university of central missouri architect: … resolution prior to proceeding w/ work related to the...

T R I V E R Sarchitectureplanning urban designinteriors

100 North BroadwaySuite 1800St Louis Missouri 63102

314.241.2900241.2909

www.trivers.com

Location Map

OWNER:

ARCHITECT:TRIVERS ASSOCIATES, INC.100 North Broadway, Suite 1800St. Louis, MO 63102314.241.2900314.241.2909 Fax

TRIVER'S PROJECT #:OWNER'S PROJECT #: IFB 9783

Project Manager: James RoseberryProject Architect: Wei-Min Hung

UNIVERSITY OF CENTRAL MISSOURIGREENWOOD COMMUNITY BUILDING

UNIVERSITY OF CENTRAL MISSOURI108 W South St, Warrensburg, Missouri 64093

BID SET07/22/2015

CIVIL ENGINEERTHH inc McClure Engineering1901 Pennsylvania Drive, Suite AColumbia, Missouri

Tom Trabue [email protected]

STRUCTURAL ENGINEERTHHinc McClure Engineering Co.1901 Pennsylvania Drive, Suite AColumbia, Missouri 65202

Marcus Himmerlberg [email protected]

MEP ENGINEERCustom Engineering, Inc12760 E. Highway 40Independence, MO 64055

Richard Shea [email protected]

573.814.1568

816.802.0920

573.814.1568

[email protected]@trivers.com

920 South Washington Street,Warrensburg, Missouri

1504.00

SCALETITLE

1

5

ENORTH ARROW

DEMO WORK KEYED NOTE

TITLE

SECTIONS

REVISION CLOUD/SYMBOL DOOR TYPE

REFERENCE DETAIL

ELEVATION MARK

ELEVATIONS

PARTITION TYPE

WINDOW TYPE

GRAPHIC LEGEND

100'-0"TOP OF SLAB

100'-

0"TOW.

100'-0"TOW.

EXISTING SPOT ELEVATION

PROPOSED SPOT ELEVATION

GRAPHIC SCALE

STEEL COLUMN GRID

ROOM NAME & NUMBER

DETAIL

CEILING HEIGHT TAG

A-000

1

2

3

4

0A-000

001

01

2A 1'-0"

SCALE: 1'-0" = 1'-0"

0" 1/2' 1' 2'

1A-101

SIM

1A-101

SIM 1

A-101

SIM

AROOM

000

N

NEW WORK KEYED NOTE

A 5

E

WOOD COLUMN GRID

PROJECT GENERAL NOTES

STANDARDS AND REGULATIONS

1. CONTRACTOR SHALL PERFORM ALL WORK IN CONFORMANCE W/ APPLICABLE BUILDING CODES, LOCAL, STATE& FEDERAL ORDINANCES & APPLICABLE REGULATORY AGENCIES. STANDARDS REFERENCED BY THE WRITTENREQUIREMENTS OF THESE AUTHORITIES ARE IN FORCE UNLESS OTHERWISE NOTED AMENDED BY THESEDOCUMENTS.

2. CONTRACTOR SHALL OBTAIN ALL REQUIRED PERMITS & RELEASES REQUIRED FOR THE WORK & OCCUPANCY.COPIES OF PERMITS, AGENCY APPROVALS & RELEASE FORMS SHALL BE PROVIDED TO THE OWNER &ARCHITECT WITHIN 10 DAYS OF RECEIPT. CONTRACTOR SHALL NOTIFY THE ARCHITECT IMMEDIATELY OF ANYCONDITIONS SET BY AUTHORITIES HAVING JURISDICTION DELAYING RELEASE OF PERMITS OR APPROVALS.

3. IF REQUIRED, CONTRACTOR SHALL FILE NOTICE OF INTENT W/ THE ENVIRONMENTAL PROTECTION AGENCY(EPA).

4. CONTRACTOR SHALL COMPLY W/ U.L. OR ANOTHER AGENCY RECOGNIZED BY AUTHORITIES HAVINGJURISDICTION OF THIS PROJECT, FOR FIRE-RATED ASSEMBLY STANDARDS & TESTING. NOTIFY THE ARCHITECTIMMEDIATELY OF CONDITIONS THAT ALTER THE FIRE-RATING PERFORMANCE OF THE ASSEMBLY.

5. CONTRACTOR SHALL OBTAIN & COORDINATE ALL REQUIRED INSPECTIONS IN ACCORDANCE W/ AUTHORITIESHAVING JURISDICTION, UNLESS OTHERWISE INDICATED.

6. UPON DISCOVERY OF UNANTICIPATED HAZARDOUS MATERIALS, CONTRACTOR IS TO CEASE WORK, INFORMTHE OWNER & CONTACT THE ARCHITECT IMMEDIATELY.

ADMINISTRATION OF THE WORK

1. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE MEANS, METHODS & SEQUENCES OF CONSTRUCTION.2. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE SAFETY OF ALL CONSTRUCTION PERSONNEL &

AUTHORIZED VISITORS.3. CONTRACTOR SHALL BECOME FULLY ACQUAINTED W/ CONDITIONS RELATED TO THE WORK. ANY KNOWN

DISCREPANCIES BETWEEN THE DOCUMENTS & ACTUAL CONDITIONS SHALL BE REPORTED TO THE ARCHITECTFOR RESOLUTION PRIOR TO PROCEEDING W/ WORK RELATED TO THE DISCREPANCY.

4. CONTRACTOR SHALL REMOVE & PROPERLY DISPOSE OF ALL CONSTRUCTION & DEMOLITION DEBRIS.CONTRACTOR SHALL OBTAIN APPROVAL OF OWNER (& BUILDING OWNER, IF APPLICABLE) FOR DETAILSRELATED TO REMOVAL OF TRASH, INCLUDING SUCH ISSUES AS PATH OF TRAVEL, USE OF STAIRS &ELEVATORS, REMOVAL OF WINDOWS, LOCATION OF CHUTES & DUMPSITES, ETC., PRIOR TO REMOVAL OFDEBRIS. CONTRACTOR SHALL CLEAN & REPAIR ANY DAMAGES TO EXISTING SYSTEMS SOILED OR DAMAGEDBY DEBRIS REMOVAL PROCESS. IF CLEANING & REPAIR DOES NOT RETURN SYSTEM(S) TO ORIGINALCONDITION, CONTRACTOR SHALL INSTALL NEW SYSTEM(S).

5. CONTRACTOR SHALL BECOME FAMILIAR W/ & COMPLY W/ OWNER'S (OR BUILDING OWNER'S) PROCEDURESFOR MAINTAINING A SECURE SITE & BUILDING.

6. EACH INSTALLER SHALL EXAMINE SUBSTRATE CONDITION AND/OR SITE CONDITIONS WHICH AFFECT THEQUALITY OF EACH PRODUCT TO BE INSTALLED. IF ANY CONDITIONS EXIST WHICH WILL HAVE A DETRIMENTALEFFECT ON THE QUALITY OF THE INSTALLATION, THE INSTALLER SHALL IMMEDIATELY NOTIFY THECONTRACTOR. INSTALLER SHALL NOT PROCEED UNTIL THE UNSATISFACTORY CONDITIONS ARE CORRECTED.INSTALLATION SHALL SIGNIFY ACCEPTANCE OF THE CONDITIONS.

7. CONTRACTOR SHALL MAINTAIN RECORD DRAWINGS ON SITE AT ALL TIMES.8. CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING COORDINATION EFFORTS OF ALL SUBCONTRACTORS.9. ALL FIRE SAFETY SYSTEMS (i.e., AUTOMATIC SPRINKLERS, FIRE ALARM, EMERGENCY POWER & LIGHTING,

SMOKE CONTROL, FIRE DAMPERS, LABEL DOORS, ETC.) SHALL REMAIN IN OPERATION TO THE MAXIMUMEXTENT POSSIBLE. IF SYSTEMS ARE TAKEN OUT OF OPERATION DURING CONSTRUCTION WORKING HOURS,THE SYSTEMS SHALL BE PLACED BACK INTO SERVICE DURING NON-CONSTRUCTION HOURS. SEESPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

10. CONTRACTOR SHALL NOT CLOSE CEILING UNTIL ARCHITECT HAS AN OPPORTUNITY TO INSPECT ALL WORKWHICH WILL BE CONCEALED BY CEILING. CONTRACTOR SHALL NOTIFY ARCHITECT AT LEAST TWO WEEKSPRIOR TO CLOSE-UP.

11. CONTRACTOR SHALL LAY OUT WORK AS SOON AS POSSIBLE. ANY DISCREPANCIES SHALL BE REPORTED TOTHE ARCHITECT FOR RESOLUTION PRIOR TO PROCEEDING W/ THE WORK IN QUESTION.

12. CONTRACTOR SHALL COOPERATE W/ THE OWNER'S COMMUNICATION WIRING. INSTALLERS NEED TO INSTALLWIRING IN CONCEALED LOCATIONS SUCH AS WALLS OR CEILING PLENUMS. COOPERATION SHALL INCLUDENOTIFICATION OF SCHEDULE FOR CLOSE-UP IN ORDER TO PROVIDE INSTALLER SUFFICIENT TIME TOCOMPLETE INSTALLATION.

