Attachment 04 Struct 100_ 19-292.pdf

D D

E E

C C

G G

B

A

1.6

8.8

F

3.9

EX 1 EX 2 EX 3 EX 4 EX 5 EX 6 EX 7 EX 8 EX 9 EX 10 EX 11 EX 12

EX A

EX B

EX C

EX D

(FV)

395' - 1"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(F V

/4

(F V

/2

(F V

/4

OUTLINE OF PV ARRAY FRAMING ABOVE

ALL EXISTING WIDE

FLANGE COLUMNS

TO BE REMOVED

B.6

4.5 5.5 6.5 7.55.2

5.2

2.2 3.1

SD202

SD202

SD201

SD201

GARAGE GRID SYSTEM

SHOWN FOR REFERENCE

(HALF-TONE)

CONCRETE DRILLED PIER

FOUNDATIONS TO BE REMOVED,

SEE DEMO ELEVATIONS FOR

MINIMUM EXTENT OF REMOVAL

AT EACH PIER, TYP

EXISTING CANOPY GRID

SYSTEM (FULL-TONE)

Engineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg. of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

Date Checked Drawn

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

19-292

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V .r v t

SD101

DEMOLITION PLAN - PV ARRAY

FOUNDATION

1 47RAL

PARKING GARAGE 2

921 NE 13TH STREET

OKLAHOMA CITY, OK 73104

JULY 8, 2022

100% CONSTRUCTION DOCUMENTS

635-414

LAN

1/16" = 1'-0"SD101

1 DEMOLITION PLAN - PV ARRAY FOUNDATION

N

GENERAL PLAN NOTES:

1. REFER TO STRUCTURAL DEMOLITION GENERAL NOTES, LEGEND, SCHEDULES, AND TYPICAL DETAILS.

2. REFERENCE ALL APPLICABLE DEMOLITION DRAWINGS FOR ADDITIONAL INFORMATION.

3. EXCAVATION EXTENTS SHALL BE MINIMIZED AS PRACTICAL TO INSTALL NEW WORK.

4. ALL EXISTING CONDITIONS INCLUDING THE EXISTING FOOTINGS, ELEVATIONS AND THICKNESS ARE TO

BE VERIFIED IN THE FIELD PRIOR TO COMMENCING WORK.

5. PROTECT ALL ITEMS TO REMAIN PER DEMOLITION GENERAL NOTES.

RENOVATION (EXISTING CONDITIONS)

INFORMATION SHOWN FOR THE EXISTING STRUCTURE WAS GENERATED BASED ON

INFORMATION OBTAINED BY THE DESIGN TEAM DURING A SITE VISIT AND A SURVEY

PERFORMED BY MACARTHUR ASSOCIATED CONSULTANTS, LLC.

THE CONTRACTOR SHALL USE QUALIFIED, EXPERIENCED, PERSONNEL FOR

DEMOLITION AND REMOVAL OPERATIONS. PERFORM DEMOLITION AND REMOVAL

OPERATIONS IN A CAREFUL AND ORDERLY MANNER TO PREVENT HAZARDS TO

PERSONS, DAMAGE TO PROPERTY, AND THE SPREADING OF DUST AND DEBRIS.

PRIOR TO THE START OF WORK, THE CONTRACTOR SHALL VERIFY THAT THE SCOPE

OF DEMOLITION INDICATED ON THE CONTRACT DOCUMENTS SHALL NOT DAMAGE,

CUT, OR DISRUPT AND SERVICE OF ANY UTILITY SERVICE SERVING AN ADJACENT SITE

OR INTENDING TO BE RE-USED FOR THIS SITE

IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE CONDITIONS

RELATING TO THE EXISTING STRUCTURE AND TO NOTIFY THE STRUCTURAL ENGINEER

IMMEDIATELY OF ANY DISCREPANCIES OR CONFLICTS.

THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS AND METHODS OF

DEMOLITION REQUIRED TO COMPLETE THE WORK, INCLUDING MAINTAINING THE

SAFETY AND INTEGRITY OF THE EXISTING STRUCTURE. DEMOLISHED MATERIALS

SHALL BE DISPOSED OF SAFELY AND IN CONFORMANCE WITH THE CONTRACT

DOCUMENTS AND ALL APPLICABLE LAWS, CODES AND REGULATIONS.

WHERE ELEMENTS ARE INDICATED TO BE CUT AND REMOVED, ALL PORTIONS OF THE

ELEMENTS TO REMAIN SHALL BE BELOW THE DEMO ELEVATION LISTED IN THESE

DOCUMENTS. AT THE CONTRACTOR'S DISCRETION, FOUNDATION ELEMENTS MAY BE

REMOVED BEYOND THE MINIMUM EXTENT INDICATED.

EXISTING MATERIALS TO BE REMOVED AND REINSTALLED AS PART OF THIS PROJECT,

THAT BECOME DAMAGED, SHALL BE REPLACED WITH NEW MATERIAL OF EQUAL

QUALITY AND APPEARANCE, AT THE CONTRACTOR'S EXPENSE.

ALL WORK SHALL BE PERFORMED WITHOUT DAMAGE OR DISRUPTION TO ADJACENT

RETAINED WORK. ADJACENT EXISTING CONSTRUCTION SHALL BE PROTECTED FROM

DUST, DIRT AND DEBRIS ACCUMULATION AT ALL TIMES.

D

E

C

G

1.6

8.8

F

3.9

EX 1 EX 2 EX 3 EX 4 EX 5 EX 6 EX 7 EX 8 EX 9 EX 10 EX 11 EX 12

EX A

EX B

EX C

EX D

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

35' - 11"

(FV)

395' - 1"

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E) W16X36

(E) W16X36

(E) W16X36

(E) W16X36

(E) W16X36

(E) W16X36

(E) W16X36

(E) W16X36

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(E

W X

(F V

/2

(F V

/4

(F V

/2

(F V

/2

(F V

/2

(F V

/4

(F V

/2

EXISTING

STRUCTURAL

FRAMING TO BE

REMOVED, TYP

4.5 5.5 6.5 7.55.2

5.2

2.2 3.1

SD202

SD202

SD201

SD201

APPROX. OUTLINE OF PV ARRAY

GARAGE GRID SYSTEM

SHOWN FOR REFERENCE

(HALF-TONE)

DISMANTLE AND REMOVE PV

ARRAY PANELS AND RETURN

TO THE VA FOR STORAGE

AND FUTURE USE

EXISTING CANOPY GRID

SYSTEM (FULL-TONE)

Engineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg. of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

Date Checked Drawn

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

19-292

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V .r v t

SD102

STEEL DEMOLITION - PV ARRAY

2 47RAL

PARKING GARAGE 2

921 NE 13TH STREET

OKLAHOMA CITY, OK 73104

JULY 8, 2022

100% CONSTRUCTION DOCUMENTS

635-414

LAN

1/16" = 1'-0"SD102

1 STEEL DEMOLITION - PV ARRAY

N

GENERAL PLAN NOTES:

1. REFER TO STRUCTURAL DEMOLITION GENERAL NOTES, LEGEND, SCHEDULES, AND TYPICAL DETAILS.

2. REFERENCE ALL APPLICABLE DEMOLITION DRAWINGS FOR ADDITIONAL INFORMATION.

3. EXCAVATION EXTENTS SHALL BE MINIMIZED AS PRACTICAL TO INSTALL NEW WORK.

4. ALL EXISTING CONDITIONS INCLUDING THE EXISTING FOOTINGS, ELEVATIONS AND THICKNESS ARE TO

BE VERIFIED IN THE FIELD PRIOR TO COMMENCING WORK.

5. PROTECT ALL ITEMS TO REMAIN PER DEMOLITION GENERAL NOTES.

LEVEL 01

1248' - 0"

(EXISTING) PV ARRAY

1264' - 6"

EX 1 EX 2 EX 3 EX 4 EX 5 EX 6 EX 7 EX 8 EX 9 EX 10 EX 11 EX 12

395' - 1"

35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11"

DEMO EL. 1238.00'

EXISTING PIER

(FULL DEMO)

EXISTING PIER

(FULL DEMO)

EXISTING PIER

(FULL DEMO)

EXISTING PIER

(FULL DEMO)

EXISTING PIER

(FULL DEMO)

DISMANTLE AND REMOVE

PV ARRAY PANELS AND

RETURN TO THE VA FOR

STORAGE AND FUTURE USE

EXISTING

GRADE, VIF

GRADE, SEE

CIVIL DRAWINGS

EXISTING

STRUCTURAL

STEEL FRAMING

EXISTING PIER,

(PARTIAL DEMO)

DEMO EL. 1239.00' DEMO EL. 1239.25' DEMO EL. 1239.50' DEMO EL. 1238.50' DEMO EL. 1239.00' DEMO EL. 1239.00'

LEVEL 01

1248' - 0"

1 2 3 4 5 6 7 8 9

(EXISTING) PV ARRAY

1264' - 6"

EX 1 EX 2 EX 3 EX 4 EX 5 EX 6 EX 7 EX 8 EX 9 EX 10 EX 11 EX 12

5.2

302' - 0"

38' - 0"36' - 0"36' - 0"36' - 0"10' - 0"36' - 0"36' - 0"36' - 0"38' - 0"

395' - 1"

35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11"

EXISTING PIER

(FULL DEMO)

