COUNTRY INN & SUITES - Tyson and Billy Architects, P.C. · bm-# concrete beam mark * joist bottom...

217 Ward CircleBrentwood, Tennessee 37027

Phone: 615.661.7979 Fax: 615.661.0644www.trcww.com

ENG. JOB NO. 15BRW073

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COUNTRY INNS & SUITES BY CARLSON

CANTON, TX

S0.0

STRUCTURAL COVER SHEET

CANTON HOTEL JOINT VENTURE

12-0

4-2

015

STRUCTURAL DRAWING LIST

SHEET NUMBER SHEET NAME

FOUNDATION PACKAGE

12-04-2015

S0.0 STRUCTURAL COVER SHEET ●

S0.1 STRUCTURAL GENERAL NOTES ●

S0.2 QUALITY ASSURANCE PLAN ●

S0.3 WIND PRESSURE DIAGRAMS & TABLES

S0.4 TYPICAL FOUNDATION DETAILS ●

S0.5 TYPICAL WOOD DETAILS

S1.0 FOUNDATION & FIRST FLOOR PLAN_AREA A ●

S1.1 FOUNDATION AND FIRST FLOOR PLAN _ AREA B ●

S2.0 LEVEL 2 FLOOR FRAMING PLAN - AREA A

S2.1 ROOF FRAMING PLAN - AREA B

S3.0 LEVEL 3 FLOOR FRAMING PLAN

S4.0 ROOF FRAMING PLAN

S5.0 FOUNDATION SECTIONS ●

S6.0 FLOOR FRAMING SECTIONS

S7.0 ROOF FRAMING SECTIONS

S8.0 SCHEDULES AND DETAILS

COUNTRY INN & SUITESCANTON, TX

HATCH LEGEND

SYMBOL LEGEND SECTIONPLAN

ABBREVIATIONS

- APPROXIMATELY

- ALTERNATE

- ANCHOR RODAR

APPROX

ALT

- BUILDING

- ARCHITECTURAL

- CONTRACTOR

- CONTINUOUS

- CONFIGURATION

- CONCRETE

- CENTERLINE

- CAST IN PLACE

CJ

CL

CIP

CMU

COL

CONC

CONFIG

CONT

CONTR

CLR

CTR - CENTER

- COLUMN

- CLEAR

BM

B/

ARCHL

BLDG

BOTT

BRG

C/C

- BOTTOM

- BEAM

- BEARING

- BOTTOM OF

DET - DETAIL

- ELEVATION/ELEVATOR

- ELEVATION

- EXPANSION JOINT

- EACH FACE

- DIMENSION

- DIAMETER

- EXPANSION

- EACH WAYEW

FIN

EXIST

EXP

FLR - FLOOR

- FINISH

- EXISTING

DIA

DN

DIM

EA

EJ

EL

EF

DWG

ELEV

DR

EQ

- EACH

- EQUAL

- DRAWING

- DOOR/DRAIN

- DOWN

EE - EACH END

- FAR SIDE

- HOLLOW CORE

- GALVANIZED

HC

FS

GA

FT

FOM

FTG

GALV

- GAGE

- FOOTING

- FOOT

HDG

- FOUNDATIONFND

DBL - DOUBLE

- FACE OF MASONRY

- CONTRACTION JOINT

- CENTER TO CENTER

- CONCRETE MASONRY UNIT

- HOT DIPPED GALVANIZED

- ARCHITECTARCH

- HIP GIRDERHG

- GIRDER TRUSSGT

EOS - EDGE OF SLAB

BC - BOTTOM CHORD

EXT - EXTERIOR

- HOLLOW CORE PLANKHCP

- ENGINEERENGR

- HOOKHK

- GENERAL CONTRACTORGC

EOR - ENGINEER OF RECORD

L - ANGLE

LG

LW

- LONG

- METAL

- PLATE

NTS

PLF

PSF

OC

OPNG

PART

PL

MTL

MIN

MISC

NIC

NS

MFR

MATL

MAX

MECHL

MAS

MO

PCJ

- MATERIAL

- MINIMUM

- MECHANICAL

- MAXIMUM

- MASONRY

- NEAR SIDE

- ON CENTER

- OPENING

- PARTITION

- MANUFACTURER

- MASONRY OPENING

- MISCELLANEOUS

- NOT TO SCALE

- NOT IN CONTRACT

- POUNDS PER LINEAR FOOT

- POUNDS PER SQUARE FOOT

- PRECAST CONCRETE JOIST

- LONG WAY

REM

- SLOPE

- ROOM

- SIMILAR

- SPIRAL

- STEEL

SW

STL

STRUCTL

SECT

SIM

STD

SQ

SP

SL

REQD

REV

SCHED

RM

RO

- RISER/RADIUS

REINF

R

PT

- REMAINDER

- ROUGH OPENING

- REQUIRED

- STANDARD

- SECTION

- SQUARE

- SCHEDULE

- STRUCTURAL

- REVISED/REVISION

- SHEARWALL/SHORT WAY

- REINFORCING

- POST TENSIONED/PRESSURE TREATED

- WITH

WWR

UNO

VERT

WP

W/

- TREAD/TRUSS

T/

TEMP

TYP

TR

T/O

TC

- UNLESS NOTED OTHERWISE

- VERTICAL

- WORK POINT

- WELDED WIRE REINFORCEMENT

- TIE COLUMN/TOP CHORD

- TOP OF

- THRU OUT

- TYPICAL

- TEMPERATURE

- TIE BEAMTB

- POUNDS PER SQUARE INCHPSI

- INTERIOR

- INFORMATION

- ISOLATION JOINT

- HIGH POINT

- HORIZONTAL

HP

IJ

HORIZ

INT

JT

KJ

INFO

- JOINT

- CONSTRUCTION JOINT

LP - LOW POINT

W/O - WITHOUT

TJ - TIE JOIST

- SLAB-ON-GRADESOG

JR - JAMB REINFORCING

WD - WOOD

OH - OPPOSITE HAND

PARTL - PARTIAL

PAF - POWDER ACTUATED FASTENERS

- IRREGULARIRR

RQMTS - REQUIREMENTS

- REGULARREG

LLV - LONG LEG VERTICAL

LLH - LONG LEG HORIZONTAL

- HIGH STRENGTHHS

SS - STAINLESS STEEL

KLF - KIPS PER LINEAR FOOT

KIP(s) - 1000 POUNDS

K - KIP(s)

- INSULATIONINS

(FOR STRUCTURAL DRAWINGS ONLY)

PED - PEDESTAL

- SPECIFICATIONSSPECS

REVISIONS

FOOTING MARK

COLUMN MARK

GRADE BEAM MARKGB-#

PILE CAP MARKPC#

MOMENT CONNECTION(SEE SECTION)

2-#6 VERTICAL REINFORCING

MOMENT SPLICE

CONCRETE BEAM MARKBM-#

*

JOIST BOTTOM CHORD EXTENSION

SLOPE

S SLIP CONNECTION

ENGINEERED FILL ORUNDISTURBED SOIL

CONCRETE

RECESS

AGGREGATE FILL

STEEL

EXISTING

BLOCK

BRICK

ROCK

-

#

ENGINEERED FILL ORUNDISTURBED SOIL

CONCRETE

RECESS

AGGREGATE FILL

STEEL

EXISTING

BLOCK

BRICK

ROCK

EOBP - EDGE OF BENT PLATE

1

SLOPE

GENERAL DESIGN AND CODE INFORMATION:

A. THE CONSTRUCTION OF THIS STRUCTURE SHALL CONFORM WITH THE BUILDING CODE DEFINED AS THE 2006 INTERNATIONAL BUILDING CODE.

B. CONCRETE: BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318, LATEST EDITION).

C. PRECAST CONCRETE: PCI MANUAL 116 FOR QUALITY CONTROL FOR PLANTS AND PRODUCTION OF STRUCTURAL PRECAST CONCRETE PRODUCTS (LATESTEDITION).

D. STRUCTURAL STEEL:

1. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, ALLOWABLE STRESS DESIGN, AND PLASTIC DESIGN, AMERICAN INSTITUTE OF STEEL CONSTRUCTION(LATEST EDITION).

2. LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (LATEST EDITION).

E. OPEN WEB STEEL JOISTS: STANDARD SPECIFICATIONS, LOAD TABLES, AND WEIGHT TABLES FOR STEEL JOISTS AND JOIST GIRDERS, SJI (LATEST EDITION).

F. STEEL DECK: STEEL DECK INSTITUTE DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, ROOF DECKS, AND CELLULAR METAL FLOOR DECK WITHELECTRICAL DISTRIBUTION (LATEST EDITION).

G. MASONRY: BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530, LATEST EDITION) AND SPECIFICATION FOR MASONRY STRUCTURES (ACI530.1, LATEST EDITION).

H. TIMBER: NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, NATIONAL FOREST PRODUCTS ASSOCIATION (LATEST EDITION).

I. STRUCTURAL METAL STUDS: SPECIFICATION FOR DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS, AMERICAN IRON AND STEEL INSTITUTE (LATESTEDITION).

J. CONTRACTOR SHALL MAKE ALLOWANCE FOR SUPPLYING AND INSTALLING TWO TONS OF REINFORCING STEEL OF VARIOUS SIZES TO BE USED IN PLACE AT THEDISCRETION OF THE STRUCTURAL ENGINEER.