USE OF CONSTRUCTION DOCUMENTS

1. CONTRACTOR SHALL NOT SCALE DRAWINGS; ONLY WRITTEN DIMENSIONS OR KEYED NOTES SHALL BE USED.CONTACT ARCHITECT IF CLARIFICATION OR ADDITIONAL INFORMATION IS REQUIRED.

2. INFORMATION REGARDING EXISTING SITE CONDITIONS, WHICH ARE SHOWN ON THESE DRAWINGS ARE BASEDUPON INFORMATION FURNISHED TO THE ARCHITECT BY THE OWNER AND/OR PERCEIVED CONDITION IN THEFIELD. THE INFORMATION IS NOT INTENDED TO GUARANTEE EXACT CONDITIONS BEFORE WORK IS STARTED.NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.

3. THE DRAWINGS ARE SCHEMATIC IN NATURE. MODIFICATIONS IN DUCTS, PIPING, CONDUIT & WIRING MAY BEREQUIRED TO ACCOMMODATE ACTUAL FIELD CONDITIONS.

4. DRAWINGS SHALL NOT BE REPRODUCED FOR SUBMITTALS. DRAWINGS OR PORTIONS OF DRAWINGS USEDFOR SUBMITTALS WILL BE REJECTED & RETURNED TO THE CONTRACTOR.

5. DIMENSIONS ARE AS FOLLOWS UNLESS NOTED OTHERWISE. A) TO FINISH FACE OF PARTITION OR EXTERIORWALL. B) TO CENTERLINE OF COLUMNS & DOORS. C) TO TOP OF STRUCTURAL FLOOR. D) TO BOTTOM OFFINISHED CEILING.

DEFINITIONS

1. "ALIGN" AS USED IN THESE DOCUMENTS SHALL MEAN TO ACCURATELY LOCATE & FINISH FACES IN THE SAMEPLANE; AND/OR TO INSTALL NEW CONSTRUCTION ADJACENT TO EXISTING CONSTRUCTION W/O ANY VISIBLEJOINTS OR SURFACE IRREGULARITIES.

2. "CLEAR" AS USED IN THESE DOCUMENTS SHALL MEAN THAT THE CONDITION IS NOT ADJUSTABLE W/O THEAPPROVAL OF THE ARCHITECT, CLEAR DIMENSIONS ARE TYPICALLY TO FINISH FACE.

3. " MAXIMUM" or "MAX." AS USED IN THESE DOCUMENTS SHALL MEAN THAT THE CONDITION IS SLIGHTLYADJUSTABLE BUT MAY NOT VARY TO A DIMENSION OR QUANTITY GREATER THAN THAT SHOWN W/O APPROVALOF THE ARCHITECT.

4. " MINIMUM" or "MIN." AS USED IN THESE DOCUMENTS SHALL MEAN THAT THE CONDITION IS SLIGHTLYADJUSTABLE BUT MAY NOT VARY TO A DIMENSION OR QUANTITY LESS THAN THAT SHOWN W/O APPROVAL OFTHE ARCHITECT.

5. "TYP." OR "TYPICAL" AS USED IN THESE DOCUMENTS SHALL MEAN THAT THE CONDITION OR DIMENSION IS THESAME OR REPRESENTATIVE FOR SIMILAR CONDITIONS THROUGHOUT.

6. "±" AS USED IN THESE DOCUMENTS SHALL MEAN THE DIMENSION OR QUANTITY IS SLIGHTLY ADJUSTABLE TOACCOMMODATE ACTUAL CONDITIONS.

MATERIALS

1. ALL DISSIMILAR METAL MATERIALS SHALL BE ISOLATED W/ A NON-METALLIC SEPARATOR.2. ALL MATERIALS USED IN AIR DISTRIBUTION/RETURN PLENUMS SHALL BE RATED FOR SUCH USE AND AS

REQUIRED BY LOCAL BUILDING CODE AUTHORITIES.3. ALL MATERIALS USED IN FIRE-RATED ASSEMBLIES SHALL BE APPROVED BY U.L. OR OTHER RECOGNIZED

STANDARD FOR USE IN SUCH ASSEMBLIES.4. ALL STEEL PRODUCTS USED IN THE EXTERIOR WALLS SHALL BE STAINLESS OR GALVANIZED. ALL EXTERIOR

STEEL SHALL BE GALVANIZED UNLESS NOTED OR SPECIFIED OTHERWISE.5. ALL SHEET METAL FLASHING SHALL ALLOW FOR THERMAL MOVEMENT OF THE MATERIAL W/O DEFLECTION &

OILCANNING.

ABBREVIATIONS

GENERAL REQUIREMENTS

1. A PORTION OF THE SELECTIVE DEMOLITION WORK IS DEFINED BY THESE GENERAL NOTES. NOT ALL ELEMENTS TOBE REMOVED SHOWN. CONTRACTOR SHALL VERIFY THE EXTENT OF EXISTING CONDITIONS. CONTRACTOR SHALLVISIT THE SITE & INSPECT EXISTING CONDITIONS.

2. CONTRACTOR SHALL DETERMINE THE EXTENT & QUANTITIES OF DEMOLITION WORK REQUIRED TO ACCOMPLISHRESULTS AS SPECIFIED BY GENERAL & KEYED NOTES.

3. CONTRACTOR SHALL BE RESPONSIBLE TO PROTECT/ PRESERVE ITEMS WHICH ARE INDICATED TO REMAIN.CONTRACTOR SHALL REMOVE & PROPERLY DISPOSE OF ALL DEMOLITION DEBRIS. CONTRACTOR SHALL OBTAINAPPROVAL OF OWNER FOR DETAILS RELATED TO REMOVAL OF TRASH, INCLUDING SUCH ISSUES AS PATH OFTRAVEL, USE OF STAIRS & ELEVATORS, REMOVAL OF WINDOWS, LOCATION OF CHUTES & DUMPSTERS, ETC. PRIORTO REMOVAL OF DEBRIS. CONTRACTOR SHALL CLEAN/ REPAIR ANY DAMAGES TO EXISTING ITEMS & OR SYSTEMWHICH ARE TO REMAIN. ITEMS SOILED OR DAMAGED BY DEBRIS REMOVAL PROCESS ARE REQUIRED TO BEREPAIRED TO ORIGINAL CONDITION.

4. ALL FIRE SAFETY SYSTEMS (I.E. AUTOMATIC SPRINKLERS, FIRE ALARM, EMERGENCY POWER & LIGHTING, SMOKECONTROL, FIRE DAMPERS, LABEL DOORS, ETC.) SHALL REMAIN IN OPERATION TO THE MAXIMUM EXTENT POSSIBLE.IF SYSTEMS ARE TAKEN OUT OF OPERATION DURING DEMOLITION WORKING HOURS, THE SAFETY SYSTEMS SHALLBE PLACED BACK INTO SERVICE DURING NON-CONSTRUCTION HOURS.

5. CONTRACTOR SHALL BECOME FAMILIAR W/ & COMPLY W/ OWNERS PROCEDURES FOR MAINTAINING A SECURE SITEBUILDING DURING DEMOLITION.

EXISTING STAIRS

1. PROTECT/ PRESERVE ALL EXISTING STAIRS, STEEL RUNNERS, WOOD HAND RAILING & STEEL PICKETS, U.N.O.

EXISTING DOORS

1. PROTECT/PRESERVE ALL EXTERIOR & INTERIOR DOORS, FRAMES, & TRIM, TO REMAIN U.N.O.

EXISTING INTERIOR WALLS, BASE & TRIM

1. PROTECT ALL INTERIOR PARTITIONS TO REMAIN, U.N.O.

EXISTING WINDOWS

1. PROTECT & PRESERVE ALL EXISTING WINDOWS & CASINGS U.N.O.

EXISTING SIGNAGE

1. PROTECT & PRESERVE ALL EXISTING SIGNAGE BUILDING SIGNAGE NOT TO BE REPLACED U.N.O.

DEMOLITION GENERAL NOTES

AAB ANCHOR BOLTACT ACOUSTICAL CEILING

TILEAFF ABOVE FINISHED FLOORAGGR AGGREGATEALT ALTERNATEALUM / ALUMN ALUMINUMAP ACCESS PANELAPPROX APPROXIMATEARCH ARCHITECTARF ARCHITECTURAL FINISH