EXISTING PIER

(FULL DEMO)

EXISTING

GRADE, VIF

GRADE, SEE

CIVIL DRAWINGS GRADE, SEE

CIVIL DRAWINGS

SLAB-ON-GRADE, SEE

S-SERIES DRAWINGS

FOUNDATION

STRUCTURE, SEE

S-SERIES

DRAWINGS

EXISTING

STRUCTURAL

STEEL FRAMING

EXISTING PIER,

(PARTIAL DEMO)

EXISTING PIER,

(MAY REMAIN)

EXISTING PIER,

(MAY REMAIN)

EXISTING PIER,

(MAY REMAIN)

GARAGE GRID SYSTEM

SHOWN FOR REFERENCE

(HALF-TONE)

DISMANTLE AND REMOVE

PV ARRAY PANELS AND

RETURN TO THE VA FOR

STORAGE AND FUTURE USE

DEMO EL. 1244.50' DEMO EL. 1242.75' DEMO EL. 1242.00' DEMO EL. 1242.50' DEMO EL. 1242.00'DEMO EL. 1246.00' DEMO EL. 1245.25'

Engineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg. of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

Date Checked Drawn

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

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V .r v t

SD201

DEMO ELEVATIONS

3 47RAL

PARKING GARAGE 2

921 NE 13TH STREET

OKLAHOMA CITY, OK 73104

JULY 8, 2022

100% CONSTRUCTION DOCUMENTS

635-414

LAN

1 : 150SD201

1 DEMO CD - DEMO ELEVATION - EXISTING GL-A

1 : 150SD201

2 DEMO CD - DEMO ELEVATION - EXISTING GL-B

LEVEL 01

1248' - 0"

1 2 3 4 5 6 7 8 9

(EXISTING) PV ARRAY

1264' - 6"

EX 1 EX 2 EX 3 EX 4 EX 5 EX 6 EX 7 EX 8 EX 9 EX 10 EX 11 EX 12

5.2

302' - 0"

38' - 0"36' - 0"36' - 0"36' - 0"10' - 0"36' - 0"36' - 0"36' - 0"38' - 0"

395' - 1"

35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11"

EXISTING PIER

(FULL DEMO)

EXISTING GRADE, VIF

GRADE, SEE

CIVIL DRAWINGS

SLAB-ON-GRADE, SEE

S-SERIES DRAWINGS

FOUNDATION STRUCTURE,

SEE S-SERIES DRAWINGS

GRADE, SEE

CIVIL DRAWINGS

EXISTING STRUCTURAL

STEEL FRAMING

EXISTING PIER,

(PARTIAL DEMO)

GARAGE GRID SYSTEM

SHOWN FOR REFERENCE

(HALF-TONE)

DISMANTLE AND REMOVE

PV ARRAY PANELS AND

RETURN TO THE VA FOR

STORAGE AND FUTURE USE

EXISTING PIER (FULL DEMO)

DEMO EL. 1245.75'

DEMO EL. 1248.00'

DEMO EL. 1246.75'

DEMO EL. 1246.00'

DEMO EL. 1241.50' DEMO EL. 1242.50' DEMO EL. 1243.50'

DEMO EL. 1243.50' DEMO EL. 1243.25'

DEMO EL. 1243.25'

LEVEL 01

1248' - 0"

1 2 3 4 5 6 7 8 9

(EXISTING) PV ARRAY

1264' - 6"

EX 1 EX 2 EX 3 EX 4 EX 5 EX 6 EX 7 EX 8 EX 9 EX 10 EX 11 EX 12

5.2

302' - 0"

38' - 0"36' - 0"36' - 0"36' - 0"10' - 0"36' - 0"36' - 0"36' - 0"38' - 0"

395' - 1"

35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11" 35' - 11"

EXISTING PIER

(FULL DEMO)

EXISTING

GRADE, VIF

GRADE, SEE

CIVIL DRAWINGS

SLAB-ON-GRADE, SEE

S-SERIES DRAWINGS

FOUNDATION STRUCTURE,

SEE S-SERIES DRAWINGS

GRADE, SEE

CIVIL DRAWINGS

EXISTING

STRUCTURAL

STEEL FRAMING

EXISTING PIER,

(PARTIAL DEMO)

GARAGE GRID SYSTEM

SHOWN FOR REFERENCE

(HALF-TONE)

DISMANTLE AND REMOVE

PV ARRAY PANELS AND

RETURN TO THE VA FOR

STORAGE AND FUTURE USE

DEMO EL. 1246.00'

DEMO EL. 1246.50' DEMO EL. 1246.25' DEMO EL. 1246.25' DEMO EL. 1246.25' DEMO EL. 1245.75' DEMO EL. 1245.25' DEMO EL. 1245.00' DEMO EL. 1244.75' DEMO EL. 1244.25'

DEMO EL. 1244.25'

Engineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg. of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

Date Checked Drawn

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

19-292

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V .r v t

SD202

DEMO ELEVATIONS

4 47RAL

PARKING GARAGE 2

921 NE 13TH STREET

OKLAHOMA CITY, OK 73104

JULY 8, 2022

100% CONSTRUCTION DOCUMENTS

635-414

LAN

1 : 150SD202

1 DEMO CD - DEMO ELEVATION - EXISTING GL-C

1 : 150SD202

2 DEMO CD - DEMO ELEVATION - EXISTING GL-D

MISCELLANEOUS SYMBOLS

NORTH ARROW

GRIDLINES

SOIL

SECTION NUMBER

SHEET NUMBER

S101

S101

CALLOUT NUMBER

SHEET NUMBER

A

ELEVATION

REFERENCE

LIMIT OF EXTENT

CONTINUOUS EXTENT

C# COLUMN NOTATION

Z# PRECAST/ BRICK SUPPORT

L# LINTEL NOTATION

F ## COLUMN FOOTING NOTATION

GB ## GRADE BEAM NOTATION

P ## PIER NOTATION

B ## CONCRETE BEAM NOTATION

PB ## POST-TENSIONED CONCRETE

BEAM NOTATION

PC ## PILE CAP NOTATION

WF ## WALL FOOTING NOTATION

SHEAR WALL NOTATIONSW ##

BW ## BEARING WALL NOTATION

GRANULAR FILL

Name

Elevation

WALL PIER NOTATIONWP ##

W ## WALL NOTATION

N

TS ## THICKENED SLAB NOTATION

# KEYED PLAN NOTE

CONCRETE SYMBOLS

POST-TENSION TENDON

ANCHOR DEAD END

LOCATION

POST-TENSION TENDON

ANCHOR JACKING

LOCATION

REBAR

CHANGE OF SLAB

ELEVATION

SLOPING SLAB

CHANGE OF SLAB

THICKNESS

MECHANICAL COUPLER

REBAR SPLICE

LIMIT OF MEMBER OR

SPAN MARK

DIRECTION OF SPAN

OPENING

SELF-EXPANDING

WATERSTOP

CONSTRUCTION JOINT

LOCATION IN CONCRETE

WALLS

REBAR TERMINATOR

INTENTIONALLY

ROUGHENED

CONSTRUCTION JOINT

TO 1/4" AMPLITUDE

WELDED WIRE

REINFORCING

PVC WATERSTOP

COLUMN CONTINUES

COLUMN TERMINATED

FORM-SAVER

SLAB ON GRADE

MARK

SOG#

WALL FOOTING OR

THICKENED SLAB

WF# / TS#

F#

ISOLATED FOOTING

CONTRACTION JOINT

LOCATION IN CONCRETE

WALLS

CONNECTORS

HEADED STUD

CONNECTOR SECTION END/ALT VIEW

CAST-IN ANCHOR

ROD

POST-INSTALLED

MECHANICAL ANCHOR

BOLT

POST INSTALLED

ADHESIVE ANCHOR

STEEL MEMBERS

W-SHAPE BEAM

SHAPE SECTION PLAN VIEWELEVATION

CHANNEL

ANGLE

DOUBLE ANGLE

HOLLOW STRUCTURAL

SECTION

-RECTANGULAR

LLV LLH

HOLLOW STRUCTURAL

SECTION

-CIRCULAR (PIPE)

OPEN WEB STEEL

JOIST

STEEL SYMBOLS

STEEL DECK

STEEL DECK MARK AND

SPAN DIRECTION

BEAM SPLICE

CONNECTION

BEAM MOMENT

CONNECTION AT COLUMN

BEAM SHEAR CONNECTION

AT COLUMN

BEAM CONTINUOUS OVER

COLUMN

SLAB ON STEEL

DECK

SLAB ON STEEL

DECK

WWR

COLUMN STARTS HERE

HANGER OR POST

HANGER OR POST

BELOW FLOOR

SLAB-ON-DECK MARK AND

SPAN DIRECTION

OR

D#

S#

C# COLUMN MARK

SIDE PLATE CONNECTION

AT COLUMN

PRECAST MEMBERS

DOUBLE TEE

SHAPE SECTION PLAN VIEWELEVATION

GIRDER

SPANDREL

PLANK

HOLLOW-CORE

MASONRY MEMBERS

CMU SECTION

CMU BOND BEAM SECTION

(FULLY GROUTED)

CMU LINTEL SECTION

(FULLY GROUTED)

SINGLE REINFORCEMENT

(FULLY GROUT REINFORCED

CELLS)

DOUBLE REINFORCEMENT

(FULLY GROUT REINFORCED

CELLS)

PLAN

PLAN

PLAN

PLAN

NON-LOAD BEARING

CMU WALL

LOAD BEARING/SHEARWALL

STEEL BEAM LEGEND (LRFD)

W18X40 C=1"

CAMBERBEAM SIZE

30K30K

BEAM REACTION,

TYP

(20)

QUANTITY OF SHEAR STUDS,

UNIFORMLY SPACED BETWEEN

SUPPORTS, UNO

"(MIN)" = STUDS @ 24" OC FOR

FULL BEAM LENGTHNOTES:

1) REACTION VALUE IS LRFD (KIPS), UNO.