DESIGN LOADS:

A. THE ROOF IS DESIGNED FOR A LIVE LOAD OF 20 PSF OR THE ROOF IS DESIGNED FOR SNOW LOADS IN ACCORDANCE WITH THE ABOVE NOTEDCODE WITH DISTRIBUTION COEFFICIENTS APPLIED TO THE BASE LOAD AS REQUIRED. WHERE SNOW LOADS DO NOT GOVERN, MEMBERS AREDESIGNED FOR A LIVE LOAD OF 20 PSF. THE FOLLOWING COEFFICIENTS WERE USED:

1. FLAT SNOW LOAD (PF)........................................5 PSF2. SNOW EXPOSURE FACTOR (CE).......................1.03. SNOW LOAD IMPORTANCE FACTOR (I).............1.04. THERMAL FACTOR (CT).......................................1.0

B. FLOORS ABOVE GRADE HAVE BEEN DESIGNED FOR THE FOLLOWING LIVE LOADS. ALL LIVE LOADS ARE REDUCED FROM THE BASE LIVE LOADSSHOWN AS ALLOWED IN THE ABOVE REFERENCED BUILDING CODE.

CORRIDORS ABOVE FIRST FLOOR ……….………….….…….….……….40 PSFPRIVATE ROOMS..............................................................................…....40 PSFPUBLIC ROOMS…………………………………………………………………100 PSFSTAIRS, EXITWAYS……...........................................................................100 PSFLIGHT STORAGE AREA……………………………………………..…………100 PSF

C. DESIGN LOADS FOR THE ROOF SYSTEMS ARE INDICATED ON THE STRUCTURAL DRAWINGS.

D. THE STRUCTURE WAS DESIGNED FOR THE FOLLOWING WIND LOADS:1. BASIC WIND SPEED………………………..90 MPH2. WIND IMPORTANCE FACTOR (I).............1.03. WIND EXPOSURE.....................................C

E. THE STRUCTURE WAS DESIGNED FOR THE FOLLOWING SEISMIC LOADS:1. OCCUPANCY CATEGORY......................................II

………..SEISMIC IMPORTANCE FACTOR…………….…...1.02. MAPPED SPECTRAL RESPONSE ACCELERATIONS

SS...........................................................................0.123S1...........................................................................0.054

3. SITE CLASS.........................................................D4. SDS.......................................................................0.131

………...SD1.......................................................................0.0865. SEISMIC DESIGN CATEGORY...........................B6. BASIC SEISMIC FORCE RESISTING SYSTEM – LIGHT-FRAMED WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR

RESISTANCE 7. BASE SHEAR......................................................0.020 x W KIPS

8. SEISMIC RESPONSE COEFFICIENT (Cs)….....0.029. RESPONSE MODIFICATION FACTOR (R)…....6.510. ANALYSIS PROCEDURE...................................EQUIVALENT LATERAL FORCE

F. FLOORS SUPPORTED CONTINUOUSLY ON GRADE ARE NOT DESIGNED FOR ANY SPECIAL POINT LOADS. THE DESIGN LIVE LOAD FOR THE SLAB ONGRADE IS 100 PSF

G. THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. ARE THE RESPONSIBILITY OF THECONTRACTOR. THE TEMPORARY BRACING SUPPORTS FOR THE STRUCTURE SHALL REMAIN IN PLACE UNTIL PERMANENT BRACING IS IN PLACE. THESTRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTORS RESPONSIBILITY TODETERMINE ERECTION PROCEDURES AND SEQUENCE TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION.

H. THE CONTRACTOR IS TO VERIFY ALL DIMENSIONS AND COORDINATE WITH ARCHITECTURAL DRAWINGS. IMMEDIATELY NOTIFY ARCHITECT OF ANYDISCREPANCIES.

I. SHOP DRAWINGS SHALL NOT BE REVIEWED FOR APPROVAL UNLESS CHECKED BY THE FABRICATOR AND APPROVED BY THE CONTRACTOR.SUBMIT A MAXIMUM OF FOUR SETS OF DRAWINGS FOR REVIEW. ONE SET WILL BE KEPT BY OUR OFFICE.

J. SHOP DRAWINGS SHALL NOT CONTAIN DETAILS COPIED OR REPRODUCED FROM THE CONTRACT DOCUMENTS. REPRODUCTION OF THE CONTRACTDOCUMENTS SHALL RESULT IN A REJECTION OF THE SHOP DRAWINGS.

K. TRC IS NOT RESPONSIBLE FOR THE DESIGN AND DETAILING OF LOUVERS, SUNSHADES, GATES, RAILS AND OTHER NOT-STRUCTURAL ELEMENTSUNLESS SPECIFICALLY SHOWN IN THE STRUCTURAL CONTRACT DOCUMENTS.

SPECIAL INSPECTION:

A. SPECIAL INSPECTIONS ARE REQUIRED PER THE ABOVE REFERENCED CODE FOR THE FOLLOWING PORTIONS OF CONSTRUCTION.1. CONCRETE2. BOLTS INSTALLED IN CONCRETE3. REINFORCING STEEL4. STRUCTURAL WELDING AND BOLTING5. STRUCTURAL MASONRY

FOUNDATION DESIGN INFORMATION:

A. THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS CONTAINED IN THE SOILS REPORT ENTITLED"GEOTECHNICAL ENGINEERING REPORT – COUNTRY INN AND SUITES HOTEL CANTON, TEXAS"DATED SEPTEMBER 29, 2015 BY AUCKLAND CONSULTING, LLC.

B. IT IS IMPERATIVE THAT THE CONTRACTOR OBTAIN, READ, AND UNDERSTAND THE REPORT. ALL RECOMMENDATIONS WITHIN THE REPORT SHOULDBE FOLLOWED.

C. ASSUMED SAFE SUBGRADE BEARING CAPACITIES LISTED BELOW SHALL BE CONFIRMED IN THE FIELD BY A REGISTERED GEOTECHNICAL ENGINEER:

ISOLATED SPREAD FOOTINGS.....................1500 PSFCONTINUOUS FOOTINGS..............................1500 PSF

D. ASSUMED SUBGRADE MODULUS FOR SLAB ON GRADE DESIGN IS 100 PCI. PROPER PREPARATION OF THE SUBGRADE AND SUBSEQUENT MONITORING BYA REGISTERED GEOTECHNICAL ENGINEER IS CRITICAL FOR THE PERFORMANCE OF THE SLAB ON GRADE.

E. WALLS RETAINING EARTH ARE DESIGNED FOR LATERAL EARTH PRESSURE OF 100 PCF. BACKFILL ALL WALLS WITH FREE DRAINING CRUSHED STONE.PROVIDE A DRAIN SYSTEM THAT IS PART OF THE STRUCTURE.

F. FOUNDATION WALLS WITHOUT CANTILEVERED FOOTINGS SHALL NOT BE BACKFILLED UNTIL SHORED OR PERMANENTLY SUPPORTED AT THE TOPOF THE WALL.

G. FOOTINGS ARE TO BEAR ON FIRM UNDISTURBED EARTH, APPROVED CONTROLLED FILL, WEATHERED ROCK, OR SOUND ROCK.

H. WHERE UNACCEPTABLE MATERIAL OCCURS, EXCAVATE AND REPLACE WITH ENGINEERED FILL OR MATERIAL NOTED IN GEOTECHNICAL REPORT.

I. THE REGISTERED GEOTECHNICAL ENGINEER IN THE FIELD SHALL VERIFY THAT ALL SITE PREPARATION FILL OPERATIONS AND BEARING CONDITIONCOMPLY WITH THE SOILS REPORT.

REINFORCED CONCRETE AND CONCRETE REINFORCEMENT:

A. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS (F'C) SHALL BE AS FOLLOWS:FOOTINGS..............................................................3000 PSIINTERIOR SLAB ON GRADE.................................3000 PSIALL OTHER CONCRETE........................................4000 PSI

B. CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.45. ALL CONCRETE SUBJECTED TODEICERS AND/OR REQUIRED TO BE WATERTIGHT SHALL HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.45. PROVIDE ENTRAINED AIR AS PER ACI 318.

C. ALL PIPE PENETRATIONS THROUGH SLABS SHALL BE SLEEVED, UNLESS OTHERWISE NOTED.

D. ALL CONCRETE SHALL BE VIBRATED BY MECHANICAL VIBRATORS.

E. NO REPAIR OR RUBBING OF THE CONCRETE SURFACES SHALL BE MADE PRIOR TO INSPECTION BY AND WITH THE APPROVAL OF THE ARCHITECT.

F. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60.

G. ALL LAP SPLICES FOR REINFORCING BARS SHALL BE "CLASS B", UNLESS NOTED OTHERWISE. LAP WWFA MINIMUM OF 6".

H. CONCRETE PLACEMENT SHALL NOT TAKE PLACE UNTIL INSPECTION BY AUTHORIZED AGENT OF THE ARCHITECT.

I. CLEAR COVER DISTANCE FOR REINFORCING STEEL SHALL BE PROVIDED AS FOLLOWS (UNLESS NOTED OTHERWISE).

FOOTINGS............................................................3" BOTTOM AND SIDESDRILLED PIERS....................................................3" CLEAR OF TIESBELLED PIERS.....................................................3" CLEAR OF TIESPILE CAPS............................................................3" BOTTOM AND SIDES, 2" TOPGRADE BEAMS.....................................................3" BOTTOM AND SIDES, 2" TOPWALLS...................................................................11/2"PEDESTAL............................................................11/2" CLEAR OF TIESCOLUMNS.............................................................11/2" CLEAR OF TIESBEAMS..................................................................11/2" CLEAR OF TIESGIRDERS IN JOIST FLOOR SYSTEM…………....21/4" CLEAR OF TIESGIRDERS...............................................................11/2" CLEAR OF TIESWIDE MODULE JOISTS.......................................11/2" TOP, BOTTOM AND SIDESSLABS................................................................... 3/4"

MAXIMUM DEVIATION IN BAR PLACEMENT SHALL BE PLUS OR MINUS 1/4" FOR SECTION 10" OR LESS AND 1/2" FOR SECTION OVER 10" THICK. SEE ACI 318SECTION 2.7.1 FOR CONDITIONS NOT LISTED.

STRUCTURAL STEEL, AND STEEL STAIRS:

A. STRUCTURAL STEEL

1. ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE AISC "SPECIFICATIONS FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION.

