TO W30 5 42 53 57W21 TO W36 6 52 63 70W24 TO W36 7 63 74 84W27 TO W36 8 72 84 96W30 TO W36 9 81 95 109W33 TO W36 10 90 103 121
W36 11 100 110 134* INDICATES MINIMUM WALL THICKNESS OF COLUMN
SLOT IN PLATE "A" SHALLBE ONLY THE LENGTH ASREQUIRED TO RECEIVEPERPENDICULAR PLATE "B"PLATE "A" SHALL BE TWICETHE LENGTH OF PLATE "B".
PLATE "A" EXTEND WEB PLATEFOR CONDITION W/BEAMS ON BOTHSIDES OF COLUMN
PLATE "B"
SLOT COLUMN ORPLATES AS SHOWN
3/16TYP.
WHERE HORIZONTAL AXIAL FORCES ARE BEING TRANSFERRED, EITHERSLOT PLATE THROUGH COLUMN OR USE CONNECTION "J". IF COLUMNWALL THICKNESS IS LESS THAN 1/4", USE SLOTTED PLATE CONNECTION
1‐1/2" FOR 3/4" DIA. BOLTS1‐3/4" FOR 7/8" DIA. BOLTS
3"MAX.
1‐1/2"
TYP.
3" TYP.
3"
PLATE:5/16" @ 3/4" DIA. BOLTS3/8" @ 7/8" DIA. BOLTS
AT SQUARE OR RECTANGULAR COLUMNS
3/16TYP.
CONNECTION LOAD CAPACITYWIDE
FLANGEBEAM SIZE
# BOLTSPER VERT.
ROW
MAX. REACTION (KIPS)
3/4" BOLTS 7/8" BOLTSW8 TO W12 2 15 15W12 TO W18 3 29 29W16 TO W24 4 42 43W18 TO W30 5 53 57W21 TO W36 6 63 70W24 TO W36 7 74 84W27 TO W36 8 84 96W30 TO W36 9 95 109W33 TO W36 10 103 121
W36 11 110 134
1/4
2"MAX.
PL., 1 1/4 X (COLUMN WIDTH ‐ 1")X BEAM DEPTH
REFER TO CONNECTION "H"FOR ADDN'L INFORMATION
3/16‐TYP.
STEEL COLUMNS‐SEE PLAN
WT6 X 7 SLOTTED THROUGHCOLUMN ‐COORDINATE W/ELEVATOR MFR. FOR LENGTH
1/2" -TYP.
1/4‐TYP.
METAL ROOF DECK‐SEE GENERAL NOTES
HOIST BEAM‐SEE PLAN
1/4" STIFFENERPLATE EA. SIDE
(4) ‐ 3/4" DIA. BOLTS
STEEL JOIST‐SEE PLAN
L2‐1/2 X 2‐1/2 X 1/4 HORIZ.BRACE EA. SIDE
2" M
IN.
9-12-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
7th
& P
OLK
RES
TAU
RA
NT
DEV
ELO
PM
ENT
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
12 SEPTEMBER 2016
S3.7
15-010
NO SCALEF TYPICAL DROP‐IN CONNECTIONNO SCALEG BEAMS WITH AXIAL LOADS AT TUBE COLUMN
NO SCALEH CONNECTION AT TUBE COLUMN
NO SCALEJ AXIAL AND SHEAR FORCES 1" = 1'‐0"1 ELEVATOR HOIST BEAM TO COLUMN CONNECTION
CONNECTION NOTES:
1. PRE‐ENGINEERED CONNECTION DETAILS ARE PROVIDED TO ASSISTTHE DETAILER AND FABRICATOR. WHERE THESE PRE‐ENGINEEREDDETAILS ARE USED THEN NO DESIGN WORK IS REQUIRED BY THEFABRICATOR AND NO CALCULATIONS ARE REQUIRED TO BESUBMITTED. WHERE THESE PRE‐ENGINEERED DETAILS ARE USED, ALLASPECTS OF THE CONNECTION MUST CONFORM TO THE PRE‐ENGINEERED DETAILS.
2. THE FABRICATOR MAY, AT HIS OPTION, SUBMIT ALTERNATECONNECTION DETAILS FOR USE ON THE PROJECT. ALTERNATECONNECTION DETAILS MUST CONFORM TO THE CONCEPTS SHOWNIN THE PRE‐ENGINEERED CONNECTION DETAILS. SUBMITTALCONTAINING ALTERNATE CONNECTION DETAILS MUST INCLUDEDESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER PERSPECIFICATIONS.