BBD BOARDBLDG BUILDINGBO BOTTOM OFBOS BOTTOM OF STEELBRG BEARINGBTWN BETWEENBUR BUILT UP ROOFINGBW BOTH WAYS

CCIP CAST IN PLACECONC CONCRETECJ CONTROL JOINTCLG CEILINGCLR CLEARCMU CONCRETE MASONRY

UNITCNTR COUNTERCOL COLUMNCONN CONNECTIONCONSTR CONSTRUCTIONCONT CONTINUOUSCOORD COORDINATECT CERAMIC TILECTR CENTER

DDEG DEGREEDEMO DEMOLISHDET / DTL DETAILDIA DIAMETERDIAG DIAGONALDN DOWNDR FR DOOR FRAMEDS DOWNSPOUTDWG DRAWING

EE EASTEA EACHEIFS EXTERIOR

INSULATION AND FINISH SYSTEM

EJ EXPANSION JOINTEL ELEVATIONELEC ELECTRICALELEV ELEVATOREMER EMERGENCYENCL ENCLOSUREENTR ENTRANCEEQ EQUALEQUIP EQUIPMENTEW EACH WAYEXC EXCAVATEEXIST EXISTINGEXP EXPANSIONEXPD EXPOSEDEXT EXTERIOREXT GR EXISTING GRADE

FFA FIRE ALARMFD FLOOR DRAINFDC FIRE DEPARTMENT

CONNECTIONFDTN FOUNDATIONFE FIRE EXTINGUISHERFEC FIRE EXTINGUISHER

CABINETFGL FIBERGLASSFHC FIRE HOSE CONNECTIONFIN FINISHFIN FLR FINISH FLOORFLL FLOW LINEFLMT FLUSH MOUNTFLR FLOORFLUOR FLUORESCENTFOB FACE OF BRICKFOC FACE OF CONCRETEFOF FACE OF FINISHFOS FACE OF STUDFP FIRE PROTECTIONFRTW FIRE RETARDANT

TREATED WOODFS FULL SIZEFSTNR FASTENERFT FOOT OR FEET /

FULLY TEMPEREDFTG FOOTINGFURN FURNISHFURR FURRINGFUT FUTUREFV FIELD VERIFY

GGA GAGEGALV GALVANIZEDGB GRAB BARGC GENERAL CONTRACTORGLZ GLAZINGGR GRADEGR BM GRADE BEAMGRTG GRATINGGYP GYPSUMGYP BD GYPSUM BOARD

HHB HOSE BIBHC HOLLOW COREHCP HANDICAPPEDHD HEAVY DUTYHDBD HARDBOARDHDW HARDWAREHDWD HARDWOODHM HOLLOW METALHMD HOLLOW METAL DOORHNDRL HANDRAILHR HOURHT HEIGHTHT TRD HEAT TREATED (GLASS)HVAC HEATING, VENTILATION,

AND AIR CONDITIONING

IID INSIDE DIAMETERINFO INFORMATIONINST INSTALLINSUL INSULATIONINT INTERIOR

JJAN JANITORJNT JOINTJST JOIST

KKIT KITCHEN

LLAB LABORATORYLAD LADDERLAM LAMINATELAV LAVATORYLD LINEAR DIFFUSERLDBRG LOAD BEARINGLF LINEAL FEETLIN LINEARLINO LINOLEUMLMST LIMESTONELT LIGHTLT GA LIGHT GAGELTNG LIGHTINGLT WT LIGHT WEIGHTLV LOW VOLTAGELVR LOUVER

MMAN MANUALMATL MATERIALMAX MAXIMUMMD METAL DECKMECH MECHANICALMEMB MEMBRANEMEZZ MEZZANINEMF MILL FINISHMFR MANUFACTURERMH MANHOLEMIN MINIMUMMISC MISCELLANEOUSMIT MITERMLDG MOULDINGMO MASONRY OPENINGMR MOISTURE RESISTANTMRT MARBLE THRESHOLDMTD MOUNTEDMTL METALMULL MULLIONMVBL MOVEABLEMWP MEMBRANE

WATERPROOFNN NORTHNA NOT APPLICABLENAT NATURALNCOMB’L NON COMBUSTIBLENIC NOT IN CONTRACTNO NUMBERNOM NOMINALNTS NOT TO SCALE

OOC ON CENTEROD OUTSIDE DIAMETEROFGI OWNER FURNISH /

GENERAL CONTRACTOR INSTALLED

OFOI OWNER FURNISH / OWNER INSTALLED

OGL OBSCURE GLASSOH OVERHEADOPNG OPENINGOPP OPPOSITEOPR OPERABLEORD OVERFLOW ROOF DRAINORN ORNAMENTAL

PPCC RE-CAST CONCRETEPERF PERFORATEDPERP PERPENDICULARPL PROPERTY LINEPLAM PLASTIC LAMINATEPLAS PLASTERPLUMB PLUMBINGPLYWD PLYWOODPNT PAINTPOL POLISHEDPORC PORCELAINPR PAIRPRCST PRECASTPREFIN PREFINISHEDPT PRESSURE TREATEDPTN PARTITION

QQTF QUARRY TILE FLOORQTR QUARTERQTY QUANTITY

RR RADIUSRB RESILIENT BASERCP REFLECTED CEILING

PLANRD ROOF DRAINRGD INS RIGID INSULATIONREC RECESSEDREF / RE REFER TO…REINF REINFORCEDREQ’D REQUIREDRESIL RESILIENTRFG ROOFINGRM ROOMRND ROUNDRO ROUGH OPENINGRTF RUBBER FLOOR TILE

SS SOUTHSBSTR SUBSTRATESC SOLID CORESCHED SCHEDULESD SMOKE DETECTORSDG SIDINGSECT SECTIONSGD SLIDING GLASS DOORSHT SHEETSIM SIMILARSPEC / SPECS SPECIFICATIONSSQ SQUARESS SOLID SURFACESTAGG STAGGEREDSTD STANDARDSTIF STIFFENERSTL STEELSTRUC STRUCTURALSST STAINLESS STEELSUB FL SUBFLOORSUSP SUSPENDEDSYNTH SYNTHETIC

TT & B TOP AND BOTTOMTER TERRAZZOT & G TOUNGE AND GROOVETHK THICKTMPD TEMPEREDTO TOP OFTOP TOP OF PARAPETTOW TOP OF WALLTPO ROOFINGTR TREADTYP TYPICAL

UUNEX UNEXCAVATEDU.N.O. UNLESS NOTED

OTHERWISE

VVAR VARIESVCT VINYL COMPOSITION

TILEVERT VERTICALVIF VERIFY IN FIELDVNR VENEERVR VAPOR RETARDERVRFY VERIFY

WW WESTW/ WITHWB WOOD BASEWC WATER CLOSETWCLR WATER COOLERWD WOODWDW WINDOWWLD WELDEDW/O WITHOUTWP WORKING POINTWR WEATHER

RESISTANTWPM WATERPROOF

MEMBRANE

C CENTERLINEP PLATELL

Trivers Associates, Inc. 2015

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PROJECT #:

JOEL MICHAEL FUOSSARCHITECTURE, A-2008004388

TRIVERS ASSOCIATES, INC.ARCHITECTURE, 000549

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GENERALNOTES &

DRAWING INDEX

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SHEET LIST TABLE

SHEETISSUES &

REVISIONS

NUMBER TITLE BID

SET

07/

22/2

015

GENERALG-000 COVER XG-001 GENERAL NOTES & DRAWING INDEX XG-002 CODE REVIEW & TYPICAL CLEARANCES X

CIVILC-001 NOTES & LEGEND XC-002 SITE SURVEY XC-003 DEMOLITION PLAN XC-101 SITE UTILITY PLAN XC-102 SITE GRADING PLAN XC-501 DETAILS XC-502 DETAILS X

ARCHITECTURALA-100 FLOOR PLAN, REFLECTED CLNG PLAN & ROOF PLAN XA-201 BUILDING ELEVATIONS XA-202 BUILDING SECTIONS, WALL SECTIONS & DETAILS XA-401 INTERIOR ELEVATIONS XA-601 DOOR SCHED. ROOM FINISH SCHED. & PARTITION TYPES X

STRUCTURALS-001 GENERAL NOTES XS-100 FOUNDATION PLAN XS-101 ROOF FRAMING PLAN XS-500 DETAILS XS-501 FOUNDATION DETAILS XS-502 DETAILS X

ELECTRICALE0.0 ELECTRICAL LEGEND XE1.1 GROUND FLOOR POWER AND COMM PLAN XE2.1 GROUND FLOOR LIGHTIING PLAN XE3.1 GROUND FLOOR FIRE ALARM PLAN X

ES1.0 ELECTRICAL SITE PLAN XMECHANICAL

M1.0 MECHANICAL SCHEDULES & DETAILS XPLUMBING

P1.1 GROUND FLOOR PLUMBING PLAN XP2.1 PLUMBING DETAILS X

No. Description DateBID SET 07/22/2015

3'-0

"

PAPER TOWEL DISPENSER/WASTE RECEPTACLE

2'-1

0"

3'-2 1/2" 4'-2" 6 1/2"

FRONT SIDE

RESTROOM ACCESSIBLE GRAB BAR

PUBLIC

1'-6

"

ACCESSIBLE

2'-2

"

FLUSH VALVE

RESTROOM WATER CLOSETNOTE: FLUSH VALVE TO ALWAYS BE ON THE OPEN SIDE.

A

1'-6"

TYPICAL 3'-2 1/2"

1'-1

"

B

E SOAP DISPENSER

3'-4

"

FELECTRIC WATER COOLERNOTE: RE. PLUMBING FOR FIXTURE.D

TO D

RIN

KIN

G F

IXTU

RE

3'-0

" MAX

.