2. ALL STRUCTURAL STEEL WIDE FLANGE MEMBERS SHALL BE ASTM A572 OR ASTM A992, GRADE 50. OTHER MISCELLANEOUS SHAPES SHALL BE ASTM-36, UNLESS NOTED OTHERWISE.

3. STRUCTURAL TUBING SHALL CONFORM TO ASTM A-500, GRADE B, UNLESS NOTED OTHERWISE. CIRCULAR STRUCTURAL PIPING SHALL BE ASTM A53, GRADE B.

4. STEEL FRAMING CONNECTIONS SHALL BE BOLTED OR WELDED. BOLTS SHALL BE 3/4" DIAMETER MINIMUM AND SHALL BE ASTM A-325 BEARING TYPE CONNECTION, UNLESS NOTED OTHERWISE. BOLTS IN MOMENT CONNECTIONS, X-BRACES, SKYLIGHT FRAMES, OR OTHER LOCATIONS NOTED SHALL BE INSTALLED WITH APPROVED DIRECT TENSION INDICATORS, OR BE APPROVED INDICATOR BOLTS. BOLTS IN TYPICAL SHEAR CONNECTIONS SHALL BE SNUG TIGHT ONLY.

5. ANCHOR BOLTS SHALL BE ASTM A-307 OR F1554, Fy = 36 KSI.

6. FRAMED BEAM CONNECTIONS SHALL DEVELOP THE REACTION SHOWN FOR THE ENDS OF BEAMS ON STRUCTURAL PLANS. IN NO CASE SHALLTHE LENGTH OF THE FRAMED CONNECTION BE LESS THAN 1.2 (OR 1.4 FOR COMPOSITE BEAMS) THE ALLOWABLE UNIFORM LOAD FOR LATERALLY SUPPORTED BEAMS AS SHOWN IN PART 2 OF THE AISC MANUAL.

7. WELDS SHOWN ON THE STRUCTURAL DRAWINGS ARE THE MINIMUM REQUIRED BY DESIGN. THE FABRICATORS DRAWINGS SHALL SHOW WELDS AND THEY SHALL CONFORM TO A.W.S. SPECIFICATIONS. ALL WELDING SHALL BE DONE WITH E-70 SERIES ELECTRODES. MINIMUM WELD SIZE SHALL BE 3/16".

8. PAINT ALL STRUCTURAL STEEL WITH A HIGH GRADE RUST-INHIBITING PRIMER. USE RED OXIDE PRIMER UNLESS OTHERWISE NOTED. THE COMPATIBILITY OF PRIMER AND ANY TOP COAT SHALL BE VERIFIED BEFORE ANY PAINTING IS STARTED. TOUCH-UP ALL EXPOSED STEEL AFTER FIELD INSTALLATION. ALL STRUCTURAL STEEL WHICH IS EXPOSED TO THE ELEMENTS SHALL RECEIVE TWO COATS OF EXTERIOR ENAMEL WHICH IS COMPATIBLE TO THE PRIMERED SURFACE. DO NOT PAINT STEEL TO RECEIVE SPRAYED-ON FIREPROOFING.

9. ALL STEEL EXPOSED TO WEATHER IN THE COMPLETE STRUCTURE SHALL BE COATED WITH A ZINC RICH PRIMER.

10. DETAILS AND CONNECTIONS COMPLETELY DETAILED IN THE CONTRACT DOCUMENTS SHALL NOT BE ALTERED WITHOUT WRITTEN APPROVAL BY THE ENGINEER OF RECORD.

11. STEEL CONNECTIONS NOT SPECIFICALLY DETAILED IN THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR. THIS DESIGNSERVICE SHALL BE INCLUDED IN THE CONTRACTOR’S SCOPE OF SERVICES. SHOP DRAWINGS OF SUCH CONNECTIONS SHALL BE SEALED BYAN ENGINEER LICENSED IN THE PROJECT STATE.

B. STEEL STAIRS

1. RAILINGS, POSTS, AND CONNECTIONS SHALL BE CAPABLE OF RESISTING A HORIZONTAL LOADING OF 50 PLF OR 200 LBS. APPLIED AT TOP RAILWITHOUT EXCEEDING ALLOWABLE STRESSES INCREASED BY ONE-THIRD. MAXIMUM SPACING OF 1~8"∅ STD. STEEL PIPE POSTS SHALL BE4'-0". DESIGN OF RAILS, POSTS, AND CONNECTIONS SHALL BE THE RESPONSIBILITY OF THE STAIR MANUFACTURER. SUBMIT SIGNED AND STAMPED CALCULATIONS WITH SHOP DRAWINGS.

2. STEEL STAIR WITH CONCRETE FILLED STEEL PAN OR PRECAST CONCRETE TREADS: SEE ARCHITECTURAL DRAWINGS FOR STAIR DIMENSIONSAND LOCATIONS. STAIR MANUFACTURER SHALL SUBMIT SIGNED AND STAMPED STRUCTURAL CALCULATIONS FOR STAIR MEMBERS AND CONNECTIONS WITH STAIR SHOP DRAWINGS FOR REVIEW. STAIR SHOP DRAWINGS SHALL INDICATE ALL CONNECTIONS TO BUILDING STRUCTURE, INCLUDING CONNECTORS EMBEDDED IN CONCRETE.

EXTERIOR LIGHT-GAUGE METAL FRAMING:

A. STRUCTURAL PROPERTIES OF STUDS SHALL BE COMPUTED IN ACCORDANCE WITH AISI "SPECIFICATION FOR DESIGN OF COLD-FORMEDSTEEL STRUCTURAL MEMBERS".

1. MAXIMUM ALLOWABLE HEIGHTS BASED ON CONTINUOUS SUPPORT OF EACH FLANGE OVER THE FULL LENGTH OF THE STUD.2. YIELD STRESS OF STEEL 33KSI.3. (*) - SPACE STUDS AT 12" MAX. WITHIN 15'-0" OF BUILDING CORNERS.

B. VERTICAL STUDS SUPPORTING FRAMING MEMBERS SHALL BE 100% END BEARING.

C. PROVIDE COLD-ROLLED BRACING FOR ALL VERTICAL LOAD BEARING STUDS AT 48" ON CENTER MAXIMUM. PROVIDE SIMPSON STRONG-TIE TYPE TB BRIDGING AT 8'-0" ON CENTER MAXIMUM FOR ALL JOIST FLOOR FRAMING.

D. VERTICAL STUDS INTERRUPTED BY WALL OPENINGS SHALL BE LOCATED EQUALLY ON EACH SIDE OF THE OPENING. WELD STUDFLANGES TOGETHER WITH FILLET WELDS AT 6".

E. PROVIDE SHOP DRAWINGS SHOWING PLANS, ELEVATIONS, AND CONNECTION DETAILS FOR ALL LIGHT-GAUGE FRAMING.

WOOD FRAMING:

A. GENERAL:

1. ALL WOOD SILLS ARE TO BE 2X PRESSURE-TREATED SOUTHERN YELLOW PINE (SYP.), WITH BOLTS PLACED NOT MORE THAN 9" FROM ENDS OF SILL PIECES AND NOT OVER 4'-0" ON CENTER BETWEEN BOLTS. VEE NOTCHES IN SILL ARE CONSIDERED ENDS.

2. EXCEPT WHERE OTHERWISE NOTED, ALL STUDS SHALL BE 2x6 AT 16" ON CENTER.

3. PROVIDE CONTINUOUS 2X STUD WIDTH BLOCKING BETWEEN STUDS AT MID-HEIGHT OF STUDS SO SPACED THAT UNBRACED LENGTH OF STUDS DOES NOT EXCEED 10'-0".

4. LAP WALL PLATES AT CORNERS AND INTERSECTIONS.

5. PROVIDE 2X SOLID BLOCKING BETWEEN JOISTS OR RAFTERS OVER SUPPORTS.

6. WINDOW AND DOOR FRAMES SHALL BE FIRMLY SECURED IN PLACE BY BLOCKING BETWEEN JAMS AND ROUGH OPENINGS AT TOP AND BOTTOM AND AT A MAXIMUM INTERVAL OF 24" BETWEEN BLOCKING BEING NAILED TO ROUGH FRAME WITH 2 NAILS SET 1/8".

7. BOLT HOLES IN WOOD OR STEEL SHALL BE 1/32" LARGER THAN BOLT SIZE EXCEPT THAT IN SINGLE BOLT CONNECTIONS THE BOLT HOLE MAY BE 1/16" LARGER THAN THE BOLT SIZE.

8. ALL NUTS SHALL BE TIGHTENED WHEN PLACED AND RE-TIGHTENED AT COMPLETION OF JOB OR WHEN FINISH IS APPLIED.

9. ALL CABINETS, LOCKERS, ETC., SHALL BE FIRMLY SECURED IN PLACE BY 4-8D MINIMUM BOX NAILS PER STUD THROUGH PLYWOOD BACK EXCEPT IF CABINETS ARE WALL HUNG #12 WOOD SCREWS SHALL BE USED IN PLACE PENETRATING THE STUDS 2" MINIMUM (SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL ANCHORAGE).

B. NAILING NOTES:

1. ALL NAILS FOR STRUCTURAL WORKS SHALL USE COMMON WIRE NAILS UNLESS NOTED OTHERWISE.

2. NAIL HOLES SHALL BE SUB-DRILLED WHERE NECESSARY TO PREVENT SPLITTING WOOD.

3. NAILING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE NOTED ABOVE.

C. MINIMUM LUMBER GRADES:

1. ALL PLYWOOD TO BE STRUC II, CDX (UNLESS NOTED OTHERWISE).

2. ALL STUD WALLS SHALL BE SPRUCE PINE FIR #2.

3. ALL JOISTS, RAFTERS, LEDGERS, BAND JOISTS, RIDGES, VALLEYS, HIPS, BRACES, ETC., TO BY S.Y.P. #2.

4. ALL POSTS, BEAMS, HEADERS, ETC., TO BE S.Y.P. #2.

D. ROOF/FLOOR TRUSS FABRICATION:

1. DESIGN ALL ROOF TRUSSES AND FRAMING MEMBERS FOR LOADS SHOWN ON THE FRAMING PLANS. DESIGN TRUSSES FOR THE LIVE LOADS AND WINDLOADS SPECIFIED IN THE REFERENCED CODE. SUBMIT SHOP DRAWINGS SIGNED AND STAMPED BY A REGISTERED STRUCTURAL ENGINEER IN THESTATE IN WHICH THE PROJECT IS LOCATED. DESIGN ALL CONNECTIONS OF FRAMING MEMBERS TO EACH OTHER AND TO THE REST OF THE STRUCTURE FOR CODE LOADS.