3. BEAMS OF VARIOUS WEB THICKNESSES ARE GROUPED BASED ONTHEIR DEPTH. NUMBERS OF BOLTS SHOWN ARE THEREFORE BASEDON THE THINNEST WEB IN EACH GROUP.
4. CONNECTIONS SHOWN IN THE DRAWINGS WHICH ARE NOTCOVERED BY THE PRE‐ENGINEERED DETAILS MUST BE DESIGNED BYTHE FABRICATOR AND SUBMITTED WITH DESIGN CALCULATIONSSEALED BY A REGISTERED ENGINEER PER THE SPECIFICATIONS.NUMBER OF ROWS OF BOLTS IN SIMPLE BEAM CONNECTIONS SHALLNOT BE LESS THAN THE NUMBER FOUND BY DIVIDING THESUPPORTED BEAM DEPTH (IN INCHES) BY SIX, AND ROUNDING UPANY FRACTION TO THE NEXT HIGHEST NUMBER.
5. FABRICATOR SHALL SELECT TYPICAL BEAM CONNECTIONS FROM THESEDETAILS USING LOAD REACTIONS GIVEN ON THE PLAN (AS __K).WHERE NOT GIVEN FOR BEAMS WEIGHING 14 PLF OR LESS, DESIGNCONNECTION FOR A SHEAR OF 6 KIP. WHERE NOT GIVEN FOR BEAMSWEIGHING MORE THAN 14 PLF, BEAM REACTION AT EACH END MAY BEASSUMED TO BE 55 PERCENT OF THE TOTAL ALLOWABLE UNIFORMLOAD FOR THE BEAM SIZE AND SPAN GIVEN IN THE 50 KSI TABLES INSECTION 2 OF THE AISC MANUAL, FOURTEENTH EDITION.
6. ALL BEAM REACTIONS ARE IN KIPS, AT SERVICE LOADS (UNFACTORED)
7. TABULATED CONNECTION CAPACITIES ARE BASED ON GRADE 50BEAMS, A36 PLATES AND ANGLES, A325N BOLTS (BEARING TYPE) ANDE70XX ELECTRODES.
8. SLOTTED HOLES ARE NOT PERMISSIBLE EXCEPT WHERE SHOWN.
9. WHERE HORIZONTAL FORCES ARE SHOWN ON THE PLAN (AS H= K), THEFABRICATOR SHALL DESIGN THE CONNECTION TO TRANSFER THEHORIZONTAL FORCE IN ADDITION TO THE REQUIRED VERTICALREACTION.
10. COMPLY WITH AISC MINIMUM EDGE DISTANCES.
N/A2 NOT USED
1
12‐29‐16
1
1
1" PLATE L
L
TYPICAL EXTERIOR AT COL'SA‐8, A‐9, B‐8 & B‐9
SPECIAL AT ELEVATORBRACE COL'S
1/16" SMALL THANCOLUMN WALLTHICKNESS, 3/16"MINIMUM TYPICAL
1" PLATE
1/16" SMALL THANCOLUMN WALLTHICKNESS, 3/16"MINIMUM TYPICAL
SPECIAL AT COL'SD‐1 & F‐1
1" PLATE
1/16" SMALL THANCOLUMN WALLTHICKNESS, 3/16"MINIMUM TYPICAL
-TYP.3"
-TYP.2"
1" PLATE L
L
1/16" SMALL THANCOLUMN WALLTHICKNESS, 3/16"MINIMUM TYPICAL
3"
-TYP.1 1/2"
3"3"
5"
3" 3"
1 1/2" -TYP.
L
1 1/2"
4"4"
3"
4"
10"
SPECIAL AT COL E‐1
1" PLATE
1/16" SMALL THANCOLUMN WALLTHICKNESS, 3/16"MINIMUM TYPICAL
1 1/2"
4"4"
6"
4"
10"
NOTE:IT WILL BE ACCEPTABLE TO DRILL & EPOXY GROUT ANCHORINTO STEM WALL BELOW AFTER CONFIRMING REQUIREDBRACE LOCATION W/ ELEVATOR MFR.
ELEVATIONANCHOR BOLTS ‐ REFER TOANCHOR BOLT DETAIL
LEVELING NUTS
1 1/2"
1 1/2"
T
SEE SECT
IONS
& DETAILS
BASE PLATE ‐ REFERTO 1/S3.8
STEEL COLUMN‐ REFER TO PLAN
THRE
AD AS
REQUIRED
WASHER PER AISCMANUAL TABLE 14‐2
REFER TO
BAS
EPLAT
E ELEV
ATION
LEVELING NUTOPTIONAL
STANDARD HEX HEADOR NUT WITH THREADSFULLY ENGAGED
1'‐0" TYP.