2'-3

" MIN

.

3'-8

"

1'-6

"3'

-3"

WALL-MOUNTED HANDRAILS FOR RAMPSJ

1 1/2"HANDRAIL

EDGE BOUNDARY

HORIZONTALPROJECTION

PLAN ELEVATION

MOP-HOLDER & SHELFNOTE: PROVIDE IN ALL JANITOR ROOMS

G

5'-0

"

2'-10"

1'-3" MIN. 1'-3" MIN.

4" M

AX.

1'-0"1'-0"

2'-1

0"

121

SINK BASINRE. PLUMBING

LIGHT SWITCHH

3'-8

"

1'-1" 3'-7 1/2"

6 1/

2"4'

-2"

INTERCOM / CALL BUTTONI

3'-8

"

8"

PUBLIC

TOILET TISSUE DISPENSER

1'-3

"

C

TYPICAL ACCESSIBLE CLEARANCESNOTE: NOT ALL CLEARANCE TYPES SHOWN, FOR REFERENCE ONLY.

K

5'-0"

5'-0

"

5'-0"

1'-0" 3'-0" 1'-0"

3'-0

"2'

-0"

5'-0

"

ø 5'-0"

2'-6"

4'-0

"4'

-0"

BLOCKING

RETURN TO WALL

TYPICAL CLEARANCESREFERENCE STANDARDS:* 2010 ADA STANDARDS FOR ACCESSIBLE DESIGN* 2003 ICC/ANSI A117.1* 2012 IBC

LEGENDBLOCKING


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CODE REVIEW &TYPICAL

CLEARANCES

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WW

WW

D/S

DD

/SW

RESTROOM105

LAUNDRY104

STOR107

LOUNGE101

A-201

A-201

A-201

107

102

A-4015

40'-0

"

85'-0 1/2"

101A

4

10.01

22.01

10.02

10.03

22.02

10.04

10.01

10.02

10.03

22.03

3'-4"

1'-2 5/8"

23'-4 1/2" 6 3/4" 9'-7 1/2" 1'-2 5/8"

1'-2 5/8" 8'-7 3/4" 4 3/4" 8'-4" 6'-0" 6 3/4" 9'-4" 1'-6 1/8"

P1A

3'-0" 3'-4" 3'-0"

P1

P1

MECH/ELEC102

10'-0" 36'-0"

JAN103

11 5

/8"

7"

5'-1

1 1/

2"

4 3/

4"

5'-6

"4

3/4"

6'-9

1/2

"4

3/4"

6'-9

1/4

"4

3/4"

10'-3

1/2

"

1'-6

5/8

"

RESTROOM106

P1A

11 5

/8"

7"25

'-5 1

/2"

1'-1

0 1/

2"6

3/4"

9'-0

"

OUTDOORPATIO

3"

4'-0

"

6 3/

4"

1'-1

1"

3"

4 3/4" 4'-5"

4 3/4"

106 105

16'-8" 3'-4" 16'-0"

7 5/8"7"4'-6 1/2" 4'-1 1/4"

4 3/4"

3"

6'-0

"2'

-8"

2'-8

"2'

-8"

2'-8

"6'

-8"

16'-8

"

40'-0

"

36'-0"

3"

104

8"1'-0" 8"

6

1A-202

1'-6

5/8

"

2'-4"

P3A

P3AP1

P1 P1P1A

P1

P1A

103

P1

P1

P1

P2 P2

P2AP2A

A-401 2

3

1

22.04

22.05

4 3/4" 9'-9 1/2"

P3A

P3AP3A P3A

P3A

P3A

P3A

P3

P3A P3A

4'-6 3/4"

A-201 1

3

2

4

2A-202

101

A-401

7

8

8A-202

86'-0"

9A-202

9

10.05

-

8'-0"

TV, N.I.C. 4A-601

8'-0" 8'-0"

8'-0"

3'-0" 3'-9 1/2" 3'-0"EQ

EQ

STOR107

RESTROOM105

LAUNDRY104

LOUNGE101

RESTROOM106

JAN103

MECH/ELEC102

1'-6"

3'-4 1/8" 2'-7 7/8"EQEQ

EQEQ

3'-0"2'-11 1/2"EQEQ

1'-6

"

EQEQ

9'-0

"

EQ EQ

EQ. 20'-0" EQ.

8 1/

2"24

'-0"

8 1/

2"1'

-11"

2'-3 3/8" 4'-6 1/4" 4'-6 1/4" 2'-3 3/8"

4 3/4"

4'-5"

4 3/4"

2'-3 3/8" 2'-3 3/8"

EQEQ

EQEQ

EQ. 8'-0" EQ.

EXPOSEDHOLLOWCOREABOVE



8'-0"

8'-0"

8'-0"

EQEQ

9'-0"

4" SOFFIT VENT

4" SOFFIT VENT

EQ EQ EQEQ

EQ EQ

EQEQ

WATER & ICE SHIELD, TYP.

TYP.

3'-0

"

TYP.

3'-0

"

6" GUTTER & D.S.

RIDGEVENT

6" GUTTER & D.S.

D.S.D.S.

D.S.D.S.

REFLECTED CEILING PLAN LEGEND

GYP. BD.

24" X 24" ACT - REF.ROOM FINISH SCHEDULE

24" X 48" LAY-INFLUORESCENT LIGHTFIXTURE

RECESSED CANDOWNLIGHT

CEILING MOUNTEDFLUORESCENT LIGHT

EXPOSED CONCRETESLAB ABOVE

FIBER CEMENT SOFFIT

CEILING HEIGHT ABOVEFINISH FLOOR (A.F.F.);UNLESS NOTEDOTHERWISE

X'-XX"

SUPPLY

RETURN

WALL RETURN GRILLE

WALL SUPPLY GRILLE

EXHAUST FAN


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FLOOR PLAN,REFLECTED

CLNG PLAN &ROOF PLAN

A-100

1504.00

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inc

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1/4" = 1'-0"1 GROUND FLOOR PLAN

KEYED FLOOR PLAN NOTES

KEY DESCRIPTIONDIVISION 10: SPECIALTIES

10.01 GRAB BARS, REF. G-003 FOR MT. INFO.10.02 TOILET TISSUE DISPENSER, REF. G-003

FOR MT. INFO.10.03 FULLY RECESSED TOWEL

DISPENSER/WASTE RECEPTACLE.10.04 24" X 36" MIRROR, REF. G-003 FOR MT.

INFO.10.05 MOP HOLDER & SHELF

DIVISION 22: PLUMBING22.01 17" ADA WATERCLOSET, REF. G-003 FOR

MT. INFO.22.02 LAVATORY, REF. G-003 FOR MT. INFO.22.03 DRINKING FOUNTAINS (HI - LOW), REF.

G-003 FOR MT. INFO.22.04 UTILITY SINK22.05 MOP SINK

1/4" = 1'-0"2 GROUND FLOOR REFLECTED CEILING PLAN

1/8" = 1'-0"3 ROOF PLAN

COVE LIGHT


GROUND FLOOR88'-0"

T.O. CONC. SLAB99'-4"

1A-202

126

5/4X8 FIBER CEMENTFASCIA BD.

SHINGLE

6" GUTTER & DOWNSPOUT.

SPLIT FACE CMU, REF. STRUCT.

SHELTER WINDOW

4'-4

"4"

SHELTER DOORWI/ FULL LITE.

4" FIBER CEMENT SIDING

REMOVABLE GABLE END LOUVER.

5/4X8 FIBER CEMENT TRIM

W1 W1

8A-202

PRECAST WIN.SILL.

5/4X4 FIBER CEMENTFASCIA BD. BEYOND.



7 1/

4"6'

-0"

5 1/

2"3'

-10

1/2"

±

GROUND FLOOR88'-0"


2A-202

5/4X10 FIBERCEMENT FASCIA BD.

SHINGLE

6" GUTTER &DOWNSPOUT.


SHELTER DOOR

9A-202

4A-601

GROUND FLOOR88'-0"


2A-202

5/4X10 FIBERCEMENT FASCIA BD.

SHINGLE

6" GUTTER &DOWNSPOUT.

SPLIT FACE CMU, REF. STRUCT.4A-601

GROUND FLOOR88'-0"


1A-202

126 5/4X8 FIBER CEMENT

FASCIA BD.

SHINGLE

6" GUTTER & DOWNSPOUT.


4" FIBER CEMENT SIDING

REMOVABLE GABLE END LOUVER

5/4X8 FIBER CEMENTTRIM

CONC. FOUNDATION,REF. STRUCT.

7 1/

4"6'

-0"

5 1/

2"3'

-10

1/2"

±

5"



5/4X4 FIBER CEMENTTRIM Trivers Associates, Inc. 2015

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BUILDINGELEVATIONS

A-201

1504.00

THH

inc

McC

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Eng

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ring

THH

inc

McC

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1/4" = 1'-0"1 WEST ELEVATION 1/4" = 1'-0"2 SOUTH ELEVATION

1/4" = 1'-0"4 NORTH ELEVATION 1/4" = 1'-0"3 EAST ELEVATION


GROUND FLOOR88'-0"


2A-202

A-2023

4'-4

" R.O

.3'

-0"

GROUND FLOOR88'-0"


1A-202

A-2024

GROUND FLOOR88'-0"


SHINGLE ONPLYWOOD

5/8" FIBER CEMENTPANEL OVER EXT.SHEATHING.