2. ALL TRUSSES AND OTHER ROOF STRUCTURAL COMPONENTS SHALL BE FABRICATED IN A PROPERLY EQUIPPED MANUFACTURING FACILITY OF A PERMANENT NATURE. THEY SHALL BE MANUFACTURED BY EXPERIENCED WORKMEN, USING PRECISION CUTTING AND TRUSS ASSEMBLY METHODS UNDER THE DIRECT SUPERVISION OF A QUALIFIED FOREMAN. ALL TRUSSES SHALL BE FABRICATED UNDER THE STRICT RULES OF THE TRUSS PLATE INSTITUTE (TPI).

3. THE QUALIFIED COMPONENT MANUFACTURER MUST BE A MEMBER OF THE TRUSS PLATE INSTITUTE AND PARTICIPATE IN THE QUALITY CONTROL TEST CRITERIA PROGRAM, OR DEMONSTRATE TO THE ARCHITECT OR HIS ENGINEER THE QUALITY ASSURANCE PROGRAM COMPARABLE TO THE TPI TESTING CRITERIA PROGRAM. THAT QUALITY ASSURANCE PROGRAM MUST INCLUDE, BUT NOT LIMITED TO THEINSPECTION OF ALL PHASES OF PRESSES OR ROLLERS, FABRICATION PROCEDURES AND COMPUTER DESIGN PROGRAMS SPECIFICALLY RELATING TO THE SPECIFIC TRUSS BEING FABRICATED FOR THE PROJECT AS APPROVED IN THE TRUSS DESIGN CALCULATION OR PRINTOUT.

4. ALL TRUSS MEMBERS SHALL BE ACCURATELY CUT TO LENGTH AND ANGLE FROM STRAIGHT LUMBER TO ASSURE TIGHT JOINTS FOR FINISHED TRUSS. PROVIDE CONTINUOUS IN-PLANT INSPECTION OF PRE-FABRICATED TRUSSES.

5. ALL TRUSS MEMBERS AND CONNECTOR PLATES SHALL BE PROPERLY PLACED IN JIGS AND MEMBERS TIGHTLY CLAMPED IN PLACE, REMAINING IN THE POSITION UNTIL A CONNECTOR PLATE HAS BEEN PRESSED OR ROLLED IN THE LUMBER SIMULTANEOUSLY ON BOTH SIDES OF THE JOINTS.

6. DEAD LOAD CHAMBER SHALL BE BUILT INTO THE TRUSSES, AS NOTED ON THE ENGINEERING TRUSS DESIGNS, BY PROPERLY POSITIONING THE MEMBERS IN THE FABRICATING JIG.

7. ALL LUMBER USED IN TRUSSES SHALL HAVE A MOISTURE CONTENT OF NOT LESS THAN 11.1 AND NOT MORE THAN 19.1 AT THE TIME OF FABRICATION.

E. ROOF/FLOOR TRUSS HANDLING AND ERECTION:

1. FABRICATED TRUSSES AND SUBASSEMBLIES SHALL BE HANDLED WITH CARE SO THAT THEY ARE NOT SUBJECT TO DAMAGE. IF THE TRUSSES ARE TO BE STOCKPILED OR STORED PRIOR TO ERECTION, THEY SHALL BE SET IN THE HORIZONTAL POSITION, RESTING UPON TEMPORARY BEARING SUPPORTS AND BRACED SO THAT THEY WILL BE SUBJECTED TO NO UNUSUAL BENDING OR BREAKING.

2. DURING ERECTION, CARE SHALL BE EXERCISED TO KEEP HORIZONTAL BENDING OF THE TRUSSES TO MINIMUM. CARE MUST BE TAKEN TO INSTALL TRUSSES RIGHT SIDE UP AND TO HAVE TRUSSES POSITIONED AT THEIR RESPECTIVE BEARING POINTS AS INDICATED ON THE TRUSS DRAWINGS.

3. THE PERMANENT STRUCTURAL CROSS-BRACING, TO ENSURE THE OVERALL RIGIDITY OF THE TRUSS SYSTEM, SHALL BE IN ACCORDANCE WITH THE ARCHITECTURAL PLANS OF THE BUILDING STRUCTURE.

4. PROPER ERECTION BRACING SHALL BE INSTALLED TO HOLD THE TRUSSES TRUE AND PLUMB AND IN A SAFE CONDITION UNTIL PERMANENT TRUSS BRACING AND BRIDGING CAN BE SOLIDLY NAILED IN PLACE TO FORM A STRUCTURALLY SOUND FRAMING SYSTEM. ALL ERECTION AND PERMANENT BRACING SHALL BE INSTALLED AND ALL COMPONENTS PERMANENTLY FASTENED BEFORE THE APPLICATION OF ANY LOADS TO THE TRUSSES.

5. ALL PRE-FABRICATED WOOD TRUSSES ARE TO BE INSTALLED IN ACCORDANCE WITH BRACING WOOD TRUSSES COMMENTARY (BWT-76) OR HFT-80, AS PUBLISHED BY THE TRUSS PLATE INSTITUTE.

6. FIELD ERECTION OF THE TRUSSES, INCLUDING ITEMS SUCH AS PROPER HANDLING, SAFETY PRECAUTIONS, TEMPORARY BRACING TO PREVENT TOPPLING OR DOMINOING OF THE TRUSSES DURING ERECTION, AND ANY OTHER SAFEGUARDS OR PROCEDURES CONSISTENT WITH GOOD WORKMANSHIP AND GOOD BUILDING ERECTION PRACTICES, SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND/OR THE FRAMING SUBCONTRACTOR.

7. FRAMING ANCHORS AND/OR TRUSS HANGERS SHALL BE SPREAD OUT OVER THE TRUSS AS NOT TO CAUSE MEMBERS STRESS BEYOND THE LIMITS OF THE UNIT DESIGN IN THE MEMBERS.

8. TEMPORARY CONSTRUCTION LOADS SHOULD BE SPREAD OUT OVER THE TRUSS MEMBERS SO AS NOT TO CAUSE MEMBER STRESSES BEYOND THE LIMITS OF UNIT DESIGN.




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CANTON, TX

S0.1

STRUCTURAL GENERAL NOTES


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GENERAL:

THIS STRUCTURAL QUALITY ASSURANCE PLAN IDENTIFIES THE RESPONSIBILITIES OF THE

CONTRACTOR AND THE SPECIAL INSPECTOR IN PERFORMING THE TESTING AND

INSPECTION OF THE WORK REQUIRED BY CHAPTER 17 OF THE BUILDING CODE THAT IS

WITHIN THE SCOPE OF THE STRUCTURAL ENGINEERING SERVICES FOR THIS PROJECT.

REFER TO OTHER PORTIONS OF THE CONSTRUCTION DOCUMENTS FOR TESTING AND

INSPECTIONS REQUIRED OF ARCHITECTURAL, MECHANICAL, ELECTRICAL, OR OTHER

BUILDING COMPONENTS.CONTRACTOR RESPONSIBILITIES:

THE CONTRACTOR SHALL SUBMIT TO THE BUILDING OFFICIAL AND THE ARCHITECT A

WRITTEN STATEMENT OF RESPONSIBILITIES THAT CONTAIN THE FOLLOWING:

1. ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED

WITHIN THIS STRUCTURAL QUALITY ASSURANCE PLAN.

2. ACKNOWLEDGEMENT THAT CONTROL SHALL BE EXERCISED TO OBTAIN CONFORMANCE

WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL.

3. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION,

THE METHOD AND FREQUENCY OF REPORTING, AND THE DISTRIBUTION OF REPORTS.

4. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL

AND THEIR POSITION(S) IN THE ORGANIZATION

THE STRUCTURAL TESTING/INSPECTION AGENCY THAT IS TO ACT AS THE SPECIAL

INSPECTOR WILL BE HIRED BY THE OWNER. CONTRACTOR SHALL PAY FOR ANY

ADDITIONAL STRUCTURAL TESTING/INSPECTION REQUIRED FOR WORK OR MATERIALS NOT

COMPLYING WITH THE CONSTRUCTION DOCUMENTS DUE TO NEGLIGENCE OR

NONCONFORMANCE AND SHALL PAY FOR ANY ADDITIONAL STRUCTURAL

TESTING/INSPECTION REQUIRED FOR HIS CONVENIENCE.

CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THE SPECIAL INSPECTOR IS PRESENT

FOR ALL WORK REQUIRING SPECIAL INSPECTION. ANY WORK THAT REQUIRES SPECIAL

INSPECTION AND IS PERFORMED WITHOUT THE SPECIAL INSPECTOR PRESENT IS SUBJECT

TO BEING DEMOLISHED AND RECONSTRUCTED.

CONTRACTOR HAS THE FOLLOWING RESPONSIBILITIES TO THE SPECIAL INSPECTOR:

1. PROVIDE COPY OF CONSTRUCTION DOCUMENTS TO THE SPECIAL INSPECTOR.

2. NOTIFY THE SPECIAL INSPECTOR SUFFICIENTLY IN ADVANCE OF OPERATIONS TO

ALLOW ASSIGNMENT OF PERSONNEL AND SCHEDULING OF TESTS.