2'‐0" AT
W.B. C
OL'S
T.O.S.C. EL.
ANCHOR BOLT
STEEL COLUMN‐ REFER TO PLAN 1/2" CAP PLATE
CENTERED ONCOLUMN AND BEAM
STEEL BEAM‐ REFER TO PLAN
(4) ‐ 3/4" DIA. BOLTS
NOTES:1. SEE ROOF PLAN FOR ROOF SLOPE. SLOPE CAP PLATES ACCORDINGLY.2. STIFFENER PLATE SHALL BE EQUAL IN THICKNESS TO THE COLUMN
WALL THICKNESS OR BEAM WEB THICKNESS, WHICHEVER IS GREATER.3. CONNECT INTERSECTING BEAMS TO STIFFENER PLATES USING BOLTS
IN SINGLE SHEAR DESIGNED FOR THE ECCENTRIC BEAM REACTION.
STIFFENER PLATEEACH SIDE
1/16" SMALLERTHAN BEAMTHICKNESS, 3/16"MINIMUM
TYP.
3"
3/16
3"
STIFFENER PLATEEACH SIDE
STEEL COLUMN‐ REFER TO PLAN
1/2 CAP PLATECENTERED ONCOLUMN AND BEAM
STEEL BEAM‐ REFER TO PLAN
(2) ‐ 3/4" DIA. BOLTS
3/16
1/16" SMALLERTHAN BEAM WEBTHICKNESS, 3/16"MINIMUM
NOTES:1. SEE ROOF PLAN FOR ROOF SLOPE. SLOPE CAP PLATES ACCORDINGLY.2. STIFFENER PLATE SHALL BE EQUAL IN THICKNESS TO THE COLUMN
WALL THICKNESS OR BEAM WEB THICKNESS, WHICHEVER IS GREATER.3. CONNECT INTERSECTING BEAMS TO STIFFENER PLATES USING BOLTS
IN SINGLE SHEAR DESIGNED FOR THE ECCENTRIC BEAM REACTION.
NOTES:1. PROVIDE ERECTION BOLTS IN JOIST SEAT AT COLUMNS, ONE PER JOIST, STAGGER ON BEAM.2. IF BEAM IS DEEPER THAN JOISTS, EXTEND BOTTOM CHORDS AND WELD TO STIFFENER.3. DO NOT WELD BOTTOM CHORD OF JOIST TO COLUMN UNTIL THE FLOOR OR ROOF DEAD
LOADS HAVE BEEN APPLIED.
1/8 2 1/2
AT COLUMNSONLY
SEE PLAN FOR JOIST
3/8" STIFFENER PLATEEACH SIDE AT COLUMN
COLUMN ‐ SEE PLANPL. 3/8 X 6 X 0'‐6" W/HOLE FOR GUY WIRE
3/16 2TYP.
3/16 6TYP.
3/16
WELD METAL DECK TO 'WT' WITH5/8" DIA. PUDDLE WELDS AT 12" O.C.
WT5X11
3/16 2EA. END
3/16
JOIST PANEL POINT
JOIST BOTTOM CHORD
L 2‐1/2 X 2‐1/2 X 1/4
BOTTOM OF FLANGEOF BEAMSTEEL COLUMNBELOW ‐ SEE PLAN
1/4 2TYP.
3"TYP.
STIFFENER PLATEEACH SIDE
STEEL COLUMN‐ REFER TO PLAN
3/16
(4) 3/4" DIA. BOLTS,STAGGERED ON EACHSIDE OF BEAM WEB
1/2" CAP PLATE CENTEREDON COLUMN AND BEAM
STEEL BEAM‐ REFER TO PLAN
1/16" SMALLER THANBEAM WEB THICKNESS,3/16" MINIMUM
1/2" CAP PLATECENTERED ONCOLUMN AND BEAM
H/S3.7
STEEL COLUMN‐SEE PLAN
3/16
CAP PL. 1/4" X 12 X 1'‐6"
L4 X 4 X 3/8 BETWEEN JOISTS
JOIST BEYOND
1" C
LEAR
3/16TYP.
3/16
3/16EA. END
CONFIRM W/ ELEV. MFR.