2) WHERE NO VALUE IS SHOWN, DESIGN CONNECTION FOR A MINIMUM REACTION OF 24

KIPS.

3) POSITIVE CAMBER UPWARDS, NEGATIVE CAMBER DOWNWARDS. CAMBER SHOWN

ON CANTILEVERS IS AT END OF CANTILEVER.

4) BEAMS ARE PRIMARY MEMBERS FOR FIREPROOFING UNLESS NOTED AS SECONDARY.

5) "M" IN PLACE OF BEAM SIZE INDICATES W10X12.

6) LATERAL FORCE TO BE TRANSFERRED THROUGH SUPPORT BY CONNECTIONS IN

ADDITION TO VERTICAL REACTION FORCES. FORCE MAY ACT IN EITHER DIRECTION.

FORCE IS GREATER OF 1.0W OR 1.0E, UNO.

MOMENT CONNECTION

CANT BM, SAME SIZE

AND END REACTION AS

BACKSPAN, UNO

C=1/2" CAMBER

##K

NOTE 6

JST JOIST

JT JOINT

KB KNEE BRACE

KIP, K 1,000 POUNDS

KO KNOCK-OUT

KSI KIPS PER SQUARE INCH

L ANGLE OR LENGTH

LAB LABORATORY

LB POUND

LF LINEAL FOOT

LIN LINEAL, LINEAR

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONGIT LONGITUDINAL

LP LOW POINT

LSL LAMINATED STRAND LUMBER

LSLT LONG SLOTTED HOLE

LTWT LIGHT WEIGHT

LVL LAMINATED VENEER LUMBER

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MB MACHINE BOLT

MC MISCELLANEOUS CHANNEL

MECH MECHANICAL

MEMB MEMBRANE

MEP MECHANICAL/ ELECTRICAL/ PLUMBING

MF MOMENT FRAME

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MULT MULTIPLE

N/A NOT APPLICABLE

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OFD OVERFLOW DRAIN

OH OVERHEAD

OPNG OPENING

OPP OPPOSITE

OPPHD OPPOSITE HAND

ORIG ORIGINAL

OVS OVERSIZED HOLE

OWJ PRE-MANUFACTURED OPEN WEB JOIST

PAF POWDER ACTUATED FASTENER

PC PRECAST CONCRETE

PEMB PRE-ENGINEERED METAL BUILDING

PERIM PERIMETER

PERM PERMANENT

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINEAL FOOT

PLYWD PLYWOOD

PREFAB PREFABRICATED

PRELIM PRELIMINARY

PREP PREPARATION, PREPARE

PROJ PROJECTION

PS PRESTRESSED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT POST-TENSIONED

R RADIUS

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCEMENT, REINFORCE

REQD REQUIRED

RO ROUGH OPENING

RTU ROOFTOP MECHANICAL UNIT

S SLOPE

SCHED SCHEDULE

SECT SECTION

SF SQUARE FEET

SHT SHEET

SIM SIMILAR

SIP STRUCTURAL INSULATED PANEL

SOG SLAB-ON-GRADE

SOMD SLAB ON METAL DECK

SPA SPACES, SPACE

SPECS SPECIFICATIONS

SQ SQUARE

SS STAINLESS STEEL

SSLT SHORT SLOTTED HOLE

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUC STRUCTURAL

SYM SYMMETRICAL

T & B TOP AND BOTTOM

T/ TOP OF

T/GB TOP OF GRADE BEAM

TBS MECHANICAL TENSION BUTT SPLICE

TC TOP CHORD

TEMP TEMPERATURE

THRU THROUGH

TJI PREFABRICATED WOOD I-JOIST

TRANS TRANSVERSE

TYP TYPICAL

UL UNDERWRITERS' LABORATORY INC.

UNO UNLESS NOTED OTHERWISE

UT ULTRA-SONIC TEST

VERT VERTICAL

W WIDE FLANGE

W/ WITH

W/O WITHOUT

WD WOOD

WH WEEP HOLE

WP WORK POINT

WT WEIGHT, STRUCTURAL T

WWF, WWR WELDED WIRE REINFORCEMENT

XS EXTRA STRONG (PIPE)

XXS DOUBLE EXTRA STRONG (PIPE)

& AND

A/E ARCHITECT/ENGINEER

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADJ ADJACENT

AGGR AGGREGATE

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

ALT ALTERNATE

ANSI AMERICAN NATIONAL STANDARDS

INSTITUTE

APA AMERICAN PLYWOOD ASSOCIATION

APPROX APPROXIMATE

AR ANCHOR ROD

ARCH ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING AND

MATERIALS

AWS AMERICAN WELDING SOCIETY

B/ BOTTOM OF

BAL BALANCE

BC BOTTOM CHORD

BD BOARD

BF BRACED FRAME

BLDG BUILDING

BLK BLOCK

BLKG BLOCKING

BM BEAM

BOT BOTTOM

BRG BEARING

BRKT BRACKET

BTWN BETWEEN

BU BUILT UP

C STANDARD CHANNEL

CANT CANTILEVER

CC CENTER TO CENTER

CF COLD FORMED

CG CENTER OF GRAVITY

CIP CAST-IN-PLACE

CJ CONTROL, CONTRACTION OR

CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEARANCE, CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

CTR CENTER

CTRD CENTERED

CU FT CUBIC FEET

CU IN CUBIC INCH

CYD CUBIC YARD

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DEG DEGREE

DEMO DEMOLITION, DEMOLISH

DEPT DEPARTMENT

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIAPH DIAPHRAGM

DIM DIMENSION

DN DOWN

DO DITTO

DP DEEP

DWG DRAWING

DWL DOWELS

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL, ELEV ELEVATION

ELEC ELECTRICAL

ENCL ENCLOSURE

ENGR ENGINEER

EOD EDGE OF DECK

EOJ EDGE OF JOIST

EOS EDGE OF SLAB

EQ EQUAL

EQPT EQUIPMENT

ES EACH SIDE

EW EACH WAY

EX EXISTING

EXP EXPANSION

EXT EXTERIOR

FD FLOOR DRAIN

FDN FOUNDATION

FIN FINISH

FLG FLANGE

FLR FLOOR

FS FAR SIDE

FT FEET

FTG FOOTING

FTGD FOOTING DRAIN

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GL GLUED LAMINATED TIMBER (GLULAM)

GRND GROUND

GT GIRDER TRUSS

HAS HEADED ANCHOR STUD

HORIZ HORIZONTAL

HP HIGH POINT

HSS HOLLOW STRUCTURAL SECTION

HT HIP TRUSS

HVAC HEATING, VENTILATION, AIR

CONDITIONING

ID INSIDE DIAMETER

IF INSIDE FACE

IN INCH

INCL INCLUDE

INFO INFORMATION

INSUL INSULATION

INT INTERIOR

J/BRG JOIST BEARING

STRUCTURAL DRAWINGS ABBREVIATIONS

SHEET # SHEET NAME

SD101 DEMOLITION PLAN - PV ARRAY FOUNDATION

SD102 STEEL DEMOLITION - PV ARRAY

SD201 DEMO ELEVATIONS

SD202 DEMO ELEVATIONS

S001 ABBREVIATIONS AND SYMBOLS

S002 GENERAL NOTES

S003 GENERAL NOTES

S004 SPECIAL INSPECTION REQUIREMENTS

S005 LOAD MAPS

S006 FOUNDATION REACTION TABLE

S007 WIND LOAD ELEVATIONS

S008 AXONOMETRICS

S010 BASIS OF DESIGN - FUTURE DEMO

S011 BASIS OF DESIGN - FUTURE DEMO

S012 BASIS OF DESIGN - FUTURE DEMO AXONOMETRICS

S020 BASIS OF DESIGN - FUTURE EXPANSION

S021 BASIS OF DESIGN - FUTURE EXPANSION

S022 BASIS OF DESIGN - FUTURE EXPANSION

S023 BASIS OF DESIGN - FUTURE EXPANSION

S024 BASIS OF DESIGN - FUTURE EXPANSION

S025 BASIS OF DESIGN - FUTURE EXPANSION

S026 BASIS OF DESIGN - FUTURE AXONOMETRICS

S100 LEVEL 1 - FOUNDATION

S101 LEVEL 1 - SLAB ON GRADE

S102 LEVEL 2 - STRUCTURAL FRAMING

S103 LEVEL 3 - OVERALL ROOF FRAMING

S201 ENLARGED PLANS

S202 ENLARGED PLANS

S203 ENLARGED PLANS

S211 EXTERIOR ELEVATIONS

S212 SHEARWALL ELEVATIONS

S221 BUILDING SECTIONS

S222 BUILDING SECTIONS

S223 BUILDING SECTIONS

S301 FOUNDATION SCHEDULES, SECTIONS, AND DETAILS

S302 FOUNDATION SCHEDULES, SECTIONS, AND DETAILS

S303 FOUNDATION SECTIONS AND DETAILS

S304 FOUNDATION SECTIONS AND DETAILS

S305 FOUNDATION SECTIONS AND DETAILS

S306 FOUNDATION SECTIONS AND DETAILS

S307 FOUNDATION SECTIONS AND DETAILS

S311 PRECAST SECTIONS AND DETAILS

S312 PRECAST SECTIONS AND DETAILS

S313 PRECAST SECTIONS AND DETAILS

S314 PRECAST SECTIONS AND DETAILS

S401 CMU SCHEDULES, SECTIONS, AND DETAILS

S501 STEEL SCHEDULES AND DETAILS

STRUCTURAL INDEX

Engineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg. of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

