ADOT FLAGSTAFF OFFICE

BUILDING RE-ROOF

1959 S. WOODLANDS VILLAGE BLVD

FLAGSTAFF, AZ 86001

CONSTRUCTION DOCUMENTS

REV 1: 01/29/2026

OWNER INFORMATION:

OWNER: ARIZONA DEPARTMENT OF TRANSPORTATION

MANAGER: OMAR NAVARRO

PHONE: 928-699-6279

EMAIL: ONAVARRO@AZDOT.GOV

ADDRESS: 1655 W. JACKSON ST, MD 123F

FLAGSTAFF, AZ 86001

PROJECT ADDRESS:

1959 S WOODLANDS VILLAGE BLVD

FLAGSTAFF, AZ 86001

PARCEL#: 112-28-010-A

8.15 ACRES

SUBDIVISION: WOODLANDS VILLAGE UNIT 03 LOT 53

SUBDIVISION: WOODLANDS VILLAGE UNIT 01 LOT 14,

SIXTEENTH: SE QUARTER: SE SECTION: 20

TOWNSHIP: 21N RANGE: 07E

PROJECT TEAM:

DLR GROUP

ADDRESS: 6225 NORTH 24 STREET SUITE 250, PHOENIX, AZ 85016

OFFICE: 602.381.8580

FAX: 602.956.8358

CONTACT: PRIMARY POINT OF CONTACT = MICHAEL CLARK

ARCHITECTURE:

LARRY SMITH PRINCIPAL IN CHARGE

LSMITH@DLRGROUP.COM

MICHAEL CLARK PROJECT MANAGER

MICHAEL.CLARK@DLRGROUP.COM 720-257-5621 (DIRECT)

FRED IBARRA

FIBARRA@DLRGROUP.COM

ELECTRICAL:

CHRIS MAROTTA

CMAROTTA@DLRGROUP.COM

MECHANICAL:

DAVID ANDERSON

DANDERSON@DLRGROUP.COM

STRUCTURAL:

MARK FORMAN

MFORMAN@DLRGROUP.COM

ROOFING CONSULTANT:

BRYAN HILL

BRYAN@WRECORP.COM

APPLICABLE BUILDING CODES

PROJECT SCOPE DESCRIPTION

ADOT INTENDS TO REMOVE THE ENTIRE ROOFING MEMBRANE, BUILT UP ROOF, INSULATION (DOWN

TO METAL DECK), EQUIPMENT CURBS, PENETRATIONS, SLOPES, ETC., FOR A COMPLETELY

RENOVATED AND FUNCTIONAL ROOFING SYSTEM FOR THE MVD FACILITY. ADD A PERMANENT ROOF

ACCESS SYSTEM.

• 2018 INTERNATIONAL BUILDING CODE (IBC)

• 2018 INTERNATIONAL MECHANICAL CODE (IMC)

• 2018 INTERNATIONAL PLUMBING CODE (IPC)

• 2018 NATIONAL ELECTRIC CODE (NEC)

• 2018 INTERNATIONAL FIRE CODE (IFC)

• 2018 INTERNATIONAL EXISTING BUILDING CODE (IEBC)

• 2018 INTERNATIONAL FUEL GAS CODE (IFGC)

• 2018 INTERNATIONAL ENERGY CONSERVATION CODE (IECC)

• ARIZONA ADMINISTRATIVE CODE TITLE 20, CHAPTER 5, ARTICLE 5

• 2010 ADA STANDARDS AS ADOPTED BY STATE OF ARIZONA

• ICC / ANSI A117.1-2017 ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES

• UL STANDARDS

• ARIZONA DEPARTMENT OF ENVIRONMENTAL QUALITY (ADEQ) AIR STANDARDS AND GRAHAM

COUNTY AIR QUALITY DEPARTMENT OF AIR QUALITY STANDARDS

• SMACNA GUIDELINES FOR SEISMIC RESTRAINTS OF MECHANICAL SYSTEMS

• SMACNA STANDARDS

• SMACNA, HVAC DUCT CONSTRUCTION STANDARDS

• NATIONAL FIRE PROTECTION ASSOCIATIONS (NFPA) STANDARDS (REFER TO BELOW LIST)

• REFER TO CHAPTER 35 FOR NFPA STANDARDS REQUIREMENTS:

1. NFPA 13 AUTOMATIC SPRINKLER SYSTEMS

2. NFPA 14 STANDPIPE SYSTEMS

3. NFPA 72 NATIONAL FIRE ALARM CODE

4. NFPA 80 FIRE DOORS AND OTHER OPENING PROTECTIVES

5. NFPA 101 LIFE SAFETY CODE

6. NFPA 110 STANDARD FOR EMERGENCY AND STANDBY POWER SYSTEMS

7. NFPA 2001 CLEAN AGENT FIRE EXTINGUISHING SYSTEMS

• APPLICABLE FEDERAL REGULATIONS:

- FEDERAL OCCUPATIONAL SAFETY AND HEALTH ACT (OSHA)

- U.S. ENVIRONMENTAL PROTECTION AGENCY REGULATIONS (EPA)

- AMERICANS WITH DISABILITIES ACT (ADA)

EXISTING BUILDING IS LISTED AS TYPE II-B CONSTRUCTION WITH OCCUPANCY TYPES A-3, B AND F-2

TABLE 601: ROOF CONSTRUCTIN AND ASSOCIATED SECONDARY MEMBERS = 0 HR RATING

WIND DESIGN DATA: ULTIMATE DESIGN WIND SPEED Vult =115 MPH

RISK CATEGORY II

EXPOSURE 'C'

INTERNAL PRESSURE COEFF. = +/- 0.18

COMPONENT AND CLADDING DESIGN: 30 PSF

SEISMIC DESIGN DATA:

IMPORTANCE FACTOR = 1.0

RISK CATEGORY II

SEISMIC DESIGN CATEGORY 'C'

SITE CLASS 'D'

2018 INTERNATIONAL EXISTING BUILDING CODE:

SECTION 602 ALTERATION - LEVEL 1:

• LEVEL 1 ALTERATIONS INCLUDE THE REMOVAL AND REPLACEMENT OR THE COVERING OF

EXISTING MATERIALS, ELEMENT, EQUIPMENT, OR FIXTURES USING NEW MATERIALS, ELEMENTS, EQUIPMENT OR FIXTURES THAT SERVE THE SAME PURPOSE.