STEEL BEAM‐SEE PLAN
C6 X 8.2 EA. SIDE OF COL.‐PROVIDE VERT. SLOT ATBOLT LOCATION
3/4" DIA. BOLT ‐FINGERTIGHTEN THEN BACK NUTOFF 1/4 TURN & TACKWELD NUT TO BOLT
1/4
STEEL COL.‐SEE PLAN
9-7-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
A N
EW B
UIL
DIN
G F
OR
DU
BS D
EVEL
OP
MEN
T7t
h a
nd
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
7 SEPTEMBER 2016
S3.8
11-025
1" = 1'‐0"1 TYPICAL DETAIL: COLUMN BASE PLATE / ANCHOR BOLT 1" = 1'‐0"2 TYPICAL DETAIL: COLUMN BASE PLATE / ANCHOR BOLT
1" = 1'‐0"3
TYPICAL DETAIL:4 BOLT CAP PLATE CONNECTION
1" = 1'‐0"4
TYPICAL DETAIL:2 BOLT CAP PLATE CONNECTION
NO SCALE5
TYPICAL DETAIL:JOIST TO BEAM CONNECTION AT COLUMN
NO SCALE6
TYPICAL DETAIL:COLUMN BRACE AT PARALLELL JOIST
NO SCALE7
TYPICAL DETAIL:COLUMN BRACE AT PERP. JOIST
NO SCALE8
TYPICAL DETAIL:BASE PLATE BOLTED CONNECTION
NO SCALE9 TYPICAL DETAIL: CAP PLATENO SCALE10 COLUMN TO JOIST CONNECTION
1" = 1'‐0"11 ELEVATOR RAIL BRACE CONNECTION
NOTE:CHORDS SHALL BE REINFORCEDWHEREVER A CONCENTRATEDLOAD OCCURS BETWEEN PANELPOINTS OF THE JOISTS
LOCATION OFCONCENTRATED LOAD
L 2 X 2 X 3/16 EACH SIDE OFJOIST FOR LOADS GREATERTHAN 50 POUNDS
HANGING LOAD 3/16
EA. ENDTYP.
"A"
BOTTOMCHORD OF JOIST
HANGER AS REQUIREDBY CONTRACTOR
NOTE:THIS DETAIL APPLIES TOHANGER LOADS GREATERTHAN 50 POUNDS.
3" 3"
SECTION "A"
3/16 4
EACHPANELPOINT
1/4
WT 6 X 13 CENTERED ONBOTTOM CHORD OF JOIST
3/16 2 @ 12
HANGER BY MFR.C5X6.7 BETWEEN JOISTS
BOTTOM CHORD REINFORCING PER 2/S3.9
STEEL JOIST ‐ SEE PLAN
3/16 EA. ENDEA. END
RTU
L 6 X 3 X 5/16 LLH TYP.
DUCT OPENINGWHERE APPLICABLE
RTU
JOIST ‐ SEEPLAN (TYP.)
L 6 X 4 X 5/16 LLH TYP.
RTU BETWEEN JOISTS
RTU PERPENDICULAR TO JOISTS
PLANSCHEMATIC ARRANGEMENT OF RTUMISC. METAL SUPPORT ANGLES
NOTE:CONTRACTOR TO PROVIDE MISC. METALS COORDINATED WITH THE EQUIPMENTFURNISHED. ARRANGMENT SHOWN IS SCHEMATIC ONLY AND A FINAL ARRANGEMENT IS TOBE DESIGNED BY THE CONTRACTOR. STRENGHTNE JOIST AS REQ'D TO COMPLY WITH THISTYPICAL DETAIL.
MECHANICAL UNIT CURB BEARING ON JOISTS
NO ADDITIONAL SUPPORT REQUIRED IFANGLE IS WITHIN 6" OF PANEL POINT
DUCT> 6" SEE MECHANICAL DRAWINGS
FOR SIZE AND LOCATION OFROOF‐TOP UNIT
ROOF DECK, EXTENDACROSS OPNGS. CUTOUT ONLY AS REQ'D.
ANGLE ‐ SEE PLAN
PANEL POINT
L 2 X 2 X 3/16 EACH SIDEOF JOIST FOR LOADSGREATER THAN 50 POUNDS
3/16
NOTCH HORIZONTAL LEG OFANGLE AND WELD VERTICALLEG TO JOIST CHORD.
DUCT OPENINGSWHERE APPLICABLE
JOIST ‐ SEEPLAN (TYP.)
3/16
3/16
NOTE:REFER TO ARCHITECTURAL ORMECHANICAL DRAWINGS FORROOF DRAIN SIZE AND LOCATION.