5/4X8 FIBERCEMENT BD

FIBER CEMENTSOFFIT PANEL W/VENT.

5/4X10 FIBERCEMENT SIDING

5/4X8 FIBERCEMENT TRIM

2X6 WD. FRAMING.

4" CONC. OVERHOLLOW CORE,REF. STRUCT.

8" SPLIT FACE CMU.GROUTED SOLID. APPLYWATER REPELLENT.

2X6 WD. FURRING STUDW/ R-19 BATT INSUL. -HOLD 1/2" OFF CONC.FOUNDATION5/8" GYP. BD.


4" CONC. SLAB ONGRADE

R-38 MIN. BLOW-ININSUL.

REF

. STR

UC

T.

A-2026

1'-0" A-2025

VAPOR BARRIERFROM FLR. TOHOLLOW COREABOVE.

MTL. FLASH.BENEATH CMU.WATERPROOFINGON STEM WALL ANDEXTEND TO UNDERFLASH.

DRAINAGE PIPE

FILTER FABRIC

A-20210

R-15 MIN. RIGIDINSUL. EXTEND2'-0" VER. &HOR. MIN.

GROUND FLOOR88'-0"


FIBER CEMENTSOFFIT BD. W/VENT.

5/4X10 FIBERCEMENT BD

6" GUTTER.

4" CONC. OVERHOLLOW CORE,REF. STRUCT.

12" SPLIT FACECMU. GROUTEDSOLID. APPLYWATER REPELLENT.

2X6 WD. FURRINGSTUD W/ R-19 BATTINSUL. - HOLD 1/2"OFF CONC. FOUND.

1 LAYER OF 5/8"GYP. BD.


4" CONC. SLAB ONGRADE

SHINGLE ONPLYWOOD

2X6 WD. BLK'G.

A-2027

VAPOR BARRIERFROM FLR. TOHOLLOW COREABOVE.

DRAINAGE PIPE

FILTER FABRIC

MTL. FLASH.

R-15 MIN. RIGIDINSUL. EXTEND2'-0" VER. &HOR. MIN.


5/4X8 FIBER CEMENT TRIMTREATED 2X4 WD. BLK'GEMBEDDED IN CONC.

MTL. FLASHING.

1X4 FIBER CEMENT TRIMOVER LAP CMU 1/2".

2"

FIBER CEMENT SIDINGOVER AIR BARRIER ONEXT. SHEATHING.

SPLIT FACE CMU, GROUTSOLID, REF. STRUCT.

2X WD. FRAMING, REF.STRUCT.

ROOF TRUSS, REF.STRUCT.

2X WD. BLK'G.


1 LAYER OF 5/8" GYP. BD.ON 2X WD. FRAMING.

R-19 MIN. BATT INSUL.

4" CONC. OVER HOLLOWCORE, REF. STRUCT. MTL. FLASHING.

3"

HOLD GYP. BRD. 3"BELOW CONC. DECK

EXTEND EXTERIOR SHEATHINGOVER PRECAST PLANK / TOPPING

4'-8

" R.O

.

MTL. FLASHING.




PRECAST WIN. SILL W/DRIP EDGE.

1X WD. WIN. SILL & APRON,PNT.

1"



BACKER ROD & SEALANT

SHIM AS NEEDED.

SHIM AS NEEDED.

3 1/

2"

SPLIT-FACE CMU LINTEL


TREATED 2X4 WD. BLK'GEMBEDDED IN CONC.

FIBER CEMENT SOFFIT W/CONT. MTL. VENT.



ROOF TRUSS, REF.STRUCT.

2X WD. BLK'G.




4" CONC. OVER HOLLOWCORE, REF. STRUCT.

5/4X FIBER CEMENTFASCIA BD.

6" MTL. GUTTER.2"

1" CONT. BAFFLE BTWN.TRUSSES, TYP.

SHINGLE ON PLYWD.SHEATHING

1"

2'-0"

4"

4"

3"HOLD GYP. BRD. 3"BELOW CONC. DECK


R-19 MIN. BATT INSUL.SPLIT FACE CMU, GROUTSOLID, REF. STRUCT.

SHELTER DOORASSEMBLY.

BACKER ROD & SEALANTGROUT SOLID.

ALIGN

SPLIT-FACE CMU LINTEL

FIBER CEMENT SIDINGOVER AIR BARRIER ONEXT. SHEATHING.


ROOF TRUSS,REF. STRUCT.

FIBER CEMENT SOFFIT


MTL. FLASHING.

SHINGLE ON PLYWD.SHEATHING.


8" SPLIT FACECMU. GROUTEDSOLID. APPLYWATERREPELLENT.

1 LAYER OF5/8" GYP. BD.OVER 2X6WD. FURRINGSTUD W/ R-19BATT INSUL.

VAPOR BARRIER

MTL. FLASH.BENEATH CMU.

WATERPROOFINGON STEM WALL,EXTEND TOUNDER FLASH.

WEEP HOLEW/ WEEPROPE 24" O. C.

1/2"

7/8"



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BUILDINGSECTIONS,

WALL SECTIONS& DETAILS

A-202

1504.00

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1/4" = 1'-0"1 BUILDING SECTION LOOKING NORTH 1/4" = 1'-0"2 BUILDING SECTION LOOKING EAST

1/2" = 1'-0"3 TYP. WALL SECTION 1/2" = 1'-0"4 TYP. WALL SECTION

1" = 1'-0"6 SIDING DTL.

1" = 1'-0"8 WINDOW HEAD/SILL DTL. (JAMB SIM.)

1" = 1'-0"7 SOFFIT DETAIL, TYP.

1" = 1'-0"9 DOOR HEAD DTL. (JAMB SIM.)

1" = 1'-0"5 ROOF DTL.

3" = 1'-0"10 EXT. DTL.


22.02

10.01

10.02

22.01

10.04CT-1

10.03

3'-0

"3'

-4"

2'-0" 1'-6" 1'-6"

10.05

2'-0"

2'-1

0"

10.03

22.01

10.04

4"

22.02

10.01

10.02

22.01

10.04

6'-0

"4"

3'-0

"3'

-4"10.03

10.05

1'-6" 2'-0"

2'-1

0"

2'-0"

10.02

10.01

22.02

4"

26.01

10.01

10.02

22.02

4'-0

"

2'-0"

4"

10.03

22.01

10.04

2A-202

4"

22.03

1A-202EQ EQ EQ EQ 2'-0"

4"

22.03

1A-202

8A-202

1" TYP.1" TYP.


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INTERIORELEVATIONS

A-401

1504.00

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5

3/8" = 1'-0"5 WEST ELEV. - RESTROOM 105

KEYED ELEVATIONS

KEY DESCRIPTIONDIVISION 10: SPECIALTIES

10.01 MIRROR10.02 FULLY RECESSED TOWEL

DISPENSER/WASTE RECEPTACLE10.03 TOILET TISSUE DISPENSER10.04 GRAB BARS - PROVIDE BLOCKING

IN WALL AS REQ'D.10.05 SOAP DISPENSER.

DIVISION 22: PLUMBING22.01 ADA WATER CLOSET22.02 LAVATORY22.03 ADA BI-LEVEL WATER COOLER

DIVISION 26: ELECTRICAL26.01 LIGHT COVE

3/8" = 1'-0"3 NORTH ELEV. - RESTROOM 106 3/8" = 1'-0"2 EAST ELEV. - RESTROOM 106

3/8" = 1'-0"1 SOUTH ELEV. - RESTROOM 106 3/8" = 1'-0"4 SOUTH ELEV. - RESTROOM 105

3/8" = 1'-0"6 NORTH ELEV. - RESTROOM 105

3/8" = 1'-0"7 NORTH ELEV. - LOUNGE 101 3/8" = 1'-0"8 EAST ELEV. - LOUNGE 101

3/8" = 1'-0"9 WEST ELEV. - LOUNGE 101


WD-1

SOLID COREFLUSH WOOD

REF. DOOR SCHED.

REF

. DO

OR

SC

HED

.

S-1

SHELTER DOOR W/FULL LITE

(TORNADO &HURRICANECOMPLIANT)

REF. DOOR SCHED.

REF

. DO

OR

SC

HED

.

6" 6"

6"

10"

S-2

FLUSH SHELTERDOOR (TORNADO

& HURRICANECOMPLIANT)

REF. DOOR SCHED.

REF

. DO

OR

SC

HED

.

SF-1

ALUM. SHELTERDOOR FRAME

2"REF. DOOR. SCHED.

2"

2"R

EF. D

OO

R S

CH

ED.

HMF-1

HOLLOW METAL

2"REF. DOOR. SCHED.

2"

2"R

EF. D

OO

R S

CH

ED.