3. COOPERATE WITH SPECIAL INSPECTOR AND PROVIDE ACCESS TO WORK.

4. PROVIDE SAMPLES OF MATERIALS TO BE TESTED IN REQUIRED QUANTITIES.

5. PROVIDE STORAGE SPACE FOR THE SPECIAL INSPECTOR'S EXCLUSIVE USE, SUCH AS

FOR STORING AND CURING CONCRETE TESTING SAMPLES.

6. PROVIDE LABOR TO ASSIST THE SPECIAL INSPECTOR IN PERFORMING

TESTS/INSPECTIONS.

SPECIAL INSPECTOR RESPONSIBILITIES:

SPECIAL INSPECTOR SHALL MAINTAIN RECORDS OF INSPECTIONS IN ACCORDANCE WITH

CHAPTER 17 OF THE BUILDING CODE AND SHALL DISTRIBUTE THESE RECORDS TO THE

BUILDING OFFICIAL, ARCHITECT, AND STRUCTURAL ENGINEER ON A WEEKLY BASIS. AT THE

CONCLUSION OF THE PROJECT THE SPECIAL INSPECTOR SHALL SUBMIT A WRITTEN

STATEMENT THAT THE SPECIAL INSPECTIONS DURING CONSTRUCTION HAVE COMPLIED WITH

THIS STRUCTURAL QUALITY ASSURANCE PLAN AND THAT ANY DISCREPANCIES NOTED DURING

CONSTRUCTION HAVE BEEN CORRECTED.

VERIFY ITEMS PER IBC SECTION 1704.7 REFERENCED STANDARDS, AND AS OUTLINED BELOW:

ITEM FREQUENCY SCOPE

1. REINFORCINGSTEEL

PERIODICALLY INSPECTION OF REINFORCING STEEL AND PLACEMENT.

INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCEWITH IBC 1704.3. SER APPROVAL SHALL BE OBTAINED PRIORTOWELDING OF REINFORCING STEEL, UNLESS DETAILED ONDRAWINGS.

VERIFY MILL CERTIFICATES FOR REINFORCINGSTEELHAVE BEEN SUBMITTED FOR RECORD TO EOR.

INSPECTION OF CAST IN PLACE BOLTS AND EMBEDS PRIORTOPLACING CONCRETE.CONTINUOUS INSPECTION OF BOLTS INSTALLED IN CONCRETE PRIORTO AND DURING PLACEMENT IS NOT REQUIRED, BECAUSE ALLOWABLELOADS HAVE NOT BEEN INCREASED IN ACCORDANCE WITH IBC 1912.5.

VERIFY USE OF REQUIRED MIX DESIGNS FOR EACH TYPEOFCONCRETE.

VERIFY REINFORCEMENT SIZE, QUANTITY, GRADE,SPACING, SPLICING AND MINIMUM COVERREQUIREMENTS OF THE CONTRACT DOCUMENTSAREMET.

2. BOLTS ANDEMBEDDED ITEMS

3. MIX DESIGNS PERIODICALLY

FRESH CONCRETE SAMPLING AND PERFORMING SLUMP, AIRCONTENT AND DETERMINING THE TEMPERATURE OF FRESHCONCRETE AT THE TIME OF MAKING SPECIMENS FORSTRENGTHTESTS.

4. CONCRETE SAMPLING, TESTING AND PLACEMENT

CONTINUOUSLY

INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION ANDTECHNIQUES.

INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATUREAND TECHNIQUES.

5. CURING PERIODICALLY

SIZES OF CONCRETE STRUCTURAL ELEMENTS ARE SIZED IN ACCORDANCEWITH THE CONTRACT DOCUMENTS.

6. MEMBERS PERIODICALLY


VERIFY ANCHOR DIAMETER AND EMBEDMENT.

VERIFY THAT INSTALLATION IS IN ACCORDANCE WITH MANUFACTURER'SINSTRUCTIONS.

2. INSTALLATION PERIODICALLY

1. FASTENERS PERIODICALLY

PERIODICALLY

PERIODICALLY

PERIODICALLY

CONTINUOUSLY

CONTINUOUSLY

CONTINUOUSLY

STRUCTURAL QUALITY ASSURANCE PLAN

SPECIAL INSPECTIONS FOR MECHANICAL FASTENERS:

SPECIAL INSPECTIONS FOR CAST IN PLACE CONCRETE:

VERIFY ITEMS PER IBC SECTION 1704.7 AND AS OUTLINED BELOW:


1. SITE PREPARATION PERIODICALLY VERIFY SITE PREPARATION COMPLIES WITH APPROVED SOILS REPORTAND CONTRACT DOCUMENTS.

2. STRUCTURAL FILL VERIFY PLACEMENT COMPACTION OF FILL MATERIALS COMPLIESWITHAPPROVED SOILS REPORT AND CONTRACT DOCUMENTS.VERIFY DRY-DENSITY OF COMPACTED FILL COMPLIES WITH APPROVEDSOILS REPORT AND CONTRACT DOCUMENTS.

3. BEARING CAPACITY VERIFY SOILS ENGINEER HAS APPROVED DESIGN-BEARING CAPACITY

CONTINUOUSLY

CONTINUOUSLY

PERIODICALLY

SPECIAL INSPECTIONS FOR SOILS:

SPECIAL INSPECTIONS FOR WOOD:

VERIFY ITEMS PER IBC SECTION 1704.6 AND AS OUTLINED BELOW:


1. PRODUCTS VERIFY WOOD PRODUCTS BY OFFICIAL GRADE MARK

2. TRUSSCONNECTIONS

VERIFY TRUSS AND TRUSS CONNECTIONS ARE NOT DAMAGED

4. TRUSS ANCHORAGE VERIFY TRUSS ANCHORAGE DETAILS AT ALL SUPPORT POINTS

CONTINUOUSLY

CONTINUOUSLY

3. TRUSS BEARINGLENGTHS

VERIFY LENGTHS AT ALL SUPPORTSCONTINUOUSLY

5. TRUSSARRANGEMENT

VERIFY TRUSS ARRANGEMENT AND INSTALLATION IS INACCORDANCE WITH TRUSS SHOP DRAWINGS AND CONTRACT DOCUMENTS.

CONTINUOUSLY

CONTINUOUSLY




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CANTON, TX

S0.2

QUALITY ASSURANCE PLAN


12-0

4-2

015

3 3

3

3 333

2 222

3 333

1

1

1 1

2

2

2

3 3

3

2

2

2 2

2

2

2 2

2

2

2

2

22

2

3

3

3

3

3

3

3

3

3

3

3

2 2

2 2

3

223 3

23

2

3

2

3 2

2

3 2

2 2

3 2 323

2

TYP

'a'

TY

P

'a'

1

1

1 1

3 2 3

22 1




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4000 M

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CANTON, TX

S0.3

WIND PRESSURE DIAGRAMS & TABLES


12-0

4-2

015

1" = 10'-0"S0.3

1 ROOF WIND PRESSURE DIAGRAM

S0.3

2 WALL WIND PRESSURE DIAGRAM

2-#4 x 4'-0" LONG 1" CLEARFROM TOP OF SLAB (TYP)

NOTE: DO NOT PLACERE-ENTRANT BARS ATCONTROL JOINT LOCATIONS.

SLAB EDGE

CONC. SLAB ON GRADE

PLAN INTERSECTION PLAN CORNER

SEE FTG SECTION FORREINFORCEMENT(TYPICAL)

WID

TH

FT

G

ELEVATION STEPS

DE

PT

HF

TG

MA

X

2' -

0"

MAX

2' - 0" LAP

MAX

2' - 0" LAP

4' - 0" MINBETWEEN STEPS

CORNERS ENTRY COLUMN

NOTE:IT IS IMPERATIVE THAT THE CONTRACTOR OBTAIN ACI-302AND UNDERSTAND SLAB CONST AND PROPER JOINTING ASDESCRIBED THERE IN SEE NOTE #3 FOR MAXIMUM SPACING. (TYP)

CJ CJ

CJ

CJ

CJ

CJ

CJ

CLEAR B

ASE PLA

TE

AS REQ

D TO

CONTRACTION ORCONSTRUCTION JOINT

COLUMN

ISOLATION JOINTAT COLUMN

~~

~

~

EDGE OF SLAB

CLEAR B

ASE PLA

TE

AS REQ

D TO

ISOLATION JOINT AT COLUMN

CONTRACTION ORCONSTRUCTION JOINTS

INTERIOR COLUMN EXTERIOR COLUMN

ALTERNATE ISOLATION JOINTS AT COLUMNS(AT CONTRACTORS OPTION)

COLUMN

~~

~

~

EDGE OF SLAB

2-#4 AT EACH CORNEROF COLUMN TYP

INTERIOR COLUMN EXTERIOR COLUMN

FELT WRAPPED COLUMNS

MIN

3"

MIN

3"

CONTRACTION ORCONSTRUCTION JOINT -SEEDETAIL 5/S0.3. SAW CUTCONTRACTION JOINTS INTOTOOLED JOINTS BETWEENCOLUMNS (TYP.)