CODE ANALYSIS:

ENERGY CODE DATA VALUES ROOF R-1

MATERIAL: DEPTH R-VALUE

OUTSIDE AIR FILM 0.00" 0.25

EPDM ROOFING MEMBRANE 0.06" 0.00

COVER BOARD 0.50" 0.56

RIGID INSULATION (POLYISO) 6.00" 34.8

(E) METAL DECK 1.50" 0.00

INSIDE AIR FILM 0.00" 0.68

TOTAL: 8.06" 36.3

SOLAR REFLECTANCE INDEX: 9

IECC CLIMATE ZONE: 5B COCONINO

ROOF - INSULATION ENTIRELY ABOVE DECK R-30ci

ASHRAE 90.1-2019 R-30ci

METAL FRAMED WALLS R-20 + R-9ci

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DOCUMENTS

COVER SHEET

G0.1

S

W o o d la n d s V ill a g e B lv d

F la g s ta ff A

Z

ARCHITECTURAL

AS1.1 ARCHITECTURAL SITE PLAN

AD1.1A DEMO FLOOR PLAN - LEVEL 1

AD1.2 DEMO FLOOR PLAN - LEVEL 2

AD1.4 DEMO ROOF PLAN

AD3.1 REFLECTED CEILING DEMOLITION PLAN - LEVEL 1 & 2

A1.1 OVERALL FLOOR PLAN, LEVEL 1

A1.2A OVERALL FLOOR PLAN - LEVEL 2

A1.3 OVERALL ROOF PLAN

A3.1 OVERALL - REFLECTED CEILING PLAN - LEVEL 1

A3.2 OVERALL - REFLECTED CEILING PLAN - LEVEL 2

A5.1 WALL SECTIONS AND DETAILS

A5.2 3D SECTIONS

A9.1 ELEVATIONS & ROOF-FRAMING DETAILS

A9.3 STAIRS AND HANDRAIL DETAILS

GENERAL

G0.1 COVER SHEET

G1.1 GENERAL NOTES, SYMBOLS AND ABBREVIATIONS

STRUCTURAL

S0.1 GENERAL STRUCTURAL NOTES

S0.2 GENERAL STRUCTURAL NOTES & SPECIAL INSPECTIONS

S0.3 GENERAL STRUCTURAL NOTES, SYMBOLS & ABBREVIATIONS

S2.2 OVERALL ROOF FRAMING PLAN

S3.1 STRUCTURAL DETAILS

MECHANICAL

MD1.1 LEVEL 01 - HVAC DEMOLITION PLAN

MD1.3 LEVEL 03 - HVAC DEMOLITION PLAN

M1.1 LEVEL 01 - HVAC PLAN

M1.3 LEVEL 03 - ROOF MECHANICAL PLAN

M8.1 PLUMBING & MECHANICAL SCHEDULES, DETAILS & SECTIONS

ELECTRICAL

E0.1 ELECTRICAL SYMBOLS

ED1.3 LEVEL 03 - ELECTRICAL DEMOLITION PLAN

E1.3 LEVEL 03 - LIGHTING PLAN

E2.3 LEVEL 03 - POWER PLAN

E5.1 ELECTRICAL DIAGRAMS

CITY OF FLAGSTAFF STAMPINGINDEX OF DRAWINGSSITE CONTEXT AERIAL

VICINITY MAP

PROJECT INFORMATION NOT TO SCALE IMAGE FROM GOOGLE EARTH

NOT TO SCALE IMAGE FROM BING MAPS

NORTH

N O R T H

CODE DATA SUMMARY

1 01/29/2026

EXPIRES: 09/30/2027

01/29/2026

RembertoMartinez SAFEbuilt - Conditionally Approved

202012 Approved PCS

GENERAL SYMBOLS

SIM

ROOM NAME

XXX-XX

DETAIL NUMBER

SHEET NUMBER

CROSS REFERENCE

WALL SECTION

SIMILAR OR TYPICAL

REFERENCE

DETAIL REFERENCE

BUILDING SECTION

SHEET NOTE

COLUMN GRID LINE

ROOM NUMBER/NAME

REVISION NUMBER

EARTH

GRAVEL

SAND

CONCRETE

PRECAST CONCRETE

STEEL

STONE

CONCRETE MASONRY UNIT

BRICK VENEER

LEVEL XX

XXX'-XX"

LEVEL ELEVATION

GYM FLOOR

WOOD

(CONTINUOUS BLOCKING)

WOOD

(NON-CONTINUOUS BLOCKING)

WOOD (TRIM/FINISH)

GLASS

SHINGLES

PLYWOOD (LARGE SCALE)

GYPSUM WALL BOARD

BLANKET INSULATION

RIGID INSULATION

SPRAY FOAM INSULATION

MINERAL WOOL INSULATION

PROTECTION BOARD

CARPET (LARGE SCALE)

ACOUSTIC TILE (LARGE SCALE)

TILE (LARGE SCALE)

REFERENCE KEYNOTE

XX A4.XX BUILDING ELEVATION

A12.X

XX

XX XX

XX

INTERIOR ELEVATION

100'-0"

TYP FF EL=

100'-0"

FINISH FLOOR

ELEVATION

SPOT ELEVATION

X

GENERAL NOTES

A. GENERAL NOTES APPLY TO ALL SHEETS.

B. DIMENSIONS ARE ACTUAL AND ARE TO FACE OF STUDS, FACE

OF CONCRETE WALLS, FACE OF CMU WALLS, FACE OF FRAMES,

OR CENTERLINE OF COLUMNS, UNLESS NOTED OTHERWISE.