L 3 X 3 X 5/16 @ 1/2" ROOF DECKL 5 X 5 X 5/16 @ 3" ROOF DECK
DRAIN RING
"A"
CENTER LINE ROOFBEAM OR JOIST
PLAN
SECTION "A" L 2‐1/2 X 2‐1/2 X 1/4
3/161/2" MAXIMUM
INSTALL DECKCONTINUOUS OVERFRAME. CUT OPENINGWHEN REQUIRED
3/16
"A"
"B"
C.L. OF ROOFBEAM OR JOIST
PLAN
NOTE:WHERE THIS DETAIL APPLIES ATOPEN WEB JOISTS, PROVIDETOP CHORD REINFORCEMENTFOR JOIST PER DETAIL 1/S3.9
TOP CHORDREINFORCEMENTANGLES ‐ SEE 1/S3.9
TOP FLANGE OFBEAM (OR JOIST)
WELD DECK (5/8" DIA.PUDDLE WELDS) TO LFRAME @ 12". (2) WELDSMINIMUM EACH SIDE
L 4 X 4 X 1/4 MITERED& WELDED FRAME
L 4 X 4 X 1/4 BETWEENBEAMS (OR JOIST)
3/16 2 @ 12
EACHSUPPORT
SECTION "A"
3/8" PLATE WELDED TOBEAM OR JOIST CHORD
SECTION "B"
3/16
HORIZONTAL BRIDGINGWELDED TO BEAM AND JOIST
RIGID X‐BRIDGING BOLTEDAT INTERSECTION
3/16
WHERE END BAY DIMENSION IS LESS THAN DEPTHOF JOIST, MOVE X‐BRIDGING BACK ONE BAY
SEE PLANFOR BEAM
SEE PLANFOR JOIST
3/16
SEE PLANFOR JOIST
SEE PLANFOR BEAM
BRIDGING
L 2 X 2 X 1/4 AT EACHBRIDGING LINE
OMIT STANDARD CROSSBRIDGING AT DUCT THIS MEMBER MAY BE PLACED BENEATH
JOIST CHORD FOR ADDITIONAL CLEARANCE.EXTEND ONE JOIST SPACE BEYOND CUT EACHSIDE, TYPICALLY.
3/16EACH JOIST
3/16
9-7-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
A N
EW B
UIL
DIN
G F
OR
DU
BS D
EVEL
OP
MEN
T7t
h a
nd
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
7 SEPTEMBER 2016
S3.9
11-025
NO SCALE1
TYPICAL DETAIL:JOIST CHORD REINFORCEMENT
NO SCALE2
TYPICAL DETAIL:HANGER BETWEEN JOIST PANEL POINTS ‐ K‐SERIES
NO SCALE3
TYPICAL DETAIL:HANGER BETWEEN JOISTS
NO SCALE5 TYPICAL DETAIL: MECHANICAL UNIT CURB FRAMING
NO SCALE4
TYPICAL DETAIL:ROOF DRAIN FRAMING
NO SCALE6 TYPICAL DETAIL: SMALL ROOF OPENING
NO SCALE7
TYPICAL DETAIL:ADDITIONAL BRIDGING AT END BAY
1" = 1'‐0"8
TYPICAL DETAIL:BRIDGING AT BEAM PARALLEL TO JOISTS
NO SCALE9
TYPICAL DETAIL:DUCT OPENING AT CROSS BRIDGING
3/4" PL. X 8" X 1'‐4" W/CLIPPED CORNERS AT 23/4" PL. X 8" X 1'‐11" W/CLIPPED CORNERS AT 2A
2"
3/4" PL. X 4" X 4"ROUNDED TO 2" RADIUS
1/4BOTH SIDES
1/4
PLAN VIEW
2"
2"
STEEL COLUMN‐SEE PLAN
1/2"
SEE 1/S3.10FOR ADD'L INFO.
2
3/4" PL. X 8" X 1'‐10 1/2"W/ CLIPPED CORNERS
#3 CLEVIS, ‐TYP.
2"
3/4" PL. X 4" X 4"ROUNDED TO 2" RADIUS
1/4TYP.
1/4
PLAN VIEW
2"
1" DIA. ROD ‐TYP.
STEEL COLUMN‐SEE PLAN
CAP PL.‐SEE 9/S3.8
T.O. PL. ELEV.SEE ARCH'L
2
NOTE:LOCATE PLATE AT MID POINT BETWEEN COL'S
PLAN VIEW
1/4
1/4BOTH SIDES
3/4" PL. X 8" X 7 1/4" W/ CLIPPEDCORNERS ‐CENTER PLATEVERTICALLY WITHIN CHANNEL
2"2"
7 1/
4"
3/4" PL. X 4" X 4"ROUNDED TO 2" RADIUS
STEEL CHANNEL‐SEE 1/S3.1
SEE 1/S3.10FOR ADD'L INFO.
2"
2"
1/4
1/4
3/4" PL. X 8" X 1'‐10 1/2"W/ CLIPPED CORNERS
3/4" PL. X 8" X 9 3/4"W/ CLIPPED CORNERS
3/4" PL. X 4" X 4" ROUNDEDTO 2" RADIUS ‐TYP.