15# FELT COLUMN WRAP

TOOLED JOINT MIN 1'-0"FROM FACE OF COLUMN ATCONTRACTION JOINTS (TYP)

2-#4 AT EACH CORNEROF COLUMN TYP

15# FELT COLUMN WRAP

12

NOTE:THESE DETAILS DO NOT APPLY IF TOP OF PIPE ISMORE THAN 8" BELOW BOTTOM OF GRADE BEAM

#3 BARS @ 12" C/C

KEEP 6" MIN. OFCONCRETE ALLAROUND

(4) #3 BARS TRANSVERSE

PIPE SLEEVE 3" LARGERTHAN PIPE DIAMETER

12

TOP OF SLEEVE DOES NOT INTERRUPT REINFORCING

PROVIDE DEEPENEDGRADE BEAM AT PIPE

TOP OF SLEEVE INTERRUPTS BOTTOM REINFORCING

KEEP 6" MIN. OFCONCRETE ALL AROUND

(4) #3 BARS TRANSVERSE

BARS TO MATCH GRADEBEAM REINFORCING

PIPE SLEEVE 3" LARGERTHAN PIPE DIAMETER

PROVIDE DEEPENEDGRADE BEAM AT PIPE

LOOSE INSULATION

12" LEG (TYP.) CONT. WALL FOOTINGREINFORCING - SEE SCHEDULE

12" LEG (TYP.) CONT. GRADE BEAMREINFORCING - SEESCHEDULE

LOOSE INSULATION

CONSTRUCTION JOINT DETAIL ATSTOP AND START OF EACH POUR

SEE PLAN

NOTE:1) CONTRACTION JOINTS ARE TO BE SOFTOR TOOLED CUT IMMEDIATELY AFTERCONCRETE PLACEMENT

2) IN CORRIDORS, SPACING OF CONTROLJOINT NOT TO EXCEED 10'-0".

VAPORBARRIER

VAPORBARRIER

CONSTRUCTIONKEY SEE SPECS

SEE PLAN

1/8" SAW CUT

PL

AN

SE

ET

HIC

KN

ES

S1

/4 O

F S

LA

B

MAXIMUM SPACING OF CONTROL JOINTS

SLAB THICKNESS (IN)

5"

SPACING (FT)

6"

8"

10'-0"

15'-0"

15'-0"

2' - 0"

2' - 0" 2' - 0"

2' - 0"

SE

E S

CH

ED

UL

EF

OO

TIN

G D

EP

TH

MATCH FTGREINFORCING

MA

X

2' -

0"

THICKENED SLAB

STRIP FTG,STEP AS REQD

PIPE (SEE PLUMBING DRAWINGS)

NOTE: GENERAL CONTRACTOR SHALLCOORDINATE PLUMBING LOCATIONS WITHPLUMBING DRAWINGS.

CONC SLAB,SEE PLAN

WOOD STAIRSTRINGERBY STAIRSUPPLIER

2-#5 CONT

L3x3x1/4 X 6" WITH 2-1/2"Ø LAG SCREWAND 1/2"Ø EXP ANCHOR(4" EMBEDMENT MIN)

8" 8"

SE

E P

LA

N




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CANTON, TX

S0.4

TYPICAL FOUNDATION DETAILS


12-0

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015

3/4" = 1'-0"S0.4

1

EXTRA REINFORCING AT RE-ENTRANT CORNERS OFSLABS ON GRADE

3/4" = 1'-0"S0.4

2 TYPICAL FOOTING SECTION 3/4" = 1'-0"S0.4

3 TYPICAL CONTROL JOINTS

3/4" = 1'-0"S0.4

4

TYPICAL ISOLATION JOINT DETAILS AT STEELCOLUMNS

3/4" = 1'-0"S0.4

10 TYPICAL PIPE SLEEVE SECTIONS 3/4" = 1'-0"S0.4

6 CONTROL JOINT DETAIL AT SLAB ON GRADE 3/4" = 1'-0"S0.4

7 TYPICAL FOOTING STEP SECTION AT PLUMBING 3/4" = 1'-0"S0.4

8 STAIR BASE CONNECTION SECTION

NOTE:REFER TO GEOTECHNICAL REPORTFOR SUB-GRADE PREPARATION.




1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 201.8 19.2

A

B

C

D

E

F

G

H

J

K

MA

TC

HL

INE

AR

EA

B

MA

TC

HL

INE

AR

EA

A

MA

TC

HL

INE

AR

EA

B

MA

TC

HL

INE

AR

EA

A

RE-ENTRANT BARSREFER TO SECTION1/S0.4 FORINFORMATION. TYP.

CJ CJ CJ

CJ CJ CJ

CJ CJ CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

FOR CONTROL JOINTSREFER TO SECTION6/S0.04, TYP.

8

S0.4

8

S0.4

ELEV

FW1

STAIR-A STAIR-B

F3F3

C1 F3C1

C1

STEP FOOTINGSEE 2/S0.4, TYP

7.1 8.9

F1CC1F1CC1

CC1 F1

CC1

FW1

FW3

FW1

FW1

FW1

FW1FW1

FW1 FW1

FW2

FW1FW1

FW2

FW1

FW1FW1

FW2

FW2

FW2

FW2

FW1

FW1

FW1

FW1

FW1

FW1

FW4

FW2

FW1

T/FTG -8"

TYP AT INT. UNO

TYP AT EXT. UNO

T/FTG -1' - 6"

1

S5.0

3

S5.0

3

S5.0

SLAB ON GRADESEE NOTE 2

FW1

FW1

FW3

FW1

FW2

FW1

FW1

FW2

FW2

FW1FW1

FW1

FW1

FW3

FW1

FW2

FW2

FW1

C3 F2 C3 F2C3 F2

C3

F2

SEE NOTE 3

FW4

FW1FW1

FW1

FW1

FW1

FW1

FW1

2' - 5" 6' - 7" 3' - 6" 12' - 6" 12' - 6" 12' - 6" 12' - 6" 12' - 6" 12' - 6" 12' - 6" 14' - 6" 12' - 6" 12' - 6" 12' - 6" 12' - 6" 12' - 6" 12' - 6" 12' - 6" 12' - 6" 12' - 6" 3' - 6" 9' - 0"

239' - 6"6

' - 0

"4

' - 0

"6

' - 0

"2

7' -

1 1

/2"

5' -

10

1/2

"2

3' -

6"

4' -

0"

29

' - 0

"6

' - 0

"

11

1' -

6"

24' - 0"

FW1

F1

C3

C3

F1

C3

C3

F2F2

FW1

0.1

T/FTG -3' - 0"

TYP.

SEE NOTE 3

C3C2C2C3

T/FTG -4' - 0"

3

S5.0

20

S5.0

19

S5.0

1

S5.0

1

S5.0

1

S5.0

2

S5.0

7

S5.0

7

S5.0

7

S5.0

7

S5.0

1

S5.0

1

S5.0

1

S5.0

1

S5.0

1

S5.0

C3

TY

P

3' -

0"

A.00

C3

10

' - 3

1/2

"1

2' -

5"

7' -

4 7

/8"

8

S5.0

9

S5.0

FW1 FW1

5

S5.0

A.01

3"

27

' - 0

1/4

"

3' -

0"

PED 1 PED 1PED 1

T/PED -8"

TYP.

STEP FOOTING AS REQ'DSEE DEATIL 2/S0.4. TYP

STEP FOOTINGSEE 2/S0.4 TYP

FW2

FW2FW2 FW2

FW2FW2FW2FW2

FW2

FW2

FW2

FW2

18

S5.0

3

S5.0

4

S5.0

4

S5.0

14

S5.0

SIM

F2

F2

15

S5.0

TYP

TYP

FW1

4

S5.0

FW1

3

S5.0

3

S5.0

4

S5.03

S5.0

6

S5.0

SIM

FW1 FW1 FW1

6

S5.0

6

S5.0

3

S5.0

4

S5.0

4

S5.0STEP FOOTINGSEE 2/S0.4

3

S5.0

STEP FOOTINGSEE 2/S0.4


FW1

19

S5.0

3

S5.0

3

S5.0

4

S5.0

4

S5.0

3

S5.0

3

S5.0

4

S5.0

4

S5.0

19

S5.0

4

S5.0

3

S5.0

4

S5.0

3

S5.0

CONT

CONT

CONTCONT

CONT

FW1

TYP

FW2

19

S5.0

FW1

FW1

T/FTG -2' - 6"

FW4FW4FW1

T/FTG -3' - 6"

T/FTG -2' - 6"

T/FTG -4' - 6"

FW4FW4 FW4 FW4

T/FTG -2' - 6"

T/FTG -2' - 6"

FW4FW4 FW4FW4

T/FTG -1' - 6"

T/FTG -1' - 6"T/FTG -1' - 6"

T/FTG -1' - 6"T/FTG -1' - 6"

T/FTG -1' - 6"

FW2

T/FTG -2' - 6"

T/FTG -2' - 6"

T/FTG -2' - 6"

T/FTG -1' - 6"

T/FTG -1' - 6"

T/FTG -2' - 6"

T/FTG -4' - 0"

T/FTG -2' - 0"

T/FTG -2' - 0"

T/FTG -3' - 6"

T/FTG -1' - 6" T/FTG -1' - 6"

T/FTG -2' - 6"

T/FTG -3' - 0"

T/FTG -3' - 0"

FW2

C3

F2

TY

P

3' -

0".

PED1

PED1

PED1

S5.024 TYP AT

FW4

7

S5.0

FW4 FW4FW4

#

-

FOUNDATION AND FIRST FLOOR PLAN NOTES:

1. FINISHED FLOOR ELEVATION = 100'-0" (SEE ARCH / CIVIL)

2. SLAB ON GRADE: 4" CONCRETE SLAB, REINFORCEDWITH WWR 6x6 - W2.1xW2.1 OVER 10 MIL VAPORBARRIER AND 4" COMPACTED FILL, REFER TO

GEOTECHNICAL REPORT FOR SUB-GRADE PREPARATION.SLOPE SLAB TO DRAIN AS REQUIRED, SEE ARCH PLANS FOR

LOCATIONS. SUPPORT WWR AT 36" EW MAX. (TYP.)

3. 5" CONCRETE SLAB WITH WWR 6x6 - W2.9xW2.9 CENTER IN SLAB. COORD. LOCATIONS WITH

ARCHITECT DRAWINGS. SEE NOTE 2 FOR ADDITIONALREQUIREMENTS. SUPPORT WWR AT 36" EW MAX. (TYP.)

4. PROVIDE SLAB CONTROL JOINTS ABOUT AN AREA OFSLAB NOT TO EXCEED 256 SQUARE FEET. IN CORRIDORS,SPACING IS NOT TO EXCEED 10'-0" (UNO). SEE 6/S0.4.