C. COORDINATE ALL MECHANICAL CHASE SIZES WITH THE

MECHANICAL CONTRACTOR.

D. ARCHITECTURAL FINISH FLOOR ELEVATION 0'-0" EQUALS

ACTUAL SITE REFERENCE ELEVATION OF FINISH FLOOR ?????

FEET.

E. ALL PENETRATIONS THROUGH WALLS SHALL BE SEALED WITH

PENETRATION FIRE STOPPING MATERIAL AS REQUIRED TO

ACHIEVE THE RESPECTIVE FIRE-RESISTANCE RATING AND

SMOKE STOPPAGE. SEE SPECIFICATION SECTION 078413.

F. COORDINATE WITH MECHANICAL AND ELECTRICAL

CONTRACTORS THE SIZE AND LOCATION OF EQUIPMENT PADS

SHOWN ON PLANS.

G. FIRE-RESISTANCE-RATED ENCLOSURES AROUND ALL STEEL

COLUMNS SHALL BE CONTINUOUS FROM FLOOR TO UNDERSIDE

OF FLOOR OR ROOF DECK ABOVE FOR EACH LEVEL.

H. CONSTRUCTION DOCUMENTS ARE COMPLEMENTARY. SEE

DRAWING FOR QUANTITIES AND LOCATION OF WORK. SEE

SPECIFICATIONS FOR QUALITIES AND CONDITIONS OF WORK.

I. WORK: ALL ASPECTS OF THE WORK AND ITEMS NOT

SPECIFICALLY MENTIONED, BUT NECESSARY TO MAKE A

COMPLETE WORKING INSTALLATION, SHALL BE INCLUDED AND

INDICATED IN THE CONTRACTOR'S BID.

J. SHEET NOTES ONLY APPLY TO PARTICULAR DRAWING OR

SERIES OF DRAWINGS.

K. NO ASBESTOS OR PCB CONTAINING MATERIALS SHALL BE USED

ON THIS PROJECT.

L. DO NOT SCALE DRAWINGS. DIMENSIONS NOTED PREVAIL.

NOTIFY ARCHITECT IN CASE OF DISCREPANCY.

M. HORIZONTAL AND VERTICAL DIMENSIONS ARE MINIMUM

DIMENSIONS. CLEARANCES ARE GIVEN TO FINISH SURFACES.

GC TO VERIFY ALL CLEARANCES. NOTIFY ARCHITECT IN CASE

OF DISCREPANCY.

ARCHITECTURAL SYMBOLS

XX/ A11.X

XX. X. XX

CASEWORK ELEVATION

DOOR NUMBER

EXTERIOR WINDOW /

CURTAIN WALL NUMBER

WALL TYPE

A110

A124

XX/ A11.X XXXX

XX

XX

APC-1

9' - 0"

CEILING TYPE

CEILING HEIGHT

CEILING TYPE

INTERIOR WINDOW

NUMBER

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CONSTRUCTION

DOCUMENTS

GENERAL NOTES,

SYMBOLS AND

ABBREVIATIONS

G1.1

S

W o o d la n d s V ill a g e B lv d

F la g s ta ff A

Z

GENERAL ABBREVIATIONS

# NUMBER

& AND

@ AT

ADA AMERICANS WITH DISABILITY ACT

ADDN ADDITION OR ADDITIONAL

AFF ABOVE FINISHED FLOOR

AFG ABOVE FINISHED GRADE

AHJ AUTHORITY HAVING JURISDICTION

ALT ALTERNATE

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

APPROX APPROXIMATE

ARCH ARCHITECTURAL

BLDG BUILDING

BSMT BASEMENT

CL CENTER LINE

CLG CEILING

CM CENTIMETER

CONC CONCRETE

CONN(S) CONNECTION(S)

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACT(OR)

CTR CENTER

D DEPTH

DEG DEGREE

DEMO DEMOLISH OR DEMOLITION

DIA DIAMETER

DIM DIMENSION

DIV SPECIFICATION DIVISION

DN DOWN

DTL DETAIL

DWG(S) DRAWING(S)

E EAST

EA EACH

EC ELECTRICAL CONTRACTOR

EL ELEVATION

ELEC ELECTRICAL

ENG ENGINEER

EQ EQUAL

EQUIP EQUIPMENT

EQUIV EQUIVALENT

EXST EXISTING

EXT EXTERIOR

FIN FINISHED

FL FLOOR

FT FEET

FUT FUTURE

GC GENERAL CONTRACTOR

GOVT GOVERNMENT

H HEIGHT

HORIZ HORIZONTAL

HT HEIGHT

i.e. THAT IS

IBC INTERNATIONAL BUILDING CODE

IN INCH

INT INTERIOR

LB(S) POUND(S)

M METER

MAX MAXIMUM

MC MECHANICAL CONTRACTOR

MECH MECHANICAL

MEZZ MEZZANINE

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MM MILLIMETER

N NORTH

N/A NOT APPLICABLE

NIC NOT IN CONTRACT

NTS NOT TO SCALE

OC ON CENTER

OPP OPPOSITE

OVHD OVERHEAD

PAR PARALLEL

PENT PENTHOUSE

PLYWD PLYWOOD

QTY QUANTITY

REQ(D) REQUIRE(D)

REV REVISION(S)

RM ROOM

RND ROUND

S SOUTH

SCHED SCHEDULE

SECT SECTION

SHT SHEET

SIM SIMILAR

SPEC SPECIFICATION(S)