PLAN VIEW
SEE 1/S3.10FOR ADD'L INFO.
2"
10 1/4"
1/4BOTH SIDES
2
2
SEE 1/S3.10FOR ADD'L INFO.
CAST‐IN‐PLACECONCRETE COLUMN‐SEE PLAN
3/4" PL X 0'‐4" X 0'‐4"W/ CLIPPED CORNERS
1/4
8/S3.3
3/4" PL. X 4" X 4" ROUNDEDTO 2" RADIUS
2
HORIZONTAL CHANNEL‐SEE 1/S3.1
1/4
3/4" PL. X 4" X 0'‐6" AT EA.CANOPY BRACE CONNECTION‐CENTER PLATE VERTICALLYWITHIN CHANNEL
1/4
6"
3/4" PL. X 4" X 4" ROUNDEDTO 2" RADIUS WITH MITEREDENDS AS SHOWN ‐TYP. ATCANOPY BRACE CONNECTIONS
NOTE:PLATES SHOULD BE CENTERED ABOVE CONCRETE COLUMNS
HORIZONTAL CHANNEL‐SEE 1/S3.1
1/8
WELD FRONT SIDEONLY & GRINDSMOOTH
SEE 1/S3.1FOR ADD’L INFO.
(2) MC12 X 31 VERT.AT EACH CORNER
PLAN VIEW
C6 X 8.2 VERTICALCHANNEL ‐ SEE 1/S3.1
L4 X 4 X 1/4 X 0’‐6”
1/4‐TYP.
3 SIDES, ‐TYP.
(2) MC12 X 31AT CORNER ‐SEE PLAN VIEW
1/S3.1
1/4 2‐6
SEE 8/S3.10FOR ADD’L INFO.
MC12 X 31 VERT. ATINTERSECTION OFPARAPET WALLS
PLAN VIEW
CENTER C6 X 8.2CHANNEL BEHINDMC12 X 31 CHANNEL
1/S3.1
STEEL JOIST‐SEE PLAN
1/2" MAX.
STEEL BEAM‐SEE PLAN
T.O.S. EL.SEE PLAN
3/16
SEE 10/S3.1FOR ADD'L INFO.C5 X 6.7 AT 4'‐0"
O.C. MAX.
9-12-16
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
7th
& P
OLK
RES
TAU
RA
NT
DEV
ELO
PM
ENT
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
12 SEPTEMBER 2016
S3.10
15-010
1" = 1'‐0"2/2A
CABLE CONNECTION WITH PLATESLOTTED THROUGH COLUMN
1" = 1'‐0"1
CABLE CONNECTION WITH PLATEWELDED TO SIDE OF COLUMN
1" = 1'‐0"3 CABLE CONNECTION AT STEEL CHANNEL 1" = 1'‐0"4 CABLE CORNER CONNECTION
1" = 1'‐0"5
CABLE CONNECTION ATCONCRETE COLUMN
1" = 1'‐0"6 CANOPY BRACE CONNECTION 1" = 1'‐0"7 CHANNEL SPLICE
1" = 1'‐0"8 VERTICAL CHANNELS AT PLAZA CORNERS
1" = 1'‐0"9
VERTICAL CHANNELS AT EAST ENDOF PLAZA PARAPET WALL
1" = 1'‐0"10 PARAPET WALL AT MECH'L AREA
2 2‐13‐17
1/2" MAX.
STEEL TUBE‐SEE MEZZANINEFRAMING PLAN
MCNICHOLS GAA 2" X 3/16"RECTANGULAR BAR GRATING
T.O.S. EL.= 108' ‐ 4" 2"
T.O.S. EL.= 108' ‐ 4"
FOR ADD'L INFO.SEE 2/S3.11
1/4 2‐12
3/16 1‐2
L3 X 3 X 1/4 X CONT.
GRATE STOPS AT FACEOF TUBE AT 3A
T.O.S. EL.= 108' ‐ 4"
FOR ADD'L INFO.SEE 2/S3.11
6/S3.11
2' - 0"
T.O.S. EL.= 108' ‐ 4"
T.O.S. EL.SEE S1.2
STEEL HANGER‐SEE MEZZANINEFRAMINGPLAN
STEEL TUBE‐SEE MEZZANINEFRAMING PLAN
STEEL JOIST‐SEE S1.2
STEEL GRATING BEYOND‐SEE 2/S3.11
1/4
1/4
EA. SIDE OFANGLE
1/4
L4 X 4 X 1/4
1/4" PL. X 4" X 4"
SEE PLAN
STEEL BEAM‐SEE S1.2
SEE 8/S3.11 FORTUBE TO HANGERCONNECTIONS
SLOT ANGLETHROUGH HANGER
1 2 3
F
G
J
E
HSS 4 X 4 X 1/4
HSS 4 X 4 X 1/4
HSS 4 X 4 X 1/4
HSS 4 X 4 X 1/4
ALL TUBES HSS 6 X 4 X 1/4U.N.O.