Date Checked Drawn

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

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ABBREVIATIONS AND SYMBOLS

5 47RAL

PARKING GARAGE 2

921 NE 13TH STREET

OKLAHOMA CITY, OK 73104

JULY 8, 2022

100% CONSTRUCTION DOCUMENTS

635-414

LAN

Engineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg. of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

Date Checked Drawn

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

19-292

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GENERAL NOTES

6 47RAL

PARKING GARAGE 2

921 NE 13TH STREET

OKLAHOMA CITY, OK 73104

JULY 8, 2022

100% CONSTRUCTION DOCUMENTS

635-414

LAN

GENERAL

STRUCTURES INDICATED ON THESE DRAWINGS HAVE BEEN DESIGNED FOR THE IN-SERVICE

LOADS ONLY. THE METHODS, MEANS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE

THE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURES ARE DESIGNED TO BE SELF-

SUPPORTING AND STABLE AFTER CONSTRUCTION IS COMPLETE. IT IS THE CONTRACTOR'S

RESPONSIBILITY TO DETERMINE CONSTRUCTION PROCEDURES AND SEQUENCE TO ENSURE

SAFETY OF THE STRUCTURES AND RELATED COMPONENTS DURING CONSTRUCTION. THIS

INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS,

TIEDOWNS, ETC.

IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THAT CONSTRUCTION LOADS DO NOT

EXCEED THE CAPACITY OF ANY STRUCTURAL ELEMENT AT THE TIME THE LOADS ARE APPLIED,

INCLUDING BUT NOT LIMITED TO: WEIGHTS OF MATERIALS, WEIGHTS OF EQUIPMENT AND

WORKERS, AND ALL LOADS APPLIED FROM TEMPORARY LIFTS, HOISTS AND CRANES, ETC.

THE STRUCTURAL DRAWINGS AND SPECIFICATIONS SHALL BE USED IN CONJUNCTION WITH THE

DRAWINGS AND SPECIFICATIONS OF ALL OTHER DISCIPLINES, TRADES, AND DELEGATED

DESIGN ELEMENTS. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF THE

STRUCTURAL WORK WITH ALL OTHER APPLICABLE TRADES.

THE GENERAL NOTES ON THE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE FULL

WRITTEN MATERIAL SPECIFICATIONS (IF ANY) FOR THE PROJECT.

DO NOT SCALE THE DRAWINGS. REFER TO THE WRITTEN DIMENSIONS AND INFORMATION.

IF A DISCREPANCY IS NOTED ON THE DRAWINGS, GENERAL NOTES, OR SPECIFICATIONS, THE

CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER A WRITTEN REQUEST FOR

CLARIFICATION AND SHALL NOT PROCEED WITH THE AFFECTED WORK WITHOUT DOCUMENTED

RESOLUTION OF THE DISCREPANCY. ALL COSTS RESULTING FROM THE CONTRACTOR

IMPROPERLY PROCEEDING WITH THE AFFECTED WORK PRIOR TO DOCUMENTED RESOLUTION

OF THE DISCREPANCY, INCLUDING COST OF REMOVAL AND REPLACEMENT OF NON-

CONFORMING WORK, SHALL BE BORNE BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE

OWNER.

CONCRETE MIX DESIGN SUBMITTAL

THE CONTRACTOR SHALL SUBMIT FOR THE REVIEW OF THE STRUCTURAL ENGINEER A MIX

DESIGN FOR EACH PROPOSED CLASS OF CONCRETE. EACH MIX DESIGN SHALL BE IDENTIFIED

BY A MIX NUMBER OR OTHER UNIQUE IDENTIFICATION. THE CONTRACTOR SHALL NOT VARY

FROM THE MIX DESIGNS NOR USE ANY CONCRETE OTHER THAN THE APPROVED MIX DESIGNS

WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. MIX DESIGN SUBMITTALS SHALL

INCLUDE THE FOLLOWING INFORMATION:

1. MIX DESIGN NUMBER OR UNIQUE IDENTIFICATION AND INTENDED LOCATION OF

PLACEMENT.

2. CEMENT TYPE, PROPORTION AND NAME OF MANUFACTURER.

3. FLY ASH PROPORTION (WHEN USED), LABORATORY ANALYSIS CERTIFICATION, AND

NAME AND LOCATION OF SUPPLIER.

4. COURSE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF

SUPPLIER.

5. FINE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF

SUPPLIER.

6. MIXING WATER PROPORTION AND SOURCE.

7. ADMIXTURE DOSAGES, PRODUCT NAME(S) AND MANUFACTURER NAME(S).

8. FIBER REINFORCEMENT DOSAGE (WHEN USED), PRODUCT NAME AND MANUFACTURER

NAME.

9. DESIGN 28-DAY COMPRESSIVE STRENGTH (F'C).

10. DESIGN SLUMP RANGE.

11. DESIGN AIR-ENTRAINMENT (FOR CONCRETE REQUIRING ENTRAINED AIR).

12. STATISTICAL ANALYSIS OF LABORATORY STRENGTH TEST DATA IN ACCORDANCE WITH

"STANDARD DEVIATION" DETERMINATION OUTLINED IN ACI 318.

PRODUCT DATA SUBMITTALS

THE CONTRACTOR SHALL SUBMIT FOR APPROVAL PRODUCT DATA FOR THE SPECIFIC ITEMS

LISTED BELOW. CONTRACTOR SHALL NOT USE PRODUCTS OTHER THAN THOSE SUBMITTED

WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.

SUBMIT HARD COPIES OR ELECTRONIC VERSIONS OF PRODUCT DATA. FOR HARD COPY

OPTION, SUBMIT A MINIMUM OF TWO COPIES OF PRODUCT DATA TO THE STRUCTURAL

ENGINEER FOR REVIEW (ONE COPY SHALL BE RETAINED BY THE STRUCTURAL ENGINEER). FOR

ELECTRONIC OPTION, SUBMIT PRODUCT DATA IN ADOBE PDF FORMAT.

1. CONCRETE CURING COMPOUND

2. CONCRETE JOINT SEALANT

3. WATER STOPS

4. MASONRY JOINT REINFORCEMENT

5. ADHESIVE ANCHORS

6. NON-SHRINK GROUT

7. PENETRATING SEALANTS

8. EXPANSION JOINTS

9. PRE-COMPRESSED EXPANDING SEALANTS

FOUNDATIONS

SEE GEOTECHNICAL REPORT NUMBER 03215009 PREPARED BY TERRACON CONSULTANTS INC.

DATED 03/29/2022 AND ALL APPLICABLE ADDENDA AND AMENDMENTS FOR INFORMATION

RELATED TO FOUNDATION EXCAVATIONS AND SOIL-RELATED WORK.

FOUNDATION DESIGN PARAMETERS:

DEEP FOUNDATIONS (DRILLED CAISSONS):

NET ALLOWABLE BEARING: 50,000 PSF

(SEE CAISSON ELEVATION SCHEDULE FOR MINIMUM EMBEDMENT DEPTH INTO

WEATHERED SHALE OR SANDSTONE)

MAX. ALLOWABLE SKIN FRICTION

INTO HIGHLY WEATHERED STRATUM: 1,000 PSF

INTO WEATHERED STRATUM: 2,500 PSF

ALLOWABLE PASSIVE PRESSURE

WITHIN OVERBUREN SOILS: 1,500 PSF

WITHIN HIGHLY WEATHERED STRATUM: 8,000 PSF

WITHIN WEATHERED STRATUM: 30,000

MINIMUM CAISSON DIAMETER: 24 INCHES

MINIMUM DEPTH TO BOTTOM OF FOUNDATION: 30 INCHES (FROST DEPTH)

MINIMUM VOID SPACE BENEATH GRADE BEAMS: 4 INCHES

MAXIMUM VERTICAL CAISSON SETTLEMENT: 1/2 INCH

MAXIMUM DIFFERENTIAL CAISSON SETTLEMENT: <1/2 INCH

MAXIMUM LATERAL CAISSONS DEFLECTION: <1/4 INCH

SLABS-ON-GRADE:

MODULUS OF SUBGRADE REACTION:

SOIL SUBGRADE: 100 PSI/IN

4" TYPE "A" AGGREGATE OVER SOIL SUBGRADE: 110 PSI/IN

RETAINING WALLS:

ACTIVE PRESSURE, Ka (DRAINED)

GRANULAR: 40 PCF

LEAN CLAY: 50 PCF

AT-REST PRESSURE, Ko (DRAINED)

GRANULAR: 55 PCF

LEAN CLAY: 70 PCF

PASSIVE PRESSURE, Kp (DRAINED)

GRANULAR: 360 PCF

LEAN CLAY: 288 PCF

SOIL DENSITY: 120 PCF

MINIMUM BACKFILL COMPACTION: ≥95% STANDARD PROCTOR

FOUNDATIONS AND SOILS RELATED WORK SHALL BE INSPECTED BY A LICENSED

GEOTECHNICAL ENGINEER. WRITTEN FIELD REPORTS SHALL BE FORWARDED TO THE

STRUCTURAL ENGINEER AS SOON AS THEY BECOME AVAILABLE.

FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM THOSE

DESCRIBED IN THE GEOTECHNICAL REPORT, SHALL BE REPORTED TO THE STRUCTURAL

ENGINEER AND GEOTECHNICAL ENGINEER BEFORE FURTHER CONSTRUCTION IS ATTEMPTED.

THE CONTRACTOR SHALL BE RESPONSIBLE TO PROVIDE AND MAINTAIN APPROPRIATE

EXCAVATION PROTECTION, INCLUDING ALL NECESSARY LAYBACKS, SHORING, SHEETING, TIE-

BACKS AND OTHER MEASURES AS DETERMINED BY THE CONTRACTOR'S ENGINEER.

EXCAVATIONS FOR SPREAD FOOTINGS, COMBINED FOOTINGS, CONTINUOUS FOOTINGS AND

MAT FOUNDATIONS SHALL BE CLEANED AND HAND TAMPED TO UNIFORM SURFACE AND SHALL

BE PROTECTED AND MAINTAINED UNIFORM UNTIL CONCRETE IS PLACED.

BELOW-GRADE WALLS

DO NOT BACKFILL AGAINST BELOW-GRADE CONCRETE (OR MASONRY) WALLS UNTIL THE

CONCRETE (OR MASONRY ASSEMBLAGE) HAS REACHED ITS 28-DAY COMPRESSIVE STRENGTH.

WHERE BACKFILL IS REQUIRED ON BOTH SIDES OF BELOW-GRADE WALLS, BACKFILL EVENLY

ON EACH SIDE OF EACH WALL TO PREVENT UNBALANCED SOIL LOADS AGAINST THE WALL.

CONCRETE

REINFORCED CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318) AND COMMENTARY (ACI 318R).

MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO THE LATEST

EDITION OF THE SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301). READY-MIXED

CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ASTM C94. IN CASE OF A

DISCREPANCY, THE PLANS AND SPECIFICATIONS SHALL GOVERN.

CEMENT SHALL CONFORM TO ASTM C150, TYPE I, UNO.

FLY ASH SHALL CONFORM TO ASTM C618, CLASS C OR F.

NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C33.

WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494.

AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260 AND SHALL BE CERTIFIED BY

THE MANUFACTURER TO BE COMPATIBLE WITH OTHER ADMIXTURES.

CALCIUM CHLORIDE ADMIXTURES OR ADMIXTURES CONTAINING MORE THAN 0.1 PERCENT

CHLORIDE IONS SHALL NOT BE USED.

IN COLD WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF

CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 306R,

COLD WEATHER CONCRETING.

IN HOT WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF

CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 305R,

HOT WEATHER CONCRETING.

USE OF JOINTS IN CONCRETE ELEMENTS AT LOCATIONS OTHER THAN THOSE INDICATED ON

THE DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW.

SLUMP FOR PUMPED CONCRETE SHALL BE MEASURED AT POINT OF DISCHARGE.

NORMAL WEIGHT CONCRETE SHALL HAVE THE PROPERTIES AS INDICATED IN THE CONCRETE

MIX SCHEDULE AND SPECIFICATIONS.

DO NOT INSTALL OR EMBED ALUMINUM ITEMS, INCLUDING BUT NOT LIMITED TO ALUMINUM

CONDUIT, INTO OR IN CONTACT WITH CONCRETE.

WHERE NEW CONCRETE IS PLACED AGAINST HARDENED/EXISTING CONCRETE, VERIFY

SOUNDNESS OF EXISTING CONCRETE AND REMOVE ALL LOOSE MATERIAL, SNOW, ICE, FROST,

WATER, SOIL, DEBRIS AND OTHER DETRIMENTAL MATERIALS PRIOR TO PLACEMENT OF NEW

CONCRETE.

WELDED WIRE REINFORCEMENT

WELDED WIRE REINFORCEMENT SHALL BE SMOOTH WIRE FABRIC CONFORMING TO ASTM

A1064. REINFORCEMENT SHALL BE SUPPLIED IN FLAT SHEETS AND LAPPED A MINIMUM OF ONE

SPACE PLUS 2 INCHES.

WELDED WIRE REINFORCEMENT SHALL BE PLACED AS FOLLOWS, UNLESS NOTED OTHERWISE:

SLABS ON GRADE: 2" DOWN FROM TOP OF SLAB

SUPPORT REINFORCEMENT ON NON-METALLIC CHAIRS TO MAINTAIN PROPER POSITION

THROUGHOUT CONCRETE PLACEMENT.

(NOTE: THE TERM "WELDED WIRE FABRIC," IF USED, IS THE SAME AS "WELDED WIRE

REINFORCEMENT.")

CONCRETE TESTING

MAKE ONE SET OF TEST CYLINDERS IN ACCORDANCE WITH ASTM C31 FOR EACH DAY'S POUR

AND FOR EACH 100 CUBIC YARDS FOR EACH TYPE OF CONCRETE PLACED. EACH SET SHALL

INCLUDE ONE SPECIMEN TESTED AT 7 DAYS, 2 SPECIMENS TESTED AT 28 DAYS (3 SPECIMENS TESTED AT 28 DAYS IF USING 4x8 CYLINDERS) AND ONE SPECIMEN RETAINED IN RESERVE TO BE

TESTED AT THE DIRECTION OF THE STRUCTURAL ENGINEER. SPARE CYLINDER MAY BE

DISCARDED 90 DAYS AFTER CASTING UNLESS DIRECTED OTHERWISE BY THE STRUCTURAL

ENGINEER. THIS SET OF TEST CYLINDERS SHALL BE PROTECTED AGAINST FREEZING.

WHEN THE AMBIENT TEMPERATURE IS EXPECTED TO FALL BELOW 40 DEGREES DURING THE

COURSE OF A CONCRETE POUR OR SUBSEQUENT CURING PROCESS, AN ADDITIONAL SET OF

CONCRETE TEST CYLINDERS SHALL BE MADE AND TESTED. THESE CYLINDERS SHALL BE

STORED IMMEDIATELY ADJACENT TO, AND CURED UNDER THE SAME CONDITIONS AS THE

BUILDING CONCRETE. SPECIAL CURING BOXES ARE NOT PERMITTED FOR THESE TEST

CYLINDERS.

FORWARD COPIES OF TEST RESULTS TO THE ARCHITECT, STRUCTURAL ENGINEER, READY-MIX

SUPPLIER AND CONTRACTOR WITHIN 24 HOURS AFTER TESTING.

POTENTIALLY LOW-STRENGTH CONCRETE: WHEN 7-DAY TESTS RESULT IN CONCRETE

STRENGTHS LESS THAN 70% OF THE SPECIFIED 28-DAY STRENGTH, THE CONCRETE

CONTRACTOR SHALL INVESTIGATE TO DETERMINE THE VALIDITY AND LIKELY CAUSE(S) OF THE

LOW STRENGTH TEST RESULTS AND SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW.

CONCRETE WHICH EXHIBITS STRENGTH BASED ON 7-DAY TESTS BELOW 70% OF THE SPECIFIED

28-DAY COMPRESSIVE STRENGTH MAY BE CONSIDERED DEFECTIVE WORK AND SHALL BE

SUBJECT TO REPAIR OR REPLACEMENT BY THE CONTRACTOR AT THE DISCRETION OF THE

OWNER AND STRUCTURAL ENGINEER AT NO ADDITIONAL COST TO THE OWNER.

REINFORCING STEEL

REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 AND SHALL

HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI, UNO.

REINFORCING BAR DETAILING, FABRICATING, AND PLACING SHALL CONFORM TO THE LATEST

EDITION OF THE FOLLOWING STANDARDS: ACI 301, ACI 315, ACI 318, ACI DETAILING MANUAL

(SP66), AND CRSI MANUAL OF STANDARD PRACTICE.

THE CONTRACTOR SHALL PROVIDE BAR SUPPORTS AND SPACERS AS REQUIRED TO MAINTAIN

PROPER SUPPORT AND POSITIONING OF THE REINFORCING STEEL THROUGHOUT CONCRETE

PLACEMENT OPERATIONS. DESIGN OF THE SUPPORT SYSTEM SHALL BE THE RESPONSIBILITY

OF THE CONTRACTOR.