STD STANDARD

STL STEEL

STOR STORAGE

STRUCT STRUCTURAL

SYM SYMETRICAL

TEMP TEMPORARY

TYP TYPICAL

UNEX UNEXCAVATED

UNFIN UNFINISHED

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VEST VESTIBULE

VIF VERIFY IN FIELD

W WEST

W/ WITH

W/O WITHOUT

A/E ARCHITECT/ENGINEER

AB AIR BARRIER

ABS ASBESTOS

ACC ADA ACCESSIBLE

ACR ACRYLIC

ACT ACOUSTIC CEILING TILE

AD ACCESS DOOR

ADJ ADJUSTABLE

ADJT ADJACENT

ADMIN ADMINISTRATION

AEC AUTOMATED EXTERNAL DEFIBRILLATORS

AL ALUMINUM

ALUM ALUMINUM

AP ACCESS PANEL

APC ACOUSTIC PANEL CEILING

ASPH ASPHALT

AUTO AUTOMATIC

AVG AVERAGE

AWP ACOUSTIC WALL PANEL

B.O. BOTTOM OF

BCS BABY CHANGING STATION

BD BOARD

BLK BLOCK

BLKG BLOCKING

BLKHD BULKHEAD

BM(S) BEAM(S)

BOT BOTTOM

BRDG BRIDGING

BRG BEARING

BRKT BRACKET

BT BATHTUB

BTWN BETWEEN

CAB CABINET

CBD CHALKBOARD

CER CERAMIC

CF CUBIC FEET

CFCI CONTRACTOR FURNISHED CONTRACTOR INSTALLED

CFMF COLD-FORMED METAL FRAMING

CG CLEAR FLOAT GLASS

CGD CORNER GUARD

CI CAST IRON

CIG CLEAR INSULATING GLASS

CIP CAST IN PLACE

CJ CONTROL JOINT

CJA CONTROL JOINT ABOVE

CLO CLOSET

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

COM COMMON

COMB COMBINATION

COMM COMMUNICATIONS

COMPR COMPRESSIBLE

CONF CONFERENCE

CONFIG CONFIGURATION

CORR CORRIDOR

CP COVER PLATE

CPT CARPET

CR CHAIR RAIL

CS COUNTERSINK

CSTJ CONSTRUCTION JOINT

CSWK CASEWORK

CT CERAMIC TILE

CTG CLEAR TEMPERED FLOAT GLASS

CTIG CLEAR TEMPERED INSULATING GLASS

CU COPPER

CU COMBINATION UNIT

CV CONDOM VENDOR

CY CUBIC YARD

CYL CYLINDER

DB DECIBEL

DBL DOUBLE

DC DUST COLLECTOR

DEPR DEPRESS(ION)(ED)

DEPT DEPARTMENT

DET DETENTION

DF DRINKING FOUNTAIN

DG DOOR GRILLE

DIAG DIAGONAL

DPFG DAMPROOFING

DR DOOR

DSN DOWNSPOUT NOZZLE

DW DISHWASHER

DWL(S) DOWEL(S)

DWR DRAWER

EB EXPANSION BOLT

EE EACH END

EEW EMERGENCY EYE WASH

EEWS EMERGENCY EYE WASH SHOWER

EFF EFFICIENCY

EJ EXPANSION JOINT

ELAS ELASTOMERIC

ELEV ELEVATOR

EMER EMERGENCY

ENCL ENCLOSURE

ENTR ENTRANCE

ERF EPOXY RESIN FLOORING

EUI ENERGY USE INTENSITY

EW EACH WAY

EWC ELECTRIC WATER COOLER

EXP EXPANSION

EXP EXPOSED

F FABRIC

F.O. FACE OF

FAB FABRICATE(D)

FB FACE BRICK

FD FLOOR DRAIN

FDN FOUNDATION

FE FIRE EXTINGUISHER

FEC FIRE EXTINGUISHER CABINET

FF FINISH FLOOR

FH FIRE HYDRANT

FHC FIRE HOSE CABINET

FIG FIGURE

FIX FIXTURE

FLASH FLASHING

FLEX FLEXIBLE

FLG FLOORING

FLM FULL LENGTH MIRROR

FLUOR FLUORESCENT

FO FINISH OPENING

FOC FACE OF CONCRETE

FOF FACE OF FINISH

FOM FACE OF MASONRY

FOS FACE OF STUD

FOW FACE OF WALL

FP FIREPROOFING

FPG FIRE-PROTECTIVE GLASS

FR FIRE RESISTANT

FRG FIRE-RESISTIVE GLASS

FRP FIBERGLASS REINFORCED PANEL

FRT FIRE RESISTANCE TREATED

FS FLOOR SINK

FSS FOLDING SHOWER SEAT

FTG FOOTING

FVC FIRE VALVE CABINET

FWC FABRIC WALL COVERING

G GROUT

GA GAUGE

GAL GALLON

GALV GALVANIZED

GB GRAB BAR

ARCHITECTURAL ABBREVIATIONS

GD GARBAGE DISPOSAL

GEN GENERAL

GFA GROSS FLOOR AREA

GL GLUE LAMINATED

GL GLASS

GMP GUARANTEED MAXIMUM PRICE

GR GUARD RAIL

GR GRADE

GRS GALVANIZED RIGID STEEL

GWB GYPSUM WALL BOARD

GYP GYPSUM

HC HOLLOW CORE

HD HAND DRYER

HDF HIGH DENSITY FIBERBOARD

HDR HEADER

HDWD HARDWOOD

HDWR HARDWARE

HM HOLLOW METAL

HR HOUR

HR HANDRAIL

HS HARDWARE SET

HSS HOLLOW STRUCTURAL SHAPE

HVAC HEATING VENTILATING AND AIR CONDITIONING

IAW IN ACCORDANCE WITH

ID INSIDE DIAMETER

IF INSIDE FACE

IIP INSULATED INFILL PANEL GLASS

IJ ISOLATION JOINT

IJS IN JOIST SPACE

INC INCLUDE(ING)