SF-2

STL. SHELTERDOOR FRAME

2"REF. DOOR. SCHED.

2"

2"R

EF. D

OO

R S

CH

ED.

1 LAYER 5/8" GYP. BD

WD. STUD

BASE, REF. FINISHSCHED.

P3A

P3

WD. SILL PLATE

WD. TOP PLATE

P1 TO DECK ABOVE (2x4 WD. STUD)NON-RATED - UNIT WALLS

1 LAYER 5/8" HIGH-IMPACTGYP. BD. EACH SIDE

BASE, RE. FINISHSCHED.

P1

WD. SILL PLATE

4 3/4" @ P1

P1A6 3/4" @ P1A

P1A TO DECK (2x6 WD. STUD)NON-RATED - UNIT WALLS

WD. TOP PLATE

P3 TO DECK ABOVE (2x4" WD. STUD)NON-RATED - FURRING WALLS

P3A TO DECK ABOVE (2x6 WD. STUD)NON-RATED - FURRING WALLS

P2 TO DECK ABOVE (2x4 WD. STUD)NON-RATED - UNIT WALLS

1 LAYER 5/8" GYP. BD.EACH SIDE

P2A

WD. SILL PLATE

WD. TOP PLATE

WD. STUDWD. STUD

P2A TO DECK ABOVE (2x4 WD. STUD)NON-RATED - UNIT WALLS

P2

2'-4" @ P2A

1'-0" @ P2

P2B TO DECK ABOVE (2x4 WD. STUD)NON-RATED - UNIT WALLS

P2B

2'-4" @ P2A

8 1/2" @ P2B


BASE, REF. FINISHSCHED.

6"

CLNG. WHERE OCCURS.REF. RCP.

VAPOR BARRIEREXTEND BENEATH WD.SILL PLATE AND OVERTOP OF WD. TOPPLATE.

CMUCONC. FOUND. - SEESTRUCT.

7/8"

1/2"

REF. ELEV.

REF

. ELE

V.

W1

ALUM. SHELTERWINDOW

(TORNADO &HURRICANECOMPLIANT)

1 LAYER OF 5/8" GYP. BD. EA.SIDE OF 2X WD. FRAMING.

HM DOOR & FRAME -REF. DOOR SCHED.


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DOOR SCHED.ROOM FINISH

SCHED. &PARTITION

TYPESA-601

1504.00

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DOOR SCHEDULE

LOCATION DOOR FRAME

HARDWARE FIRE-RATING COMMENTSNUMBER ROOM TYPE MATERIAL FINISH WIDTH HEIGHT THICKNESS TYPE MATERIAL FINISHDETAIL

HEAD JAMB SILLGROUND FLOOR

101 LOUNGE S-1 ALUM PRE-FIN 6'-4" 7'-2" 1 3/4" SF-1 ALUM PRE-FIN 9/A-202 SIM. 9/A-202 SIM. -- -- SEVERE WEATHER DOOR & FRAME SYSTEM101A LOUNGE S-2 STL PNT 3'-0" 7'-2" 1 3/4" SF-2 STL PNT 9/A-202 9/A-202 SIM. -- -- SEVERE WEATHER DOOR & FRAME SYSTEM102 MECH/ELEC WD-1 WD PNT 3'-0" 7'-0" 1 3/4" HMF-1 HM PNT HM-A HM-A (SIM) -- --103 JAN WD-1 WD PNT 3'-0" 7'-0" 1 3/4" HMF-1 HM PNT HM-A HM-A (SIM) -- --104 LAUNDRY WD-1 WD PNT 3'-0" 7'-0" 1 3/4" HMF-1 HM PNT HM-A HM-A (SIM) -- -- UNDER-CUT FOR VENTILATION105 RESTROOM WD-1 WD PNT 3'-0" 7'-0" 1 3/4" HMF-1 HM PNT HM-A HM-A (SIM) -- --106 RESTROOM WD-1 WD PNT 3'-0" 7'-0" 1 3/4" HMF-1 HM PNT HM-A HM-A (SIM) -- --107 STOR WD-1 WD PNT 6'-0" 7'-0" 1 3/4" HMF-1 HM PNT HM-A HM-A (SIM) -- --

ROOM FINISH SCHEDULE

LOCATION FINISH

COMMENTSNUMBER NAME FLOOR CEILING BASEWALL

NORTH SOUTH EAST WESTGROUND FLOOR

101 LOUNGE SEAL-1 ACT-1 RB-1 PNT-1 PNT-3 PNT-1 PNT-1102 MECH/ELEC SEAL-1 PNT-2 RB-1 PNT-1 PNT-1 PNT-1 PNT-1 EXPOSED HOLLOW CORE CEILING TO RECEIVE PNT-2103 JAN SEAL-1 PNT-2 RB-1 FRP-1/PNT-1 FRP-1/PNT-1 FRP-1/PNT-1 FRP-1/PNT-1 EXPOSED HOLLOW CORE CEILING TO RECEIVE PNT-2; FRP-1 TO 4'-0' A.F.F.104 LAUNDRY SEAL-1 ACT-1 RB-1 PNT-1 PNT-1 PNT-1 PNT-1105 RESTROOM SEAL-1 PNT-2 RB-1 PNT-1 PNT-1 PNT-1 CT-1106 RESTROOM SEAL-1 PNT-2 RB-1 PNT-1 PNT-1 CT-1 PNT-1107 STOR SEAL-1 PNT-2 RB-1 PNT-1 PNT-1 PNT-1 PNT-1 EXPOSED HOLLOW CORE CEILING TO RECEIVE PNT-2

MATERIAL LEGEND

ABBREVIATION MATERIAL MANUFACTURER STYLE/COLOR COMMENTSACT-1 ACCOUSTICAL

CEILING TILEARMSTRONG 2 X 2 OPTIMA TEGULAR, 3251 PB W/ 9/16" SURPAFINE GRID. COLOR: WHITE

CT-1 CERAMIC WALL TILE AMERICAN OLEAN STYLE: PROFILES AOT 2536P; SIZE: 3" X 6"; COLOR: ICE WHITE REP: JULE ZOBEL (314)-971-6582PNT-1 WALL PAINT SHERWIN WILLIAMS COLOR: NUANCE SW 7049PNT-2 CEILING PAINT SHERWIN WILLIAMS COLOR: EXTRA WHITE SW 7006PNT-3 ACCENT WALL PAINT SHERWIN WILLIAMS COLOR: TBDRB-1 RESILIENT BASE JOHNSONITE 4" TOE; EB-29 MOON ROCK WG

SEAL-1 SEALED CONCRETE -- --

1/4" = 1'-0"1 DOOR TYPES 1/4" = 1'-0"2 DOOR FRAME TYPES

1" = 1'-0"5 PARTITION TYPES

1/4" = 1'-0"3 WINDOW TYPES 1" = 1'-0"4 HOLLOW METAL DOOR HEAD DTL. (JAMB SIM.)


DESIGN CRITERIA

1. Design Codes:

a. International Building Code (IBC 2012) b. Minimum Design Loads for Buildings and Other Structures: ASCE 7-10 c. FEMA 2015 (Safe Rooms for Tornadoes and Hurricanes)

2. Design Loads:

Dead Loads 12” Hollowcore w/ 4” Topping = 118 psf Roof Trusses w/ SIP Panels = 15 psf Superimposed = 5 psf

Live Loads Slab on Grade = 100 psf (reducible per code) Roof Live Load = 20 psf (reducible per code) Rubble Load = 100 psf

Roof Snow Load Ground Snow Load (Pg) = 20 psf

Flat Roof Snow Load (Pf) = 14 psf Snow Exposure Factor (Ce) = 1.0 Snow Load Importance (I) = 1.0 Roof Thermal Factor (Ct) = 1.0

Wind Load (Main Structure) Basic Wind Speed = 115 mph (3 sec. Gust)

Wind Exposure = C Internal pressure Coefficient (GCpi) = ±0.18

MWFRS Uplift = 19 psf MWFRS Walls = 28 psf Components and Cladding = +33/-40 psf

Wind Load (Safe Room) Basic Wind Speed = 250 mph (3 sec. Gust)

Wind Exposure = C Internal pressure Coefficient (GCpi) = ±0.55

Uplift = -206 psf Walls = -240 psf

Earthquake Load:

Seismic Importance Factor (I) = 1.5 Occupancy Category = IV SS = 0.143g S1 = 0.071g Site Class D SDS = 0.153 SD1 = 0.114 Seismic Design Category A Basic Seismic Force Resisting System Ordinary Reinforced Masonry Shearwalls CS = 0.114 R = 2.0 (Controls) Light Framed Walls Rated for Shear Resistance CS = 0.035 R = 6.5 Analysis Procedure = Equivalent Lateral Force Procedure

Allowable Soil Bearing Pressure = 1500 psf (Presumptive)

CONCRETE

1. Reinforced concrete shall have the following 28 day compressive strengths: Slab on grade, unless noted otherwise 4000 psi normal weight Concrete Walls and Pilasters 4000 psi normal weight Foundations and Grade Beams 4000 psi normal weight Hollow-Core Panels 5000 psi normal weight Hollow-Core Topping Concrete 4000 psi normal weight

2. All concrete exposed to weather shall have 6% (+- 1%) air entrainment.

3. Submit mix designs for all concrete mixes prior to placement. All submittals shall include the following: a) Batch quantities including admixture dosage rates b) Strength test results for trial mixes c) Cured unit weight results (for lightweight concrete mixes only) d) Aggregate source(s) and gradation(s) e) Product data for cement, fly ash and other cementitious materials f) Product data for all admixtures

4. Provide protection for reinforcing bars as follows:

Cast-in-place concrete: Concrete cast against and permanently exposed to earth 3” Concrete exposed to earth and weather (formed)

#5 and smaller 1-1/2” #6 and larger 2”

Concrete not exposed to weather and not in contact with ground: Slabs and walls 3/4” Beams and columns 1-1/2”

5. Provide construction or control joints in slab on grade as shown on plans. If joint pattern is not shown, provide joints at 30 x slab thickness (+-) in both directions and located to conform to bay spacing wherever possible (at column centerlines, half bays, third bays, etc.).