HSS 4 X 4 X 1/4 HANGERS‐TYP 13 PLACES
4"2
S3.11
2
S3.11
2
S3.11
4
S3.11
TYP.
11' - 9 5/8"
6' -
4 5/
8"7'
- 1"
8' -
3 3/
4"
6' - 4"
2' -
8"
9' -
10 5
/8"
14' -
2"
22' -
2 3
/8"
24' - 9 3/8" 20' - 7 7/8"
8 1/
2"1' - 4"
5
S3.11
4"
4"
3S3.12
1S3.12
2S3.12
9/S3.11
7/S3.11
8/S3.11
3AS3.11
CABLE X‐BRACE‐TYP., SEE ELEVATIONSON SHEET S3.12
3S3.11
3S3.11
3S3.11
2' - 0"
HSS 4 X 4 X 1/4
TYP.
TYP.
TYP.
SEE SHEET S1.1 FORBUILDING COLUMNS
STEEL HANGER‐SEE MEZZANINEFRAMING PLAN
3/4" PLATE CENTEREDON HANGER AND BEAM
STEEL BEAM‐SEE PLAN
(4) ‐ 3/4" DIA. BOLTS
NOTES:
1. SEE ROOF PLAN FOR ROOF SLOPE. SLOPE CAP PLATES ACCORDINGLY.
2. STIFFENER PLATE SHALL BE EQUAL IN THICKNESS TO THE HANGERWALL THICKNESS OR BEAM WEB THICKNESS, WHICHEVER IS GREATER.
STIFFENER PLATEEACH SIDE
1/16" SMALLERTHAN BEAMTHICKNESS, 3/16"MINIMUM
TYP.
3"
1/4
1/2" CAP PL.
3/16
GRINDSMOOTH
1/43 SIDES
STEEL TUBE‐SEE MEZZANINEFRAMING PLAN
STEEL TUBE‐SEE MEZZANINEFRAMING PLAN
SEE MEZZANINE FRAMING PLANFOR TUBE LOCATIONS ANDCONNECT AS NOTED
T.O.S. EL.= 108' ‐ 4"
3/8 R
6"
3/8 R
3/16
GRINDSMOOTH
STEEL TUBE‐SEE MEZZANINEFRAMING PLAN
1/2" CAP PLATE
1/2"
SEE MEZZANINE FRAMINGPLAN FOR TUBE LOCATIONSAND CONNECT AS NOTED
STEEL HANGER‐SEE MEZZANINEFRAMING PLAN
1/4
3/16GRIND SMOOTH
3/8 R
1/4
3/16
GRINDSMOOTH
STEEL TUBE‐SEE MEZZANINEFRAMING PLAN
1/2" CAP PLATE
SEE PLAN FOR TUBELOCATIONS AND CONNECTAS NOTED
STEEL COL.‐SEE PLAN
2-17-17
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
7th
& P
OLK
RES
TAU
RA
NT
DEV
ELO
PM
ENT
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
12 SEPTEMBER 2016
S3.11
15-010
1" = 1'‐0"2 MEZZANINE FRAMING 1" = 1'‐0"3/3A MEZZANINE FRAMING
1" = 1'‐0"4 MEZZANINE FRAMING
1" = 1'‐0"5 HANGER TO JOIST CONNECTION 1/8" = 1'‐0"1 MEZZANINE FRAMING PLAN
1" = 1'‐0"6
TYPICAL DETAIL:4 BOLT CONNECTION AT MEZZANINE HANGER
1" = 1'‐0"7 TYPICAL DETAIL: TUBE TO TUBE CONNECTIONNo Scale8 TYPICAL DETAIL: CONNECTION AT HANGER
No Scale9
TYPICAL DETAIL: MEZZANINE TUBECONNECTION AT EXISTING COLUMN
E F G9' - 10 5/8"
7' - 0 3/4"
14' - 2"
6' - 4 5/8" 8' - 3 3/4"
SEE PLAN
SEE PLAN
SEE PLAN
SEE PLAN SEE PLAN
T.O.S. EL.= 108' ‐ 4"
6' -
6"
8 1/2"SEE PLAN
S3.124 TYP., 4 PLACES S3.12
5 TYP.
STEEL BEAM‐SEE S1.2
STEEL HANGER‐SEE MEZZANINEFRAMING PLAN
STEEL TUBE‐SEE MEZZANINEFRAMING PLAN
6/S3.11‐TYP.