INSUL INSULATION

JAN JANITOR

JBE JOIST BEARING ELEVATION

JBX JUNCTION BOX

JCT JUNCTION

JFB JOINT FILLER BOARD

JST JOIST

JT JOINT

KCJ KEYED CONSTRUCTION JOINT

KD KNOCKDOWN

KH KITCHEN HOOD

KIT KITCHEN

L ANGLE

LAB LABORATORY

LAM LAMINATED

LAV LAVATORY

LBR LUMBER

LDG LOADING

LF LINEAR FOOT

LG LENGTH (LONG)

LG LAMINATED GLASS

LIN LINEAR

LINO LINOLEUM

LKR LOCKER

LOC LOCATION

LONG LONGITUDINAL

LSC LIFE SAFETY CODE

LTG LIGHTING

LV LOUVER

LVT LUXURY VINYL TILE

MAG MAGNETIC

MAINT MAINTENANCE

MAN MANUAL

MAS MASONRY

MATL MATERIAL

MB MOP BASIN

MBD MARKER BOARD

MBH MOP/BROOM HOLDER

MC MEDICINE CABINET

MEMB MEMBRANE

MH MANHOLE

MR/S MIRROR WITH SHELF

MTD MOUNTED

MTG MOUNTING

MUL MULLION

NC NOISE CRITERIA

NFPA NATIONAL FIRE PROTECTION ASSOCIATION

NOM NOMINAL

O to O OUT TO OUT

OA OVERALL

OFCI OWNER FURNISHED CONTRACTOR INSTALLED

OFF OFFICE

OFOI OWNER FURNISHED OWNER INSTALLED

OH OPPOSITE HAND

OPG(S) OPENING(S)

OSHA OPERATIONAL SAFETY AND HEALTH ADMINISTRATION

OTB OPEN TO BELOW

OVFL OVERFLOW

P PAINT

PAN B PANIC BOLT

PB PARTICLE BOARD

PC PRECAST CONCRETE

PCD PAPER CUP DISPENSER

PCT PORCELAIN CERAMIC TILE

PD PANIC DEVICE

PERF PERFORATED

PERP PERPENDICULAR

PG PATTERN GLASS

PIC PORTABLE INSTRUMENT CONNECTION

PIG PATTERN INSULATING GLASS

PL PLATE

PL PROPERTY LINE

PL PLASTIC LAMINATE

PLAM PLASTIC LAMINATE

PLBG PLUMBING

PR PAIR

PREFAB PREFABRICATED

PROJ PROJECT(OR) (ION)

PS PROJECTION SCREEN

PT POINT

PT POINT OF TANGENCY

PTD PAPER TOWEL DISPENSER

PTD/R COMBINATION TOWEL DISPENSER/RECEPTACLE

PTN PARTITION

PVC POLYVINYL CHLORIDE

PWL SOUND POWER LEVEL

QGV QUAD GAS VALVE

QT QUARRY TILE

QTR RND QUARTER ROUND

R RISER

RAD RADIUS

RB RUBBER BASE

RC REMOTE CONTROL

RCP REFLECTED CEILING PLAN

RD ROOF DRAIN

REF REFERENCE

REFL REFLECTED

REM REMOVABLE

RESIL RESILIENT

RF RESILIENT FLOORING

RF RUBBER FLOOR

RFM RECESSED FLOOR MAT

RH ROBE HOOK

RI&C ROUGH IN AND CONNECT

S SINK

SAT SPRAYED ACOUSTIC TREATMENT

SAW SOUND ABSORBING WALL UNITS

SB SPLASH BLOCK

SC SOLID CORE

SC SHOWER CURTAIN

SCD SEAT COVER DISPENSER

SCH SHOWER CURTAIN HOOK

SCR SHOWER CURTAIN ROD

SCT STRUCTURAL CLAY TILE

SD SOAP DISPENSER

SECY SECRETARY

SF SQUARE FEET

SG SPANDREL GLASS

SG SPECIALTY GLASS

SGL SINGLE

SGV SINGLE GAS VALVE

SH SHOWER

SHM SECURITY HOLLOW METAL

SLNT SEALANT

SM SHEET METAL

SND SANITARY NAPKIN DISPOSAL

SNV SANITARY NAPKIN VENDOR

SO SENSOR OPERATED

SPL SOUND PRESSURE LEVEL

SQ SQUARE

SR SURFACE MOUNTED ELECTRICAL RACEWAY

SS SOLID SURFACE

SSA STORM SHELTER AREA

SSM SOLID SURFACE

SSS STAINLESS STEEL SHELF

SST STAINLESS STEEL

ST STONE

ST STAIR

STAG'D STAGGERED

STC SOUND TRANSMISSION CLASS

STGR STRINGER

SUBFL SUBFLOOR

SUL SULPHUR

SURF SURFACE

SUSP SUSPENDED

SVF SHEET VINYL FLOORING

SVF SERVICE FIXTURE

SVG SERVICE FIXTURE GROUP

T TREAD

T&G TONGUE AND GROOVE

T.O. TOP OF

TAN TANGENT

TB TOWEL BAR

TBD TACK BOARD

TCP TOILET COMPARTMENT PARTITION

TERR TERRAZZO

TFG TINTED FLOAT GLASS

TG TEMPERED GLASS

TH THRESHOLD

THK THICK(NESS)