6. Interface of all slab and beam construction joints shall be roughened to a full amplitude of 1/4”. Surface of construction jointsshall be clean and free of laitance. Immediately before new concrete is placed, construction joints shall be wetted and standingwater removed.

7. Construction joints in walls shall be keyed and placed at locations approved by the Architect and Structural Engineer.

8. Provide control joints in all retaining walls at 20 ft intervals.

9. Provide waterstops in all below grade construction joints and at other locations as shown.

10. Provide compressible filler and sealant in all slab-on-grade and wall and column interfaces that are not doweled together.

11. Sleeves and openings in walls, beams, and slabs not shown on structural drawings or outside the parameters of typical sleeve details are not permitted, unless approved by the Structural Engineer.

12. Conduit and pipes embedded in slabs, walls, or beams shall be no larger in outside dimension than 1/3 the overall member thickness, and shall be placed no closer than 3 diameters or widths on center.

13. Conduit and pipes, with their fittings, embedded within a column shall not displace more than 4 percent of the area of the columncross section.

14. Provide 4” high concrete housekeeping pads under all mechanical, plumbing, fire protection, and electrical equipment. Pads shallextend beyond equipment a nominal 6” on all sides. Apply a bonding agent to existing concrete slab prior to pouring of housekeeping pad.

15. At floor drains, locally slope floor towards drain. See architectural and plumbing drawings for drain locations.

16. Foundation walls shall be temporarily braced until positive attachment is made to first floor framing per the details. This is a means & methods item.

REINFORCING FOR CONCRETE

1. General

a. All reinforcing steel to be ASTM A615, Grade 60, deformed bars, unless noted otherwise.

b. Welded wire fabric shall be ASTM A185. Welded wire fabric with wire designated W2.9 and heavier shall be in flat sheets.

c. All reinforcing bars to be detailed and placed in accordance with the ACI “Manual of Standard Practice for Detailing Reinforced Concrete Structures” specifications.

d. All reinforcing, including dowels, shall be securely tied and cast with the lower member. Placing reinforcing after concrete has been placed will not be permitted.

e. Under no circumstances will welding of any reinforcing be allowed.

f. Field bending of reinforcing partially embedded in concrete will not be allowed unless specifically noted on the drawings or approved by the Structural Engineer.

g. All reinforcing shall be contact lap spliced or doweled as follows, unless noted otherwise:

Tension Development and Splice Lengths for f’c=4,000psi Development Class "B" Splice Standard 90 deg. Hook

Bar Size

Top Bar

Other Bar

Top Bar

Other Bar

Embed.

Leg Length

Bend Dia.

#3 19 15 24 19 6 6 2-1/4 #4 25 19 32 25 7 8 3 #5 31 24 40 31 9 10 3-3/4 #6 37 29 48 37 10 12 4-1/2 #7 54 42 70 54 12 14 5-1/4 #8 62 48 80 62 14 16 6 #9 70 54 91 70 15 19 9-1/2

#10 79 61 102 79 17 22 10-3/4 #11 87 67 113 87 19 24 12 #14 105 81 --- --- 32 31 18-1/4 #18 139 107 --- --- 43 41 24

1. Straight development and Class "B" splice lengths shown in above tables are based on uncoated bars assuming center-to-center bar spacing >= 3*db without ties or stirrups or >= 2*db with ties or stirrups, and bar clear cover >= 1.0*db Normal weight concrete as well as no transverse reinforcing are both assumed.

2. Standard 90 deg. hook embedment lengths are based on bar side cover >= 2.5" and bar end cover >= 2" without ties around hook.

3. For special seismic considerations, refer to ACI 318 Code Chapter 21.4. All tension splices shall be Class “B” splices unless noted otherwise on plans.

h. Provide 2-#5 x 6’-0” diagonals at all corners of openings and re-entrant corners, unless noted otherwise.

i. Dowels between foundation and walls shall be installed and shall be the same grade, size, and spacing as the vertical wall reinforcing, unless noted otherwise.

j. Provide corner bars to match horizontal reinforcing.

k. Provide 250 pounds of miscellaneous straight bar reinforcing (#4 & #5) to be used in field for special conditions. Labor for placing same to be included.

2. Walls

a. Provide corner bars in the outside face and at wall junctures to match horizontal wall bars. Use 3-#5 vertical construction rods at corners.

b. Provide #4 at 18” o.c. horizontal and vertical in each face of all walls 10” and thicker minimum, unless noted otherwise.

CONCRETE MASONRY

1. All construction shall comply with applicable provisions of the following latest ACI standards: a. ACI 530-05/ASCE 5-05/TMS 402-05 – Building Code Requirements for Masonry Structures b. ACI 530.1-05/ASCE 6-05/TMS 602-05 – Specifications for Masonry Structures. c. IBC 2012 Chapter 21 Masonry

2. Concrete block units shall conform to the requirements for Grade N Type 1, load-bearing normal-weight units per ASTM C-90 and ASTM C-144 latest revisions. For below grade blocks use Grade S.

3. Standard units shall have nominal face dimensions of 16 x 8 inches high. The minimum compressive strength (f’m) is 1,500 psi.

4. Mortar for unit masonry shall be proportioned per ASTM C270. The minimum mortar compressive strength should be sufficient to achieve an f’m = 2,500 with prism test method.

5. Grout for unit masonry shall be proportioned per ASTM C476. The minimum grout compressive strength is 3,000 psi.

6. Reinforce all CMU 8” & 12” walls as shown on the structural drawings but not less than #5 vertical bars full height at 16” o.c., centered in cell. Provide (2) #5 vertical bars full height minimum at all wall ends and each side of openings per the details. Grout all reinforced cells solid.

7. Bond beams should be installed at the top and 48” o.c. in every wall and where slab on grades meet wall. Bond beams should be reinforced with 2 #5 bars (8” & 12” CMU) - UNO.

8. All vertical cells to be filled shall have vertical alignment to maintain an unobstructed cell area not less than 2 in. x 3 in.

9. All bond beams shall be grouted solid and reinforced.

a. Provide bent dowels and all wall intersections – one per bond beam at corners, and two at tee intersections.

10. Provide bond beams at all walls supporting hollow-core panels.

11. Grout solid under all beams and lintels for full height of wall.

12. All masonry walls shall have ladder type or truss type horizontal reinforcement with two 9 gage wires, unless noted otherwise. Space joint reinforcement at 16” o.c. vertically, typical and 8”o.c. for any CMU below grade or at parapets. Ladder type reinforcement must be used in reinforced walls.

a. All wall intersections shall be reinforced with prefabricated tee or corner units.

13. Use low lift method of grouting. Max grout lift = 4’-0”. Alternate methods of grouting may be acceptable. Submit method for approval 2 weeks in advance.

14. Dowels to supporting structure shall match vertical wall reinforcing at all locations.

15. Masonry reinforcing lap lengths shall be as follows:

Masonry Strength, f’m (psi) Bar Size 1,500 2,000 2,500 3,000

#3 12" 12" 12" 12" #4 20" 17" 16" 14" #5 31" 27" 24" 22" #6 59" 51" 46" 42" #7 80" 69" 62" 57" #8 121" 105" 94" 85" #9 153" 132" 118" 108"

Development length is based on 2½” masonry cover for all bars. Use bar spacers to maintain cover.

16. Brace all masonry walls until floor and roof framing and metal deck is installed.

17. When grouting is stopped for more that one (1) hour, horizontal construction joints shall be formed by stopping the pour of grout 1-1/2” below the top of the uppermost course.

18. Do not locate any control joints in CMU bearing walls. Contraction joint material shall conform to: a. ASTM D 2000, M2AA-805 rubber shear keys with minimum durometer hardness of 80. b. ASTM D 2287, Type PVC 654-4 PVC shear keys with minimum durometer hardness of 85. c. ASTM C 920.

19. Conduit pipes and sleeves in masonry shall not displace more than 2 percent of the net cross sectional area, and shall be placed no closer than 3 diameters or widths on center.