5. SEE FOOTING/FOUNDATION SCHEDULE ON S5.0 FOR SIZE AND REINFORCING.

6. SEE COLUMN SCHEDULE ON S5.0 FOR SIZE AND BASE PLATE.

7. COORDINATE AND VERIFY ALL DIMENSIONS WITHARCHITECTURAL DRAWINGS PRIOR TO BEGINNINGCONSTRUCTION.

8. CONTRACTION JOINTS ARE TO BE SOFT CUT OR TOOLEDIMMEDIATELY AFTER CONCRETE PLACEMENT.

9. (T/FTG = x'-x") REPRESENTS TOP OF FOOTINGREFERENCED FROM FINISHED FLOOR (100'-0") (GC TOVERIFY WITH FINISHED GRADE SHOWN ON CIVIL DWGS).

10. FD = FLOOR DRAIN (COORD. W/ ARCH)

11. COORDINATE ALL FOOTING ELEVATIONS WITH PLUMBINGDRAWINGS.

12. PROVIDE A MINIMUM 8" STEM WALL WITH #5 AT 12" EAWALL WHERE FOOTING DEPTH EXCEEDS 24"

13. FOR PEDESTAL SIZE AND REINFORCING, REFER TOSECTION 7/S5.0.




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CANTON, TX

S1.0

FOUNDATION & FIRST FLOOR PLAN_AREA A


12-0

4-2

015

1/8" = 1'-0"S1.0

1 FOUNDATION AND FIRST FLOOR PLAN_AREA A

N

REF.

1 21.8

A

B

C

D

E

F

G

H

J

K

0

MA

TC

HL

INE

AR

EA

B

MA

TC

HL

INE

AR

EA

A

MA

TC

HL

INE

AR

EA

B

MA

TC

HL

INE

AR

EA

A



CJ CJ CJ

CJ CJ CJ

CJ CJ CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

FOR CONTROL JOINTSREFER TO SECTION6/S0.04, TYP.

CJ CJ

CJ CJ

CJ CJ

CJ

CJ

CJ

FW1

FW1

FW2FW2

FW2

FW2

FW2

FW2

FW2

FW2

FW2FW2

FW2

FW2FW2

FW2

FW2

FW1

FW2

FW2

FW2

FW2

FW2

FW2

FW2

FW2

FW2

FW2

FW2

FW2

FW2

FW2

FW2

T/FTG -8"

TYP AT INT. UNO


T/FTG -1' - 6"

TYP AT EXT. UNO

2' - 5" 6' - 7" 3' - 6"

6' -

0"

4' -

0"

6' -

0"

27

' - 1

1/2

"5

' - 1

0 1

/2"

23

' - 6

"4

' - 0

"2

9' -

0"

6' -

0"

10

' - 0

"1

01

' - 6

"

125' - 0"

FW1

FW1

0.2

18' - 0 1/2"

0.30.5 0.40.6

6' - 0" 8' - 0" 2' - 8" 12' - 10" 51' - 6"

0.10.7

G.1

G.2

6"

22

' - 6

"6

"

4

S5.0

FW2





1

S5.0

3

S5.0

3

S5.0

18

S5.0

SIM

1

S5.0

1

S5.0

CC1

CC1

F2

F2

20

S5.0

TYP

FW1

FW1

T/FTG -2' - 6"

FW2

FW2

FW2


#

-

FOUNDATION AND FIRST FLOOR PLAN NOTES:

1. FINISHED FLOOR ELEVATION = 100'-0" (SEE ARCH / CIVIL)

2. SLAB ON GRADE: 4" CONCRETE SLAB, REINFORCEDWITH WWR 6x6 - W2.1xW2.1 OVER 10 MIL VAPORBARRIER AND 4" COMPACTED FILL, REFER TO

GEOTECHNICAL REPORT FOR SUB-GRADE PREPARATION.SLOPE SLAB TO DRAIN AS REQUIRED, SEE ARCH PLANS FOR

LOCATIONS. SUPPORT WWR AT 36" EW MAX. (TYP.)

3. 5" CONCRETE SLAB WITH WWR 6x6 - W2.9xW2.9 CENTER IN SLAB. COORD. LOCATIONS WITH

ARCHITECT DRAWINGS. SEE NOTE 2 FOR ADDITIONALREQUIREMENTS. SUPPORT WWR AT 36" EW MAX. (TYP.)

4. PROVIDE SLAB CONTROL JOINTS ABOUT AN AREA OFSLAB NOT TO EXCEED 256 SQUARE FEET. IN CORRIDORS,SPACING IS NOT TO EXCEED 10'-0" (UNO). SEE 6/S0.4.

5. SEE FOOTING/FOUNDATION SCHEDULE ON S5.0 FOR SIZE AND REINFORCING.

6. SEE COLUMN SCHEDULE ON S5.0 FOR SIZE AND BASE PLATE.

7. COORDINATE AND VERIFY ALL DIMENSIONS WITHARCHITECTURAL DRAWINGS PRIOR TO BEGINNINGCONSTRUCTION.

8. CONTRACTION JOINTS ARE TO BE SOFT CUT OR TOOLEDIMMEDIATELY AFTER CONCRETE PLACEMENT.

9. (T/FTG = x'-x") REPRESENTS TOP OF FOOTINGREFERENCED FROM FINISHED FLOOR (100'-0") (GC TOVERIFY WITH FINISHED GRADE SHOWN ON CIVIL DWGS).

10. FD = FLOOR DRAIN (COORD. W/ ARCH)

11. COORDINATE ALL FOOTING ELEVATIONS WITH PLUMBINGDRAWINGS.

12. PROVIDE A MINIMUM 8" STEM WALL WITH #5 AT 12" EAWALL WHERE FOOTING DEPTH EXCEEDS 24"

13. FOR PEDESTAL SIZE AND REINFORCING, REFER TOSECTION 7/S5.0.




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CANTON, TX

S1.1

FOUNDATION AND FIRST FLOOR PLAN _

AREA B


12-0

4-2

015

1/8" = 1'-0"S1.1

1 FOUNDATION AND FIRST FLOOR PLAN_AREA B

N

FINISH GRADE,SEE ARCH

CONC SLAB, SEE PLAN

SEE FOOTING SCHEDULE ONSHEET S5.0 FOR FOOTINGSIZE AND REINFORCING

CL

R

3"

VAPOR BARRIER

CLR3"

SE

E P

LA

N

1

1

2x6" WOOD STUD WALL

#4 AT 12" OC

MIN6"

EQ 8" EQ

PROVIDE 1-#5AT 12" MAXHORIZONTALLY

2-#5 CONTON #5 AT 24"

CONT 2x PRESSURETREATED PLATE TYP

2x6 WOOD STUDSAT 16" MAX

POWDER DRIVEN FASTENERS(POWERS 0.143" DIA WITH 1 1/2"EMBEDED INTO CONCRETE OREQUAL) AT 24"

VAPORBARRIER

CONC SLABSEE PLAN

1' - 4"

FOR FTG SIZE ANDREINFORCING SEEFOOTING SCHEDULE S5.0

3"

CL

R

3" CLRNOTE: CENTERFOOTING ON WALL

SE

E P

LA

N8

" M

IN

#6 DOWELS AT48" (ALT HOOKS)


CONC SLAB, SEE PLAN

WOOD STUD WALLBEYOND


CL

R3

"

VAPOR BARRIER

CLR3"

SE

E P

LA

N

1

1

MIN6"

#4 AT 12" OC


CLR3"

CL

R3

"

#4 TIES AT 12"

WRAP COLUMN WITH FELT

OF COL AND FTGCL

CONCRETE SLABSEE PLAN

FOR COLUMN SIZE, BASEPLATE AND ANCHOR BOLTS.SEE COLUMN SCHEDULE ONSHEET S5.0


EQ EQ

24"x24" PEDESTAL REINF.WITH 8-#8 VERT. AND #4TIES AT 12" U.N.O.

SE

E P

LA

N

8"


1/4

GR

OU

T1

1/2

"

2"

3"

3"

8- #8 VERT.

"A - A"

A A

2-#5 CONT.

8"

6" 6"

CONCRETE SLAB,SEE PLAN

CONT. PT 2x

SEE STRUCT. GENERALNOTES FOR WOOD STUDS.

VAPOR BARRIERTYP

OF COL AND FTGCL

PL

AN

SE

E

CL

R3

"

CLR3"


SEE PLAN





VE

RIF

Y W

ITH

EL

EV

AT

OR

DE

TA

ILS

#5 AT 12" EA WAYTOP AND BOTTOM

#5 DOWELS AT 12"(TYP ALL 4 WALLS)

#5 AT 12" EA WAYWITH #5 CORNER BARS(TYP ALL 4 WALLS)

1-#5 CONTTYP

CONC SLAB,SEE PLAN

1' - 6" TYP

FIN FL

SEE PLAN

SEE PLAN 8" 4' -

0"

6"

1' -

0"

CONT. PT 2xSEE STRUCT. GENERALNOTES FOR WOOD STUDS.

VE

RIF

Y W

ITH

EL

EV

AT

OR

DE

TA

ILS

#5 AT 12" EA WAYTOP AND BOTTOM

#5 DOWELS AT 12"(TYP ALL 4 WALLS)

#5 AT 12" EA WAYWITH #5 CORNER BARS(TYP ALL 4 WALLS)

1-#5 CONTTYP

CONC SLAB,SEE PLAN

1' - 6" TYP

FIN FL

SEE PLAN

SEE PLAN 8" 4' -

0"

6"

1' -

0"

ELEVATOR PIT SLAB,SEE 9/S5.0

#5 AT 12"EA WAY (TYP)

ELEVATOR PITSLAB BEYOND

SUMP PIT

ELEVATOR PIT WALL

NOTE:COORDINATE ELEVATORSUMP PIT DETAILS WITHELEVATOR MANUF.