TI TENANT IMPROVEMENT

TIG TINTED INSULATING GLASS

TMR TILT MIRROR UNIT

TOIL TOILET

TOP TOP OF PAVING

TRANS TRANSVERSE

TT TERRAZZO TILE

TTD TOILET TISSUE DISPENSER

TTG TINTED TEMPERED FLOAT GLASS

TTIG TINTED TEMPERED INSULATING GLASS

TW TACK WALL

UL UNDERWRITERS LABORATORIES

UR URINAL

US UTILITY SHELF

UTIL UTILITY

VB VAPOR BARRIER

VB VINYL BASE

VCB VENTED COVE BASE

VF VINYL FLOOR

VOC VOLITILE ORGANIC COMPOUND

VOL VOLUME

VP VENEER PLASTER

VT VINYL TILE

VWC VINYL WALL COVERING

W WIDE

WB WALL BASE

WC WATER CLOSET

WC WALL COVERING

WCL WATER CLOSET/LAVATORY COMBINATION

WD WOOD

WDF WOOD FLOORING

WDW WINDOW

WG POLISHED WIRE GLASS

WI WROUGHT IRON

WOM WALK OFF MAT

WR WASTE RECEPTACLE

WRB WEATHER RESISTANT BARRIER

WW WARM WHITE

WWF WELDED WIRE FABRIC

YD YARD

09/03/2025

EXPIRES 09/30/2027

RembertoMartinez SAFEbuilt - Conditionally Approved

STRUCTURAL RENOVATION SCOPE

1. PROJECT STRUCTURAL SCOPE IS LIMITED TO THE FOLLOWING:

a. INTERIOR STAIR FROM MEZZANINE TO ROOF WITH COLD-FORMED METAL FRAMED PENTHOUSE.

b. MECHANICAL UNIT RE-LOCATION, AND INFILL OF ROOF TOP MECHANICAL WELL.

EXISTING CONDITIONS

1. CONTRACTOR IS TO FIELD VERIFY EXISTING CONDITIONS PRIOR TO BIDDING. ALL WORK AND MATERIALS NECESSARY TO INSTALL NEW WORK IN EXISTING BUILDING(S) SHALL BE INCLUDED.

2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AND SHALL CONTACT

THE ENGINEER IF ANY DISCREPANCIES ARE FOUND BEFORE PROCEEDING. NOTIFY ENGINEER

IMMEDIATELY IF EXISTING CONDITIONS DO NOT MATCH, OR SEEM IN CONFLICT WITH, INFORMATION

SHOWN ON DRAWINGS.

3. DIMENSIONS INDICATED ON PLAN AS FIELD VERIFY, OR “FV”, ARE DIMENSIONS THAT MAY BE REQUIRED FOR FABRICATION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF

DIMENSIONS IN THE FIELD NECESSARY FOR FABRICATION OF MEMBERS AND PRIOR TO

SUBMISSION OF SHOP DRAWINGS.

4. CONTRACTOR TO PROVIDE PROTECTION FOR ALL EXISTING BUILDING MATERIALS AND EQUIPMENT

TO REMAIN FROM DAMAGE DUE TO DEMOLITION OR CONSTRUCTION OPERATIONS PERFORMED

UNDER THIS CONTRACT.

5. THE SEQUENCE OF CONSTRUCTION SHALL BE THE RESPONSIBILITY THE CONTRACTOR. THE

CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ALL TEMPORARY GUYS, BRACING, AND

OTHER SUPPORTS AS NEEDED TO SAFELY RESIST ALL GRAVITY AND LATERAL LOADS TO WHICH

THE EXISTING OR PROPOSED STRUCTURE MAY BE SUBJECTED, INCLUDING LOADS FROM

ERECTION EQUIPMENT AND ERECTION OPERATIONS, AND WIND OR SEISMIC FORCES COMPARABLE

IN INTENSITY FOR WHICH THE STRUCTURE IS DESIGNED. LOAD VERIFICATION OF EXISTING

MEMBERS TO RECEIVE TEMPORARY SHORING SHALL BE THE RESPONSIBILITY OF THE

CONTRACTOR’S ENGINEER.

6. ALL ERECTION AND CONSTRUCTION PROCEDURES SHALL MEET THE REQUIREMENTS OF ALL

APPLICABLE CODES AND ORDINANCES.

7. ALL FRAMING CONNECTIONS TO EXISTING STRUCTURE SHALL BE FIELD VERIFIED PRIOR TO SHOP DRAWING PRODUCTION AND FABRICATION. FIELD VERIFIED DIMENSIONS SHALL BE INCLUDED ON

FIRST SHOP DRAWING SUBMITTAL AND NOTED AS SUCH.

8. EXISTING UTILITY LINES SHALL BE PROBED PRIOR TO CONSTRUCTION OF FOUNDATIONS. NOTIFY

ENGINEER IF THE TOP OF ANY UTILITY PIPE COMES WITHIN 3'-0" OF THE BOTTOM OF ANY

FOUNDATION. DETERMINE THE LOCATION OF ALL NEW AND EXISTING UNDERGROUND UTILITIES IN

AND ADJACENT TO THE AREA OF WORK PRIOR TO EXCAVATION. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR ANY DAMAGES WHICH MAY RESULT FROM FAILURE TO EXACTLY LOCATE,

PROTECT, AND PRESERVE ALL EXISTING UNDERGROUND UTILITIES.

9. EXCAVATION UNDER OR NEAR IN-PLACE FOOTINGS WHICH DISTURBS THE COMPACTED SOIL

BENEATH THE FOOTINGS IS NOT PERMITTED.

10. CONTRACTOR SHALL LOCATE REBAR IN EXIST. CONSTRUCTION PRIOR TO DRILLING OF HOLES AND SHALL TAKE CARE NOT TO DAMAGE EXIST. BARS. IF DAMAGE TO EXIST. REBAR OCCURS DURING

CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING THE DAMAGE. REPAIR

PROCEDURES NOT DETAILED IN THE CONTRACT DOCUMENTS WILL REQUIRE PREPARATION BY A

QUALIFIED PROFESSIONAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS

LOCATED AND MUST BE APPROVED BY THE ENGINEER.