UNLESS A GREATER AMOUNT OF COVER IS INDICATED ON THE DRAWINGS, PROVIDE THE

FOLLOWING MINIMUM CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS:

CONCRETE CAST AGAINST EARTH: 3 INCHES

FOUNDATION TOP REINFORCEMENT: 2 INCHES

FOUNDATION BOTTOM AND SIDE REINFORCEMENT: 3 INCHES

WALL REINFORCEMENT - #5 AND SMALLER: 1-1/2 INCHES

WALL REINFORCEMENT - #6 AND LARGER: 2 INCHES

ELEVATED SLAB TOP REINFORCEMENT: 2 INCHES

ELEVATED SLAB BOTTOM REINFORCEMENT: 1 INCH

BEAM TOP REINFORCEMENT: 2-1/2 INCHES

BEAM BOTTOM REINFORCEMENT: 2 INCHES

BEAM STIRRUPS AT TOP: 2 INCHES

COLUMN LONGITUDINAL REINFORCEMENT: 2 INCHES

COLUMN TIES: 1-1/2 INCHES

REINFORCING STEEL SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT UNLESS

INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE STRUCTURAL ENGINEER.

LAP SPLICES SHALL BE TENSION LAPS IN ACCORDANCE WITH SPLICE/EMBEDMENT TABLES,

UNO.

ALL 90 DEGREE AND 180 DEGREE BENDS SHOWN ON THE DRAWINGS SHALL BE STANDARD

HOOKS, UNLESS NOTED OTHERWISE.

PROVIDE CORNER BARS OF SAME SIZE AND SPACING AS HORIZONTAL BARS AT CORNERS OF

ALL WALLS AND GRADE BEAMS. LAP SPLICE CORNERS BARS WITH STRAIGHT BARS.

UNLESS OTHERWISE SHOWN OR NOTED, PROVIDE 2-#5 BARS (ONE EACH FACE) AROUND

UNFRAMED OPENINGS IN CONCRETE WALLS AND GRADE BEAMS. PLACE BARS PARALLEL TO

THE SIDES OF THE OPENING AND EXTEND 24" BEYOND CORNERS.

PENETRATIONS AND EMBEDDED ITEMS

CONTRACTOR SHALL COORDINATE WITH ALL AFFECTED TRADES THE REQUIRED SIZES, TYPES,

AND LOCATIONS OF ALL EMBEDDED ITEMS IN, AND ALL PENETRATIONS THROUGH, STRUCTURAL

ELEMENTS PRIOR TO CONSTRUCTION.

NO PENETRATIONS THROUGH STRUCTURAL ELEMENTS, OTHER THAN THOSE SHOWN ON THE

STRUCTURAL DRAWINGS, SHALL BE MADE WITHOUT THE APPROVAL OF THE STRUCTURAL

ENGINEER.

NO ITEMS (INCLUDING, BUT NOT LIMITED TO, CONDUIT, PIPING, ETC.), OTHER THAN THOSE

SHOWN ON THE STRUCTURAL DRAWINGS, SHALL BE EMBEDDED IN STRUCTURAL ELEMENTS

WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.

ALL EMBEDDED ITEMS IN EXPOSED EXTERIOR CONCRETE SHALL BE GALVANIZED, PLASTIC, OR

EPOXY-COATED.

DELEGATED DESIGN

FOR ALL SUBMITTALS INDICATED AS "DELEGATED DESIGN," THE CONTRACTOR SHALL ENGAGE

A SPECIALTY STRUCTURAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS

LOCATED TO DESIGN AND DETAIL THE ITEMS NOTED IN THE STRUCTURAL SUBMITTALS AND

SPECIFICATIONS AS A DELEGATED DESIGN.

DELEGATED DESIGN CALCULATIONS AND RELATED DRAWINGS SHALL CONTAIN THE

FOLLOWING, AS A MINIMUM:

1. COVER PAGE SIGNED AND SEALED BY THE SPECIALTY STRUCTURAL ENGINEER

INCLUDING A STATEMENT OF CERTIFICATION THAT THE SUBMITTED CALCULATIONS ARE

IN CONFORMANCE WITH THE DESIGN CRITERIA PROVIDED IN THE CONTRACT

DOCUMENTS AND THAT THE RELATED SHOP DRAWINGS ARE IN CONFORMANCE WITH

THE SUBMITTED CALCULATIONS.

2. TABLE OF CONTENTS, PLACED ON, OR IMMEDIATELY FOLLOWING THE COVER SHEET.

3. SUMMARY OF APPLICABLE CODE CRITERIA, LOAD DATA AND PERFORMANCE CRITERIA

AS OUTLINED IN THE CONTRACT DOCUMENTS.

4. CLEAR DEFINITION OF THE LOCATION(S) IN THE STRUCTURE WHERE EACH

CALCULATION APPLIES.

5. LOCATION, TYPE, MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE

STRUCTURE BY THE DELEGATED DESIGN SYSTEM/COMPONENTS.

SUBMITTALS THAT DO NOT CONTAIN THE INFORMATION NOTED ABOVE MAY, AT THE

STRUCTURAL ENGINEER'S DISCRETION, BE REJECTED WITHOUT COMMENT.

THE STRUCTURAL ENGINEER’S REVIEW OF DELEGATED DESIGN SUBMITTALS WILL BE FOR

GENERAL CONFORMANCE WITH THE DESIGN LOADING, DESIGN INTENT AND LOADS IMPOSED.

DELEGATED DESIGN CALCULATIONS SHALL BE SUBMITTED PRIOR TO, OR INCLUDED WITH, THE

ASSOCIATED SHOP DRAWING SUBMITTAL. DELEGATED DESIGN SHOP DRAWINGS SUBMITTED

WITHOUT APPLICABLE REQUIRED CALCULATIONS WILL BE REJECTED.

SHOP DRAWING SUBMITTALS

THE CONTRACTOR SHALL PREPARE DETAILED SHOP DRAWINGS TO ENABLE ALL PARTS OF THE

WORK TO BE FABRICATED AND CONSTRUCTED IN ACCORDANCE WITH THE DRAWINGS AND

SPECIFICATIONS. THESE SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE

WITH THE DESIGN INTENT ONLY. THE CONTRACTOR IS RESPONSIBLE FOR ALL DIMENSIONS,

ACCURACY AND FIT OF WORK.

ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE

STRUCTURAL ENGINEER. DRAWINGS SUBMITTED WITHOUT CONTRACTOR'S REVIEW WILL BE

RETURNED UNCHECKED.

PROVIDE ALL SUBMITTALS IN ELECTRONIC PDF FORMAT.

WORK REQUIRING SUBMITTALS FOR STRUCTURAL ENGINEER REVIEW SHALL NOT BE STARTED

BY THE CONTRACTOR WITHOUT APPROPRIATE REVIEWED SUBMITTALS. WORK PERFORMED BY

THE CONTRACTOR PRIOR TO RECEIVING APPROPRIATE REVIEWED SUBMITTALS SHALL BE

SUBJECT TO REMOVAL AND REPLACEMENT AS DEEMED NECESSARY BY THE STRUCTURAL

ENGINEER, AT THE CONTRACTOR'S EXPENSE, AND WITH NO COST TO THE OWNER.

SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. CONCRETE REINFORCEMENT

2. CONCRETE MASONRY REINFORCEMENT (INCLUDING PLANS AND ELEVATIONS FOR EACH

WALL INDICATING ALL CMU REINFORCING REQUIREMENTS, INCLUDING SHEAR WALLS)

3. STRUCTURAL STEEL

SUBMIT DELEGATED DESIGN SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. STRUCTURAL STEEL CONNECTIONS (INCLUDING DESIGN CALCULATIONS AND SUMMARY

PAGE FOR CONNECTIONS NOT SPECIFICALLY DETAILED IN THE CONTRACT DRAWINGS)

2. ARCHITECTURAL PRECAST CONCRETE COMPONENTS (INCLUDING DESIGN

CALCULATIONS, MEMBER LAYOUTS, MEMBER SIZES, MATERIALS AND CONNECTION

DETAILS) INCLUDING BUT NOT LIMITED TO:

a. PRECAST LINTELS

b. NON-LOAD BEARING SPANDREL PANELS

c. ORNAMENTAL PRECAST COMPONENTS CONNECTED TO OR SUPPORTED BY

STRUCTURAL FRAMING

3. STRUCTURAL PRECAST CONCRETE (INCLUDING DESIGN CALCULATIONS, FRAMING

LAYOUTS, MEMBER SIZES, MATERIALS AND CONNECTION DETAILS INCLUDING BUT NOT

LIMITED TO (SEE ALSO SPECS):

a. HOLLOW CORE PRECAST PLANKS

b. LOAD BEARING PRECAST WALL PANELS

c. PRECAST COLUMNS, BEAMS AND SPANDRELS

d. PRECAST DOUBLE-TEES

e. PRECAST STAIRS

4. GLAZING SYSTEMS - CURTAIN WALL AND STOREFRONT (INCLUDING DESIGN

CALCULATIONS AND CONNECTION DETAILS)

OMISSION OF ANY MATERIALS REQUIRED BY THE CONTRACT DOCUMENTS FROM SHOP

DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FOR FURNISHING

THESE MATERIALS REGARDLESS OF WHETHER THE SUBMITTALS HAVE BEEN REVIEWED.

THE USE OF ELECTRONIC FILES OR REPRODUCTIONS OF THE CONTRACT DOCUMENTS BY THE

CONTRACTOR SIGNIFIES CONTRACTOR’S ACCEPTANCE OF ALL THE INFORMATION SHOWN “AS

IS”. CONTRACTOR WILL BE RESPONSIBLE FOR VERIFYING THE ACCURACY AND COMPLETENESS

OF THE INFORMATION PROVIDED. ISSUED DRAWINGS AND SPECIFICATIONS TAKE PRECEDENCE

OVER ANY ELECTRONIC INFORMATION PROVIDED. ADDENDA, CHANGE ORDERS,

SUPPLEMENTAL INSTRUCTIONS ARE NOT NECESSARILY INCLUDED IN THE ELECTRONIC FILES.

IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL CONTRACT DOCUMENTS,

INCLUDING LATEST ADDENDA, AND TO DISTRIBUTE TO ALL SUBCONTRACTORS PRIOR TO THE

SUBMITTAL OF SHOP DRAWINGS.

FLOWABLE FILL

WHERE INDICATED ON THE STRUCTURAL DRAWINGS, FLOWABLE FILL SHALL BE A

CONTROLLED LOW-STRENGTH MATERIAL (CLSM) PRODUCED AND PLACED IN ACCORDANCE

WITH RECOMMENDATIONS OF ACI 229. PROVIDE MATERIAL WITH 28-DAY COMPRESSIVE

STRENGTH OF 1,000 PSI UNLESS NOTED OTHERWISE.

"LOADS IMPOSED" SUBMITTALS

FOR EACH OF THE SYSTEMS INDICATED BELOW THAT REQUIRE "LOADS IMPOSED" SUBMITTALS,

THE CONTRACTOR SHALL PROVIDE A COMPLETE LOADING INFORMATION SUBMITTAL

IDENTIFYING THE LOCATION, MAGNITUDE, DIRECTION AND TYPE (DEAD, LIVE, WIND, SEISMIC, ETC.) OF ALL SERVICE LEVEL LOADS APPLIED TO THE STRUCTURE. THE SUBMITTAL SHALL BE

SIGNED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE

PROJECT IS CONSTRUCTED.

LOADING INFORMATION SHALL BE PROVIDED IN GRAPHIC FORM, UTILIZING MARKUPS OF

FRAMING PLANS, BUILDING ELEVATIONS OR OTHER DRAWINGS AS APPROPRIATE TO READILY

CONVEY THE LOCATIONS OF THE APPLIED LOADS. IN ADDITION, EACH LOADING LOCATION

SHALL CONTAIN A DETAIL REFERENCE SHOWING THE CONNECTION DETAIL(S) DISPLAYING

PRECISELY HOW EACH LOAD IS APPLIED TO THE STRUCTURE.

LOADS IMPOSED ON THE STRUCTURE SHALL IMPART ONLY VERTICAL AND HORIZONTAL LOADS

ON THE STRUCTURE WITHOUT INDUCING TORSIONAL LOADS ON THE SUPPORTING

STRUCTURAL ELEMENTS, UNLESS SPECIFICALLY INDICATED OTHERWISE.

THE CONTRACTOR'S PROFESSIONAL ENGINEER SHALL REVIEW THE IMPOSED LOADS TO

CONFIRM THAT THE LOADS APPLIED BY THE SYSTEM DO NOT EXCEED THE BASIS OF DESIGN

LOAD LIMITS AS INDICATED ON THE STRUCTURAL DRAWINGS.

WHERE THE LOADS IMPOSED BY THE CONTRACTOR'S PROPOSED SYSTEM EXCEED THE BASIS

OF DESIGN LOADS INDICATED ON THE STRUCTURAL DRAWINGS, THE CONTRACTOR SHALL

NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY TO DETERMINE WHETHER MODIFICATIONS

ARE NECESSARY.

SUBMIT "LOADS IMPOSED" SUBMITTALS FOR THE FOLLOWING ITEMS:

1. ARCHITECTURAL PRECAST CONCRETE

2. ELEVATOR REACTIONS

3. EXTERIOR CLADDING (CURTAIN WALL AND STOREFRONT)

CONCRETE SLABS ON GRADE

SLABS ON GRADE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE

GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION (ACI 302.1R).

PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY

FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST SURFACE WATER

SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON THE SLAB SURFACE.

PROVIDE CURING OF CONCRETE SLABS ON GRADE AS REQUIRED TO ACCOMMODATE FLOOR

FINISHES AND FINISH MATERIALS PER THE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS.

REVIEW ALL FLOOR FINISH REQUIREMENTS PRIOR TO PLACEMENT OF CONCRETE SLABS AND

COORDINATE SLAB MIX, PLACEMENT AND CURING TO COMPLY WITH FINISH FLOORING MATERIAL

MANUFACTURER’S REQUIREMENTS.

CURING PROCEDURES SHALL COMPLY WITH ACI 302.1R AND USE OF CURING MATERIALS SHALL

BE APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER’S REQUIREMENTS. MOISTURE

RETENTION COVERS, IF USED, SHALL BE APPLIED FLAT AND SMOOTH TO RESULT IN A UNIFORM

APPEARANCE AND MINIMIZE SURFACE MARKINGS AND BLEMISHES.

UNLESS NOTED OTHERWISE, OR UNLESS MORE STRINGENT REQUIREMENTS APPLY, CURE AND

FINISH SLABS ON GRADE IN ACCORDANCE WITH THE CONCRETE SPECIFICATIONS.

CONCRETE FINISH PER CONCRETE SPECIFICATIONS, SEE ALSO ARCHITECTURAL DRAWINGS FOR

ANY AREAS REQUIRING DIFFERENT FINISH THAN NOTED IN SPECIFICATIONS.

CONTRACTOR SHALL REVIEW ALL REQUIRED FLOOR FINISH MATERIAL REQUIREMENTS PRIOR TO

PLACEMENT OF CONCRETE AND SHALL PROVIDE FLOOR SLAB FLATNESS AND LEVELNESS

MEETING THE FINISH MATERIAL SUPPLIER’S WRITTEN REQUIREMENTS. FF AND FL SHALL BE THE

MORE STRINGENT OF THE FINISH MATERIAL REQUIREMENTS AND THE FOLLOWING:

ALL STAIR AND ELEVATOR LOBBIES, UNO.

OVERALL VALUES: FF=25 FL=20

LOCAL VALUES: FF=17 FL=15* (LOCAL FL ONLY VALID IF TESTED WHILE SHORED)

ALL PARKING AND RAMP AREAS (PER ACI 302.1)

OVERALL VALUES: FF=20 FL=15

LOCAL VALUES: FF=15 FL=10* (LOCAL FL ONLY VALID IF TESTED WHILE SHORED)

SEE CONCRETE SPECIFICATIONS FOR FF AND FL REQUIREMENTS FOR CONDITIONS OTHER THAN

THAT NOTED ABOVE.

CONTRACTOR SHALL PROVIDE ALL NECESSARY REPAIR, GRINDING AND/OR LEVELING OF THE

CONCRETE SLAB TO ACCOMMODATE ALL FLOOR FINISHES PRIOR TO INSTALLATION OF THE

FINISH MATERIALS WITH NO ADDITIONAL COST TO THE PROJECT.

THE MINIMUM LOCAL AREA SHALL BE ANY BAY DEFINED BY COLUMN LINES.

UNLESS SHOWN OR NOTED OTHERWISE, PROVIDE CONTROL OR CONSTRUCTION JOINTS IN

SLABS-ON-GRADE AT A MAXIMUM SPACING NOT EXCEEDING 14.5 FEET. PROVIDE JOINTS AT ALL

COLUMN LOCATIONS. LOCATE JOINTS TO ELIMINATE RE-ENTRANT CORNERS AND TO CREATE

SQUARE OR RECTANGULAR SECTIONS WITH MAXIMUM LONG TO SHORT SIDE RATIO OF 1.5 TO 1.

CONTROL JOINTS IN SLABS ON GRADE SHALL NOT RECEIVE JOINT FILLER MATERIAL.

FINISHED SUBGRADE, WITHIN AND FOR AT LEAST 10 FT BEYOND THE FLOOR SLAB, SHOULD BE

PROTECTED FROM TRAFFIC, RUTTING, OR OTHER DISTURBANCE AND BE MAINTAINED IN

RELATIVELY MOIST CONDITION UNTIL FLOOR SLABS ARE CONSTRUCTED, SEE ALSO

CONSTRUCTION CONSIDERATIONS LISTED IN GEOTECHNICAL REPORT.

THE GEOTECHNICAL ENGINEER SHOULD APPROVE THE CONDITION OF THE FLOOR SLAB

SUBGRADES IMMEDIATELY PRIOR TO PLACEMENT OF THE FLOOR SLAB SUPPORT COURSE,

REINFORCING STEEL, AND CONCRETE.

CONCRETE UNIT MASONRY

CONCRETE MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CURRENT CODE-

REFERENCED EDITION OF BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR

MASONRY STRUCTURES (TMS 402/602).

CONCRETE MASONRY SHALL CONSIST OF HOLLOW UNITS CONFORMING TO THE

REQUIREMENTS OF ASTM C90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 2,800

PSI, UNO. CONCRETE MASONRY ASSEMBLAGES SHALL HAVE A MINIMUM COMPRESSIVE

STRENGTH (F'M) OF 2,000 PSI AT 28 DAYS, UNO.

ALL MASONRY TO BE LAID IN RUNNING BOND, UNO. ALIGN CELLS TO ALLOW PROPER

REINFORCEMENT PLACEMENT AND GROUTING.

MORTAR SHALL BE TYPE S PROPORTIONED IN ACCORDANCE WITH ASTM C270.

