7th & polk restaurant development polk st. /...

9-12-16

DRAWING TITLE

DATE:PROJECT #:

REVISIONS:

7th

& P

OLK

RES

TAU

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NT

DEV

ELO

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ENT

PO

LK S

T. /

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, 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

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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

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R O

F C

ON

C. C

OL'

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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 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



WIND BRACE ELEVATIONS

WIND BRACE CONNECTION DETAILS

1' - 4" TO FACE OF GR. BM.

9"9"


TYPICAL CONNECTION DETAILS

TYPICAL CONNECTION DETAILS & CMU 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

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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


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


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


ROOF FRAMING PLAN




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"










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

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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


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.


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


ROOF FRAMING PLAN




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"








MISCELLANEOUS FRAMING DETAILSS3.10



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

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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"


TWO ADDN'LCOLUMN TIES AT TOP

SEE PLAN VIEWFOR PILASTER INFO.



1"‐0"

1"‐0"

INTERIOR

#6 AT CORNERS &HALFWAY BETWEEN#3 TIES AT 8" O.C.

COLUMN BASEPLATE SEE DETAILSON SHEET S3.8


8"

GRADE BEAMREINF. CONT.




SEE PLAN

GRADE BEAM PILASTER‐SEE 5/S2.1


T.O.S.C. EL.

ELEVATION


4 BOLT BASE PLATE‐ SEE DETAILS ONSHEET S3.8


FILL BLOCKOUTW/ CONCRETE

W (S

EE SCH

ED.)

PLAN

L (SEE SCHED.)

BLOCKOUT

SLAB CONTROL JOINTS ORCONSTRUCTION JOINTS


T.O.S.C. EL.

ELEVATION


4 BOLT BASE PLATE‐ SEE DETAILS ONSHEET S3.8


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

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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.


#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"


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"


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"


SHEAR KEY

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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"




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


1' - 0"


1' -

0"

8/S3.3


SEE 2/S2.3FOR ADD'L INFO.DWL. B @ 16" O.C.

W/ (1) #4 CONT.

1' - 4"

3' -

0"

8"

2



1' -

0"


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

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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


3


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

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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


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.


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


5" SLAB‐ON‐DECK‐SEE GENERAL NOTES


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.


L5 X 5 X 5/16

L5 X 5 X 5/16


ELEV. =


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


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


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


= 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




7"

3"


1' -

11 1

9/25

6"SEE A

RCH'L

ELEV. =


M=4.9 K‐FT

1"

3/S3.1



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



1"

1/4" STIFFENER PL. EA.SIDE AT EA. HANGER



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

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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


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.






PLAZA PAVERS

T.O.S.C. ELEV.SEE PLANMETAL ROOF DECK

‐SEE GENERAL NOTES

CHANNEL GLASS WALL‐SEE ARCH'L


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


1' -

1"


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


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


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


4"

5/S3.2

BOT. OF PL. ELEV.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"


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.




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







1

4 3/8"

3/16 2‐12


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"


5" SLAB ON DECK

L5 X 5 X 5/16 CONT.

3/16

SEE PLAN

ELEV. =



1

4 7/8"

1

MITER CHANNELS

PERIMETERROOF CHANNEL

L3 X 3 X 5/16 X 2"

1/43 SIDES

9-12-16

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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


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"


SEE 1/S3.3 & 3/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


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


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


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.


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.


3/S2.3

A/S3.6

STRIP BOTTOM FLANGE TOAVOID CONFLICT W/ COLUMN


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


B/S3.6

EMBED PL.‐SEE 9/S3.3

CAST‐IN‐PLACE CONCRETECOLUMN BELOW

CONCRETE COLUMNOR WALL ‐SEE PLAN

8/S3.3

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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


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

)

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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


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.


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

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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.


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


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"


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


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


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.


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.


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

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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


SECT. "A"

CONNECTION LOAD CAPACITYWIDE

FLANGEBEAM SIZE

# BOLTSPER VERT.

ROW


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.


INTERSECTING BEAMS AT TUBE COLUMN ELEVATION SECT. "A"

CONNECTION LOAD CAPACITY(ECC. = 3")

WIDEFLANGE

BEAM SIZE

# BOLTSPER VERT.

ROW


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


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.


HOIST BEAM‐SEE PLAN

1/4" STIFFENERPLATE EA. SIDE

(4) ‐ 3/4" DIA. BOLTS


L2‐1/2 X 2‐1/2 X 1/4 HORIZ.BRACE EA. SIDE

2" M

IN.

9-12-16

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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


SPECIAL AT COL'SD‐1 & F‐1

1" PLATE


-TYP.3"

-TYP.2"

1" PLATE L

L


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 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"



1/2 CAP PLATECENTERED ONCOLUMN AND BEAM


(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.



3/16

(4) 3/4" DIA. BOLTS,STAGGERED ON EACHSIDE OF BEAM WEB

1/2" CAP PLATE CENTEREDON COLUMN AND BEAM


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.


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

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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

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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"


1/2"


2

3/4" PL. X 8" X 1'‐10 1/2"W/ CLIPPED CORNERS

#3 CLEVIS, ‐TYP.

2"


1/4TYP.

1/4

PLAN VIEW

2"

1" DIA. ROD ‐TYP.


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"


STEEL CHANNEL‐SEE 1/S3.1


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


2"

10 1/4"

1/4BOTH SIDES

2

2



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


1/2" MAX.


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

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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 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


(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.


1/16" SMALLERTHAN BEAMTHICKNESS, 3/16"MINIMUM

TYP.

3"

1/4

1/2" CAP PL.

3/16

GRINDSMOOTH

1/43 SIDES



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


1/2" CAP PLATE

1/2"

SEE MEZZANINE FRAMINGPLAN FOR TUBE LOCATIONSAND CONNECT AS NOTED


1/4

3/16GRIND SMOOTH

3/8 R

1/4

3/16

GRINDSMOOTH


1/2" CAP PLATE

SEE PLAN FOR TUBELOCATIONS AND CONNECTAS NOTED

STEEL COL.‐SEE PLAN

2-17-17

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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.




6/S3.11‐TYP.


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.



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 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.





STEEL GRATE BEYOND S3.125

2"4"

1/2" PL. X 4" X 4" ‐TYP.


SECTIONFRONT PLAN

4"

2' -

9"SEE ELEV

ATION

SECTIONVIEW

PLAN

VIEW

1/4TYP.


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.


SECTIONFRONT PLAN

4"2' -

9 13

1/25

6"SEE ELEV

ATION

SECTIONVIEW

PLAN

VIEW

1/4TYP.


SECTION PLAN

SECTIONVIEW

PLAN

VIEW

FRONT

2-17-17

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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" = 1'‐0"5


1" = 1'‐0"7


1" = 1'‐0"6


1" = 1'‐0"8


7th & polk restaurant development polk st. /...

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