DEMOLITION

1. DEMOLITION OF EXISTING STRUCTURE TO BE REMOVED SHALL BE PERFORMED BY THE

CONTRACTOR USING MEANS NECESSARY TO PREVENT DAMAGE TO THE EXISTING STRUCTURE TO

REMAIN. DAMAGE TO THE EXISTING STRUCTURE TO REMAIN SHALL BE REPAIRED AT THE

CONTRACTOR'S EXPENSE USING METHODS REVIEWED BY THE STRUCTURAL ENGINEER. IF

EXISTING CONDITIONS DIFFER FROM THOSE SHOWN IN THE CONTRACT DOCUMENTS CONTACT

THE ARCHITECT PRIOR TO PROCEEDING WITH WORK.

2. SHORING OF THE EXISTING STRUCTURE SHALL BE PROVIDED BY THE CONTRACTOR AND

DESIGNED BY A QUALIFIED PROFESSIONAL ENGINEER REGISTERED IN THE STATE IN WHICH THE

PROJECT IS LOCATED.

GENERAL

1. THE DRAWINGS REPRESENT THE FINISHED STRUCTURE, NOT THE METHOD OF CONSTRUCTION. THE

CONTRACTOR SHALL PROVIDE ALL TEMPORARY GUYING AND BRACING REQUIRED TO ERECT AND

HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL ALL STRUCTURAL WORK AND CONNECTIONS

HAVE BEEN COMPLETED. THE RESEARCH, DESIGN, SAFETY, ADEQUACY, AND INSPECTION OF

ERECTION BRACING, SHORING, GUYING, TEMPORARY SUPPORTS, ETC, IS THE RESPONSIBILITY OF

THE CONTRACTOR.

2. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS AND METHODS,

SEQUENCES OF CONSTRUCTION, OR CONSTRUCTION TECHNIQUES USED TO PERFORM THE WORK.

OBSERVATION VISITS TO THE SITE WILL NOT INVOLVE REVIEW OF THESE ITEMS.

3. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S SAFETY PROGRAM. THE

CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY PRECAUTIONS AND

REGULATIONS DURING THE WORK. THE ENGINEER WILL NOT ADVISE ON, NOR ISSUE DIRECTION, AS TO SAFETY PRECAUTIONS AND PROGRAMS. OBSERVATION VISITS TO THE SITE WILL NOT INVOLVE

REVIEW OF THESE ITEMS.

4. CONTRACTOR IS TO ESTABLISH AND VERIFY OPENINGS AND INSERTS FOR ITEMS TO BE INSTALLED

BY OTHER TRADES PRIOR TO SUBMITTAL OF SHOP DRAWINGS AND CONSTRUCTION.

5. CONSTRUCTION MATERIAL AND EQUIPMENT LOADS PLACED ON THE STRUCTURE DURING THE

CONSTRUCTION PROCESS SHALL NOT EXCEED THE DESIGN LIVE LOAD OF THE STRUCTURE NOTED IN THESE DRAWINGS. THE ENGINEER SHALL NOT BE RESPONSIBLE TO INVESTIGATE, NOR APPROVE, THE STRUCTURE FOR CONSTRUCTION MATERIAL OR EQUIPMENT LOADING. ERECTION OR

CONSTRUCTION LOADS ARE NOT TO BE APPLIED UNTIL PROPER STRUCTURAL FRAMING

CONNECTIONS ARE MADE, AND ALL TEMPORARY BRACING IS IN PLACE. THE CONTRACTOR SHALL

DESIGN AND PROVIDE TEMPORARY BRACING OF THE STRUCTURE WHERE NECESSARY FOR

CONSTRUCTION LOADS.

6. DETAILS THAT ARE NOTED AS "TYPICAL" OR "TYP" ON DETAIL TITLES ARE TO BE APPLIED TO THE

PROJECT CONSTRUCTION AS GENERAL CONSTRUCTION METHODS UNLESS NOTED OTHERWISE.

THESE DETAILS ARE NOT CUT AT ALL LOCATIONS WHERE THEY OCCUR, AND THEY MAY NOT BE CUT AT ALL. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR

CONDITIONS ELSEWHERE ON THE PROJECT, SUBJECT TO APPROVAL OF THE ENGINEER.

7. DO NOT SCALE DRAWINGS. CONTRACTOR IS TO VERIFY ALL DIMENSIONS RELATIVE TO

ARCHITECTURAL OR OTHER DISCIPLINE DRAWINGS PRIOR TO CONSTRUCTION. ANY DISCREPANCIES

MUST BE REPORTED TO THE ENGINEER PRIOR TO CONSTRUCTION.

8. WHERE DISCREPANCIES OCCUR BETWEEN GENERAL NOTES, PLANS, DETAILS, AND SPECIFICATIONS, THE MOST STRINGENT REQUIREMENTS SHALL GOVERN, UNLESS APPROVED OTHERWISE BY THE

ENGINEER IN WRITING PRIOR TO CONSTRUCTION.

9. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE DRAWINGS OF ALL OTHER

DISCIPLINES AND SPECIFICATIONS. THE CONTRACTOR SHALL ESTABLISH AND VERIFY THE

REQUIREMENTS OF OTHER TRADES AS TO SLEEVES, CHASES, HANGERS, INSERT ANCHORS, HOLES, AND OTHER ITEMS TO BE PLACED OR SET IN THE STRUCTURAL WORK. DO NOT PENETRATE ANY

STRUCTURAL ELEMENTS (BEAMS, COLUMNS, WALLS, SLABS, STEEL DECKS, ETC) WITHOUT PRIOR

WRITTEN APPROVAL OF THE ENGINEER.