FULLY MORTAR FACE SHELLS ON HEAD AND BED JOINTS. PROVIDE FULL MORTAR COVER ON

ALL WEBS AT GROUTED CELLS.

GROUT FOR REINFORCED MASONRY SHALL BE PROPORTIONED IN ACCORDANCE WITH ASTM

C476 (MINIMUM 28-DAY COMPRESSIVE STRENGTH = 2,000 PSI, UNO). COARSE AND FINE

AGGREGATES SHALL CONFORM TO ASTM C404. USE COARSE GROUT FOR ALL GROUTING

EXCEPT HIGH-LIFT POURS DEFINED BY ACI 530, WHERE FINE GROUT SHALL BE USED.

GROUT SOLID ALL CELLS WITH REINFORCEMENT.

GROUT SOLID ALL CELLS AT BELOW-GRADE CMU IN CONTACT WITH SOIL.

PROVIDE 9-GAUGE GALVANIZED STEEL WIRE JOINT REINFORCEMENT IN ALL MASONRY

CONSTRUCTION. REINFORCEMENT SHALL BE CONTINUOUS AND BE LAPPED EIGHT INCHES AT

SPLICES. CUT REINFORCEMENT AT ALL CONTROL AND EXPANSION JOINTS. SPACE

REINFORCEMENT AT 8" ON CENTER FOR PARAPETS AND BELOW GROUND FLOOR ELEVATION.

ELSEWHERE SPACE REINFORCEMENT AT 16 INCHES ON CENTER, UNLESS NOTED OTHERWISE.

BEAMS AND LINTELS SHALL BEAR A MINIMUM OF 8 INCHES ONTO SUPPORTING MASONRY,

UNLESS NOTED OTHERWISE. BEARING FOR ALL BEAMS, LINTELS, JOISTS, ETC. SHALL BE

GROUTED SOLID A MINIMUM OF ONE COURSE (8 INCHES) BELOW BEARING ELEVATION, UNLESS

NOTED OTHERWISE.

PROVIDE MASONRY CONTROL JOINTS AT 25'-0" OC MAXIMUM, UNO. LOCATE JOINTS IN

ACCORDANCE WITH NCMA TEK 10-2C "CONTROL JOINTS FOR CONCRETE MASONRY WALLS -

EMPIRICAL METHOD" AT OFFSETS, SETBACKS, WALL INTERSECTIONS, CORNERS, CHANGES IN

THICKNESS, CHANGES IN HEIGHT, OR EDGE OF OPENINGS.

MASTIC COATING

MASTIC COATING FOR PROTECTION OF INDICATED ITEMS SHALL BE BITUMASTIC 50 COAL TAR

MASTIC BY CARBOLINE OR EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL

ENGINEER. INSTALL AT LOCATIONS INDICATED ON DRAWINGS.

UNLESS NOTED OTHERWISE, APPLY MASTIC TO A COATING THICKNESS OF 18 MILS. PROVIDE

FULL COVERAGE OVER ITEMS INDICATED TO RECEIVE COATING.

APPLY MASTIC COATING TO ALL STEEL ITEMS THAT WILL BE IN PERMANENT CONTACT WITH

SOIL OR FILL MATERIALS IN THE COMPLETED CONSTRUCTION.

ADHESIVE ANCHORS FOR SOLID SUBSTRATES (THREADED ROD AND REBAR)

ADHESIVE ANCHORS FOR SOLID SUBSTRATES SHALL BE HILTI "HIT-HY 200" OR AN EQUIVALENT

SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNO.

THREADED ANCHORS SHALL BE ASTM A36 RODS FOR INTERIOR EXPOSURES AND AISI 316

STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO.

ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S

REQUIREMENTS BY INSTALLERS TRAINED BY THE MANUFACTURER'S REPRESENTATIVE.

ADHESIVE ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR MASONRY UNTIL IT HAS

ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE STRENGTH. ADDITIONALLY,

ADHESIVE ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR MASONRY WITH AN AGE OF

LESS THAN 21 DAYS.

MINIMUM EMBEDMENT DEPTH SHALL BE 8 DIAMETERS UNLESS NOTED OTHERWISE.

NON-SHRINK GROUT

GROUT SHALL BE A NON-METALLIC, SHRINKAGE RESISTANT (WHEN TESTED IN ACCORDANCE

WITH THE LATEST EDITION OF ASTM C827 OR CRD-C621), PREMIXED, NON-CORROSIVE, NON-

STAINING PRODUCT CONTAINING PORTLAND CEMENT, SILICA SANDS, SHRINKAGE

COMPENSATING AGENTS AND FLUIDITY IMPROVING COMPOUNDS. GROUT SHALL HAVE A

MINIMUM COMPRESSIVE STRENGTH (F'C) OF 5,000 PSI IN 28 DAYS.

ADHESIVE ANCHORS FOR HOLLOW SUBSTRATES

ADHESIVE ANCHORS FOR HOLLOW SUBSTRATES SHALL BE HILTI "HIT-HY 270" WITH HILTI “HIT-

SC” SCREEN TUBE OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL

ENGINEER, UNO.

ANCHORS SHALL BE ASTM A36 THREADED RODS FOR INTERIOR EXPOSURES AND AISI 316

STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO.

ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S

REQUIREMENTS BY INSTALLERS TRAINED BY THE MANUFACTURER'S REPRESENTATIVE.

EXPOSED STRUCTURAL STEEL (CANOPY POSTS AND EXPOSED FRAMING)

VISUALLY EXPOSED CANOPY STEEL SHALL BE FABRICATED AND ASSEMBLED IN THE SHOP TO

THE GREATEST EXTENT POSSIBLE. LOCATE FIELD JOINTS IN ASSEMBLIES AT CONCEALED

LOCATIONS OR AS APPROVED BY THE ARCHITECT. DETAIL ASSEMBLIES TO MINIMIZE FIELD

HANDLING AND EXPEDITE ERECTION.

VISUALLY EXPOSED CANOPY STEEL SHALL MEET AESS 1 STANDARDS AS OUTLINED BY AISC.

SEPARATION OF DISSIMILAR METALS

DISSIMILAR METALS INCLUDING STRUCTURAL SHAPES, PLATES, CONNECTORS, ETC. SHALL BE

ELECTRICALLY ISOLATED TO PREVENT GALVANIC CORROSION VIA NON-CONDUCTIVE

WASHERS, SHOULDER WASHERS, GASKETS, COATINGS, OR EQUIVALENT SUBSTITUTE

APPROVED BY THE STRUCTURAL ENGINEER, UNO.

ELEVATORS

CONTRACTOR SHALL COORDINATE ELEVATOR PITS, SHAFTS, SLAB OPENINGS, WALL

OPENINGS, INCLUDING ANY TEMPORARY OPENINGS NECESSARY FOR ELEVATOR

INSTALLATION, FRAMING LOCATIONS, GUIDE RAIL SUPPORTS, DIVIDER BEAMS, HOIST BEAMS

AND SUMP PITS WITH ELEVATOR SUPPLIER AND ALL OTHER AFFECTED TRADES PRIOR TO

CONSTRUCTION AS REQUIRED FOR PROPER INSTALLATION AND OPERATION.

COORDINATE ANY REQUIRED STRUCTURAL MODIFICATIONS WITH THE STRUCTURAL ENGINEER

PRIOR TO FABRICATION AND/OR INSTALLATION OF ANY STRUCTURAL ELEMENTS.

STRUCTURAL STEEL

STRUCTURAL STEEL MEMBERS, BRACING, COMPONENTS AND CONNECTIONS SHALL BE IN

ACCORDANCE WITH AISC LOAD AND RESISTANCE FACTOR DESIGN (LRFD) UNLESS NOTED

OTHERWISE.

STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE

ANSI/AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, LATEST EDITION WITH

AMENDMENTS, AND THE AISC 303 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND

BRIDGES, LATEST EDITION WITH AMENDMENTS.

STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992.

STRUCTURAL STEEL PLATES AND ROLLED SHAPES OTHER THAN WIDE-FLANGE SHAPES SHALL

CONFORM TO ASTM A36, UNLESS NOTED OTHERWISE.

HOLLOW STRUCTURAL STEEL SECTIONS (SQUARE, RECTANGULAR, AND ROUND TUBES) SHALL

CONFORM TO ASTM A500 GRADE C, UNLESS NOTED OTHERWISE.

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

STRUCTURAL STEEL ROD HANGERS AND BRACING SHALL CONFORM TO ASTM A36, UNLESS

NOTED OTHERWISE.

ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE.

FABRICATE AND ERECT STEEL FRAMING SO THAT CAMBER IS UPWARD AFTER INSTALLATION.

SPLICE MEMBERS ONLY AT LOCATIONS SPECIFICALLY INDICATED ON

THE DRAWINGS.

DO NOT FIELD MODIFY STRUCTURAL STEEL WITHOUT PRIOR WRITTEN APPROVAL OF THE

STRUCTURAL ENGINEER.

AT STRUCTURAL STEEL AND STEEL JOIST FRAMED ROOFS PROVIDE L4X4X1/4 FRAMED

OPENINGS FOR ALL ROOF PENETRATIONS 12 INCHES OR LARGER ALONG ANY SIDE, UNLESS

LARGER FRAMING IS INDICATED. REFER TO MECHANICAL AND PLUMBING DRAWINGS FOR

PENETRATIONS. COORDINATE…