STEEL BEAM‐SEE S1.2
ROD BRACE‐SEE 4/S3.12
STEEL GRATE BEYOND
S3.125 O.H.
2"4"
1/2" PL. X 4" X 1'‐0"‐SLOTTED THROUGHHANGER ‐TYP
T.O.S. EL.= 108' ‐ 4"
(2) 3/4" DIA.DECORATIVE BOLTS‐INSERT & TACKWELD IN PLACE
SEE SHEET S3.11 FORTUBE TO TUBE CONNECTIONS &TUBE TO HANGER CONNECTIONS
SECTIONFRONT PLAN
4" 4"
1/2"#2 CLEVIS WITH
5/8" PIN ‐TYP.
1/2" DIA. STEEL RODBRACE W/ TURNBUCKLE‐TYP.
STEEL TUBE‐SEE MEZZANINEFRAMING PLAN
STEEL HANGER‐SEE MEZZANINEFRAMING PLAN
1/4TYP.
SECTIONVIEW
PLAN
VIEW
3' -
0"SEE ELEV
ATION
4" 4"
2
5' - 0" 11' - 9 5/8"SEE PLANSEE PLAN
T.O.S. EL.= 108' ‐ 4"
6' -
6"
S3.128
S3.127
STEEL BEAM‐SEE S1.2
STEEL HANGER‐SEE MEZZANINEFRAMING PLAN
ROD BRACE‐SEE 4/S3.12
STEEL TUBE‐SEE MEZZANINEFRAMING PLAN
STEEL GRATE BEYOND S3.126
F
9' - 9"SEE PLAN
T.O.S. EL.= 108' ‐ 4"
6' -
6"
S3.125 O.H.
6/S3.11‐TYP.
ROD BRACE‐SEE 4/S3.12
STEEL HANGER‐SEE MEZZANINEFRAMING PLAN
STEEL TUBE‐SEE MEZZANINEFRAMING PLAN
STEEL BEAM‐SEE S1.2
STEEL GRATE BEYOND S3.125
2"4"
1/2" PL. X 4" X 4" ‐TYP.
SEE 4/S3.12FOR ADD'L INFO.
SECTIONFRONT PLAN
4"
2' -
9"SEE ELEV
ATION
SECTIONVIEW
PLAN
VIEW
1/4TYP.
SEE 4/S3.12FOR ADD'L INFO.
FRONT PLAN
FRONTVIEW
PLAN
VIEW
1/4TYP.
1/2" PL. X 4" X 4" ‐TYP.
2"4"
2"4"
1/2" PL. X 4" X 4"‐TYP.
SEE 4/S3.12FOR ADD'L INFO.
SECTIONFRONT PLAN
4"2' -
9 13
1/25
6"SEE ELEV
ATION
SECTIONVIEW
PLAN
VIEW
1/4TYP.
SEE 4/S3.12FOR ADD'L INFO.
SECTION PLAN
SECTIONVIEW
PLAN
VIEW
FRONT
2-17-17
DRAWING TITLE
DATE:PROJECT #:
REVISIONS:
7th
& P
OLK
RES
TAU
RA
NT
DEV
ELO
PM
ENT
PO
LK S
T. /
AM
AR
ILLO
, TX
Drawings and Specifications as Instrumentsof service are and shall remain the propertyof PLAYA DESIGN STUDIO, LLC. They are notto be used on other projects or extensions tothis project except by agreement in writingand from the architect. The architect will
not be responsible for construction means,methods, techniques, sequences or
procedures, or for safety precautions andprograms in connection with the project.
12 SEPTEMBER 2016
S3.12
15-010
1/2" = 1'‐0"1 MEZZANINE BRACING ELEVATION
1" = 1'‐0"4
TYPICAL DETAIL:MEZZANINE FRAMING CONNECTION AT HANGER
1/2" = 1'‐0"3 MEZZANINE BRACING ELEVATION
1/2" = 1'‐0"2 MEZZANINE BRACING ELEVATION
1" = 1'‐0"5
TYPICAL DETAIL:MEZZANINE FRAMING CONNECTION AT HANGER
1" = 1'‐0"7
TYPICAL DETAIL:MEZZANINE FRAMING CONNECTION AT HANGER
1" = 1'‐0"6
TYPICAL DETAIL:MEZZANINE FRAMING CONNECTION AT HANGER
1" = 1'‐0"8
TYPICAL DETAIL:MEZZANINE FRAMING CONNECTION AT HANGER