20. At all structural CMU walls, as shown on construction drawings, provide minimum jamb reinforcing (2) #5 bars full height at each break in CMU walls including opening locations, corners and each side of control joints, typical unless noted otherwise.

21. Reinforcing at all openings shall be per the details.

22. Shore CMU lintels at openings as required, this is a means and methods item.

23. Provide 250 pounds of miscellaneous straight bar reinforcing (#4 & #5) to be used in field for special conditions. Labor for placing same to be included.

Pre-Manufactured Wood Trusses

1. Plate connected wood trusses shall be designed in accordance with TPI-1 – National Design Standard for Metal Plate Connected Truss Construction, Truss Plate Institute, latest edition. Trusses to be designed by professional engineer registered in the State of Missouri. Trusses to be designed for the live and dead loads indicated below with a maximum live load deflection of L/360. (Dead loads do not include the weight of the truss).

2. Trusses shall be designed to resist the following loads: TC DL = 15 psf TC LL = 20 psf TC SL = per ASCE 7-10 TC WL = per ASCE 7-10 BC DL = 5 psf BC LL = N/A BC WL = 5 psf interior End / Gable Wind Load = per ASCE 7-10

3. The truss manufacturer is responsible for the design, construction, and erection of the wood roof trusses. All dimensions shallbe confirmed by the truss manufacturer.

4. All truss connections and hold-downs shall be designed and specified by the wood truss manufacturer.

5. Any truss size or profile shown on Plans and Elevations is for conception only. Web configuration may vary. The truss manufacturer is responsible for coordinating with the mechanical and architectural drawings to determine HVAC duct and draft stop locations.

6. The truss manufacturer shall submit shop drawings and calculations sealed by a professional engineer registered in Missouri. Shop drawings shall show all fourteen items listed and required per IBC 2012 Section 2303.4.1.1

7. All blocking, bridging and bracing shall be fabricated, and installed by the truss manufacturer.

8. Top and bottom chords shall be SPF or SP No. 2 or better seasoned lumber S-dry or kiln dried with 15% maximum moisture content.

9. Sizes, species, and grades of members shall be as required to provide combined stress ratios of less than one.

10. The allowable deflection is: a. L/240 in open areas. b. L/360 where GWB ceilings are supported by the bottom chord.

11. Metal gusset plates shall be designed, manufactured, and approved according to “the research committee for the IBCO”.

12. Girder trusses shall be located such that they do not bear directly over openings in walls.

13. Trusses must be designed for drift and unbalanced snow loads per the 2012 IBC. Trusses must be designed for component wind loads per the 2012 IBC.

14. Trusses shall be temporarily and/or permanently braced in accordance with manufacturer recommendations and Truss Plate Institute recommendations.

15. Handle and erect trusses in accordance with TPI HIB-91.

16. Installer shall verify that all hangers and connecting devices to each other or the structure meet the design reactions, uplifts, etc. indicated on the truss drawings.

GENERAL NOTES

1. All construction shall conform to the International Building Code (IBC) 2012.

2. Contractor shall verify all dimensions and conditions at the job site before commencing work and shall report any discrepancies to the engineer.

3. Omissions or conflicts between various elements of the drawings, notes and details shall be brought to the attention of the engineer and resolved before proceeding with the work.

4. Do not use scaled dimensions; use written dimensions or where no dimension is provided, consult the engineer for clarification before proceeding with the work.

5. Details shown shall be incorporated into the project at all appropriate locations whether specifically called out or not.

6. See Specifications or Notes on drawings for materials of construction.

7. Shop drawing submittal to the structural engineer for review: allow a two-week turn-around period.

8. Refer to the architectural drawings for size and location of doors and window openings, dimensions not shown on structural drawings, exterior wall assemblies, and floor, wall and roof finishes.

9. See architectural specifications/notes for locations and number of gypsum wall board control/expansion joints.

10. Refer to architectural, mechanical, electrical, and civil drawings for location and size of block outs, inserts, openings, curbs, bases & pads, and dimensions not shown on the structural drawings.

11. Construction Loads have not been considered and the Contractor must brace all elements of the structure during construction.

12. Temporary bracing should remain until positive connection is made to shear walls (with floor diaphragm). This is a means and method item.

SHOP DRAWINGS

1. Allow two weeks for review of shop drawings

2. Shop drawings submittals are required for the following:

i. Concrete Mix Designs ii. Concrete and Masonry Reinforcing Steel

iii. Structural Steel Framing iv. Hollow-Core Shop Drawings – Sealed with calculations v. Anchor Bolts into Concrete

vi. Manufactured Wood Trusses – Sealed with calculations

3. Any proposed value-added changes, cost-reducing changes, substitutions or redesign shall include signed and sealed calculationsand drawings from a registered professional engineer in the state of Missouri.

SLABS ON GRADE

1. Slab-on-grade shall be founded on 6 inches of free draining granular material. No Geotechnical report has been provided, presumptive values have been assumed for the slab design.

2. Construction joints and contraction joints in slabs to be as shown on plans. Saw cut control joints shall be done late enough to prevent raveling of the cut edges and early enough to prevent cracking of the slab ahead of the saw blade. (“soft cut” usually within 4 hours of placing concrete)

3. All slabs on grade to be reinforced according to the plans. Any discrepancies shall be notified to the EOR prior to construction.

4. Concrete slab to be cured according to ACI Standards. Concrete slab cure to be compatible with any sealer, grout, or adhesivethat may be used on the floor later.

5. Install vapor barrier per plans directly beneath slab.

a. Lap all seams 6” min. & tape with tape supplied or approved by the manufacturer.

b. Repair any punctures or tears with tape unless they exceed 2” in any dimensions; then patch with at least 6” bigger on each edge and tape all edges.

c. Lap vapor barrier 6” against foundation or footing and secure into place prior to placing slab.

Special Inspections – Structural (IBC 2012 – Section 1704)

The owner shall be responsible for the costs of all required special inspections. All special inspections are to be scheduled and coordinated by the contractor. Special inspectors shall be a qualified person(s) with dem onstrated competence for inspection of the particular type of construction or operation requiring special inspection. Special inspectors shall keep records of inspections and furnish copies to the Engineer of Record unless otherwise noted. Inspections shall be performed as indicated below and/or prior to that portion of construction being concealed in the case of periodic inspections. ‘Periodic’ shall be 25% of items noted unless specifically described in the corresponding specification.

Statement of Compliance:

A statement of compliance shall be prepared by the special inspector at the completion of the project indicating that all construction has been inspected per this section and is in compliance with the construction documents.

Inspection of Fabrications:

Structural steel fabricator shall be AISC certified. The fabricator shall submit a certificate of compliance to the building official stating that work was performed in accordance with approved construction documents

Steel Construction:

Periodic inspection required for: M aterial verification of high-strength bolts, nuts and washers Inspection of high-strength bolt installation

The special inspector shall perform an inspection of the steel frame to verify compliance with the details shown on the approved construction documents.

Special Inspector: Engineer of Record and/or Qualified testing laboratory.

Concrete Construction:

Contractor to submit certified mix design in accordance with contract documents.

Periodic inspection required for: Reinforcing steel placement in piers and grade beams Verify use of required design mix at same interval as test cylinders for strength tests M aintenance of specified curing temperature and techniques Anchors cast in and post installed in concrete Inspection of formwork for shape, location and dimensions of the concrete member being formed Verification of in-situ concrete strength

Prior to removal of shores and forms – beams and structural slabs

Continuous inspection required for: Sampling and testing of fresh concrete – slump, air content, making test cylinders

Samples for strength tests of each class of concrete placed each day shall be taken not less than once a day, nor less than once for each 150 cy of concrete, nor less than once for each 5,000 sf of surface area for slabs or walls, except when less than 50 cy of a given class of concrete is poured. A minimum of five strength tests for a given class of concrete shall be made from at least five randomly selected batches or from each batch if fewer than five batches are used.

Inspection of concrete and shotcrete placement for proper application techniques Installation of all adhesive anchors.


M asonry Construction:

Periodic inspection required for: Proportions of site prepared mortar Construction of mortar joints Location of reinforcement and connectors Verify size and location of structural elements, bond beams Verify type, size and location of anchors Verify size, grade, and type of reinforcement Verify protection of masonry during cold weather Verify prior to grouting

Grout space is clean Placement of reinforcement and connectors Proportions of site-prepared grout Construction of mortar joints

Continuous inspection required for: W elding of reinforcing bars (if allowed) Verify grout placement complies with code and construction document provisions. Preparation of required grout specimens, mortar specimens and/or prisms. Installation of all adhesive anchors.


Soils:

Periodic Inspection required for: Verify materials below shallow foundations are adequate to achieve the design bearing capacity Verify excavations are extended to proper depth and have reached proper material Perform classification and testing of compacted fill materials Verify use of proper materials, densities and lift thicknesses during placement and compaction of compacted fill Prior to placement of compacted fill, observe subgrade and verify that site has been prepared properly

Special Inspector: Qualified testing laboratory.

7-22-15

7-22-15

university of central missouri architect: … resolution prior to proceeding w/ work related to the...

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