* - VERIFY WITH ARCH ANDVENDOR DRAWINGS

8"

SQUARE

2' - 10" *

CLASS B TENSION SPLICE LENGTHS

CONC PSI

BAR LOCATION

SPACINGSIZE

#3

#4

#5

#6

#7

#8

#9

#10

#11

f'c=2500/3000 PSI

REGULAR TOP

>3db >6db >3db >6db

16"

22"

27"

35"

48"

63"

80"

102"

125"

14"

22"

27"

32"

38"

43"

48"

58"

71"

21"

28"

35"

48"

63"

82"

104"

132"

162"

21"

28"

35"

42"

49"

58"

63"

76"

93"

f'c=4000 PSI

REGULAR TOP

>3db >6db >3db >6db

f'c=5000 PSI

REGULAR TOP

>3db >6db >3db >6db

16"

19"

23"

31"

42"

55"

69"

88"

108"

16"

19"

23"

28"

33"

37"

42"

60"

82"

16"

24"

30"

40"

54"

71"

90"

114"

140"

16"

24"

30"

36"

42"

46"

55"

65"

80"

16" 16" 16" 18"

17" 17" 22" 22"

21" 21" 27" 27"

27" 25" 38" 33"

37" 29" 48" 38"

49" 33" 64" 43"

52" 38" 81" 48"

79" 45" 102" 59"

97" 65" 128" 72"

STDLAP

12"

15"

18"

23"

26"

30"

34"

38"

42"

ENCLOSEDW/SPIRALTIES

f'c=ALL

COMP. BARS

12"

12"

14"

17"

28"

23"

25"

28"

32"

NOTES:

1. TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE REINFORCEMENT.

2. UNLESS NOTED OTHERWISE LAP SPLICES IN CONCRETE BEAMS, SLABS, WALLS AND FOOTINGS SHALL BE CLASS "B" TENSION LAP SPLICES AND LAP SPLICES IN CONCRETE COLUMNS SHALL COMPRESSION LAP SPLICES.

3. CONTACT STRUCTURAL ENGINEER IF CENTER TO CENTER SPACING OF REINFORCEMENT IS LESS THAN OR EQUAL TO 3 BAR DIAMETERS (<3db).

= COLUMN BELOW

= COLUMN THRU

= COLUMN ABOVE

COLUMN LEGEND

T/SLAB

0'-0"

EM

BE

DM

EN

T

2"

GR

OU

T

AN

CH

OR

BO

LT

PR

OJE

CT

ION

=G

RO

UT

TH

K +

BA

SE

PL

AT

E T

HK

+ A

NC

HO

RB

OL

T D

IAM

ET

ER

+ 2

"M

IN

BASEPLATE SEESCHEDULE

ANCHOR BOLTS,SEE SCHEDULE

COL SEESCHEDULE

BP1

TYP2"

TY

P2

"

TY

P2

"

TYP2"

TY

P2

"

TYP2"

3/16TYP

EQ EQ

EQ

EQ

CL

R3

"

OF COL AND FTGCL


EQ EQCLR3"

EXTERIOR CONC SLAB,SEE ARCH

1/4




SEE

SLAB

GR

OU

T1

1/2

" 1' -

6"

WOOD COLUMN, FORSIZE, SEE COLUMNSCHEDULE ON SHEET S5.0

OF COL AND FTGCLCLR

3"

CL

R3

"


MIN

1' -

6"

SIMPSON COLUMN CONN.

EXISTING SURFACE,SEE ARCH

WRAP COLUMN BELOWGRADE (TYP)


EXTERIOR CONC SLAB,SEE ARCH

VAPOR BARRIER1

1

#4 AT 12" OC

1' - 0"

1' -

6"

MIN

2- #5 CONT.

SEE ARCH. FOR STONECOLUMNS

1-#5 CONT

CONC SLAB, SEE PLAN


CL

R3

"

VAPOR BARRIER

CLR3"

SE

E P

LA

N

1

1

2x6" WOOD STUD WALL

#4 AT 12" OC

EQ 8" EQ

EXTERIOR CONCSLAB, SEE ARCH

EXPANSION JOINTCONC SLAB, SEE PLAN


CL

R

3"

VAPOR BARRIER

CLR3"

SE

E P

LA

N

11

#4 AT 12" OC

EQ 8" EQ


EXPANSION JOINT

CLR3"

CL

R3

"

OF COL AND FTGCL


EQ EQ

SE

E P

LA

N

FOR COLUMN SIZE, SEECOLUMN SCHEDULE ONSHEET S5.0


EXPANSION JOINT

LA

P

CL

AS

S "

B"

DOWELS FROM FTG.TO MATCH COLUMNVERTICAL BARS.

3" 3"1' - 6"

#4 AT 12" DOWELSVERTICAL WITH#4 TIES AT 12"

T/LEDGE

100'-0"

CL

R3

"

CLR3"

3- #5 x 10'-0"CTR ON GRID#5 AT 12"

3 #5 CONT.


CONC SLAB, SEE PLAN


CL

R

3"

VAPOR BARRIER

CLR3"

SE

E P

LA

N1

1

2x6" WOOD STUD WALL

#5 AT 12"EA WAY WITHDOWELS TOMATCH

MIN6"

EQ 8" EQ


1' -

0"

CONC SLAB, SEE PLAN


CL

R3

"

VAPORBARRIER

CLR3"

SE

E P

LA

N1

1

2x6" WOOD STUD WALL

EQ 8" EQ


1' -

0"

#5 AT 12"EA WAY WITHDOWELS TOMATCH

11

D

5' - 0" 5' - 0"

3-#5 X 10'-0" TYPICALAT THE END OF SHEARWALLS AT FW4

SHEAR WALL




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.C.

4000 M

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ay D

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CANTON, TX

S5.0

FOUNDATION SECTIONS


12-0

4-2

015

3/4" = 1'-0"S5.0

1 EXTERIOR SLAB AND FOOTING SECTION 3/4" = 1'-0"S5.0

3

INTERIOR BEARING / SHEAR WALL / THICKENED SLABSECTION

3/4" = 1'-0"S5.0

2 EXTERIOR SLAB AND FOOTING SECTION AT OPENING

3/4" = 1'-0"S5.0

7 INTERIOR COLUMN FOOTING AND PEDESTAL

3/4" = 1'-0"S5.0

4 SLAB DETAIL AT NON LOAD BEARING PARTITION

3/4" = 1'-0"S5.0

6 INTERIOR COLUMN FOOTING SECTION 3/4" = 1'-0"S5.0

8 ELEVATOR PIT SECTION 3/4" = 1'-0"S5.0

9 ELEVATOR PIT SECTION 3/4" = 1'-0"S5.0

10 ELEVATOR SUMP PIT SECTION

3/4" = 1'-0"S5.0

13 TENSION LAP SCHEDULE 3/4" = 1'-0"S5.0

12 COLUMN SCHEDULE AND BASE PLATE DETAILS

COLUMN SCHEDULE

MARK SIZE BASE PLATE SIZE HEADED ANCHOR BOLTS COMMENTS

C1 6x6 - - WOOD

C2 HSS5X5X3/8 3/4" X 13" X 13" 4-3/4"Ø HD. ANCHOR BOLTS - 9" EMBEDMENT BP1

C3 HSS5X5X1/4 3/4" X 13" X 13" 4-3/4"Ø HD. ANCHOR BOLTS - 9" EMBEDMENT BP1

CC1 18 x 18 - -8#6 VERT. #3@18" OC DOWELS TO MATCH

SEE 20/S5.0

3/4" = 1'-0"S5.0

14 EXTERIOR COLUMN FOOTING SECTION

3/4" = 1'-0"S5.0

17 FOOTING SCHEDULE

FOOTING SCHEDULE

MARKSIZE

REINFORCING COMMENTSWIDTH LENGTH THICKNESS

F1 5' - 0" 5' - 0" 1' - 0" 6 - #5 EA WAY BOTTOM

F2 4' - 0" 4' - 0" 1' - 0" 5 - #5 EA WAY BOTTOM

F3 2' - 0" 2' - 0" 1' - 0" 3 - #5 EA WAY BOTTOM

FW1 3' - 0" CONT 1' - 0" #5 AT 12" OC TRANSVERSE AND 3 #5 CONT.

FW2 2' - 0" CONT 1' - 0" #5 AT 12" OC TRANSVERSE AND 3 #5 CONT.

FW3 5' - 0" CONT 1' - 6" #6 AT 12" OC TRANSVERSE AND 6 #5 CONT. (T & B)

FW4 3' - 0" CONT 1' - 0"#5 AT 12" OC TRANSVERSE AND 3 #5 CONT. (BOTTOM)

3 - #5 X 10'-0" TOP STEEL CTR ON GRID FOOTING

3/4" = 1'-0"S5.0

15 WOOD COLUMN AND FOOTING SECTION

3/4" = 1'-0"S5.0

5 EXTERIOR SLAB AND FOOTING SECTION

3/4" = 1'-0"S5.0


19

EXTERIOR SLAB AND FOOTING SECTION ATENTRANCE

3/4" = 1'-0"S5.0

20 EXTERIOR COLUMN FOOTING SECTION

3/4" = 1'-0"S5.0

21 FW4 FOOTING SECTION

NOTE:1. REFER TO GEOTECHNICAL

REPORT FOR SUB-GRADEPREPARATION.

2. WHERE FOOTING DEPTHEXCEEDS 24", REFER TO24/S5.0




















3/4" = 1'-0"S5.0

22 EXTERIOR SLAB AND FOOTING SECTION



3/4" = 1'-0"S5.0


24 FOOTING SECTION AT END OF SHEAR WALL

WOOD

CONCRETE

COUNTRY INN & SUITES - Tyson and Billy Architects, P.C. · bm-# concrete beam mark * joist bottom...

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Transcript of COUNTRY INN & SUITES - Tyson and Billy Architects, P.C. · bm-# concrete beam mark * joist bottom...