10. IF THE ENGINEER'S SEAL AND SIGNATURE IS NOT AFFIXED TO THESE DRAWINGS, THESE DRAWINGS ARE INTENDED FOR PRELIMINARY PURPOSES ONLY AND SHALL NOT BE USED FOR CONSTRUCTION.

11. STRUCTURAL JOINT DIMENSIONS SHOWN ON PLANS AND DETAILS (EXPANSION, SEISMIC,

SEPARATION, ETC) INDICATE THE MINIMUM CLEAR DISTANCE REQUIRED. SEE ARCHITECTURAL

DRAWINGS FOR ADDITIONAL REQUIREMENTS AND INFORMATION.

SUBMITTALS

1. THE FOLLOWING ITEMS ARE REQUIRED STRUCTURAL SUBMITTALS AS DESCRIBED IN THE

SPECIFICATIONS.

a. 031000 CONCRETE FORMING & ACCESSORIES

b. 032000 CONCRETE REINFORCING

c. 033000 CAST-IN-PLACE CONCRETE REINFORCING

d. 051200 STRUCTURAL STEEL FRAMING

e. 053100 STEEL DECKING

f. 054000 COLD-FORMED METAL FRAMING

COLD FORMED METAL FRAMING

1. FABRICATE, AND ERECT COLD-FORMED STEEL STRUCTURAL MEMBERS PER THE REQUIREMENTS OF

THE LATEST EDITION OF THE SPECIFICATION FOR THE DESIGN OF COLD-FORMED STRUCTURAL

MEMBERS BY THE AMERICAN IRON AND STEEL INSTITUTE, INCLUDING ALL APPLICABLE

AMENDMENTS. WHERE REQUIRED, THE SEISMIC DESIGN OF COLD-FORMED STRUCTURAL MEMBERS, AISI S100 & S200, AND SHALL BE IN ACCORDANCE WITH THE ADDITIONAL PROVISIONS OF THE

BUILDING CODE.

2. MINIMUM YIELD STRENGTH FOR 43 AND 33 MIL STUDS, JOISTS, STRAPS, BRIDGING, ETC, SHALL BE 33 KSI MINIMUM. YIELD STRENGTH FOR 97, 68, AND 54 MIL STUDS, JOISTS, STRAPS, BRIDGING, ETC, SHALL BE 50 KSI MINIMUM.

3. PROVIDE CFMF MEMBERS WITH SECTION PROPERTIES REQUIRED TO RESIST APPLIED LOADING AND

AS MANUFACTURED BY MEMBERS OF THE STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA)

COMPLYING WITH ICC ESR-3064P AND THE BUILDING CODE.

4. STUDS IN LOAD BEARING WALLS SHALL ALIGN VERTICALLY WITH THE JOIST BEARING LOCATION

ABOVE AND BELOW. UNLESS NOTED OTHERWISE, PROVIDE DOUBLE STUDS AT ALL JAMBS,

CORNERS, INTERSECTIONS, BEAM BEARINGS, AND JOIST BEARINGS. PROVIDE ADDITIONAL STUDS AT JAMBS AS REQUIRED BY THE CFMF SUPPLIER. ALL STUDS SHALL BE SECURELY SEATED FOR FULL

END BEARING ON TOP AND BOTTOM TRACK.

5. TEMPORARY BRACING SHALL BE INSTALLED AND LEFT IN PLACE UNTIL OTHER MEANS IS PROVIDED

TO ADEQUATELY BRACE THE STRUCTURE. STUD SUPPLIER AND INSTALLER SHALL PROVIDE ALL

CONNECTORS, FASTENERS, BRIDGING AND BRACING AS REQUIRED TO PROVIDE A COMPLETE

STABLE INSTALLATION.

6. STUDS AND TRACKS ARE TO BE ATTACHED WITH SHEET METAL SCREWS (SMS) WITH SIZES CALLED OUT ON THE DETAILS. PENETRATION OF SCREWS THOROUGH JOINED MATERIAL SHALL NOT BE LESS THAN 3 EXPOSED THREADS. SCREWS ARE TO BE INSTALLED AND TIGHTENED IN ACCORDANCE WITH

SCREW MANUFACTURER’S RECOMMENDATIONS. SHEET METAL SCREWS SHALL COMPLY WITH ASTM

C1513, SELF-DRILLING AND TAPPING TYPE, WITH PANCAKE FRAMER HEAD TYPE FOR #10 SMS AND

HEX WASHER HEAD TYPE FOR #12 AND #14 (1/4ӯ) SMS UNLESS NOTED OTHERWISE.

7. AT A MINIMUM, PROVIDE BRIDGING AT 4'-0" OC MAX FOR FULL HEIGHT OF EXTERIOR, SHEAR, AND BEARING WALLS AND AT 5'-0" OC MAX AT NON-BEARING WALLS WITH SHEATHING ON ONE SIDE ONLY (NON-LOAD BEARING WALLS WITH SHEATHING ON BOTH SIDES DO NOT REQUIRE BRIDGING), OR AS

REQUIRED BY THE CFMF SUPPLIER.

8. MEMBERS SHALL BE UNPUNCHED WHERE USED FOR THE FOLLOWING: HEADERS AND SILLS OF

OPENINGS WIDER THAN 3’-0”, AND BUILT-UP BOX AND BACK-TO-BACK SECTIONS. PUNCH-OUTS SHALL BE LOCATED IN THE CENTER OF THE WEB WITH A MINIMUM SPACING OF 24” OC, HAVE A MAXIMUM WIDTH OF HALF THE MEMBER DEPTH OR 2 ½”, WHICHEVER IS LESS, AND A MAXIMUM LENGTH OF 4 ½”.

THE MINIMUM DISTANCE BETWEEN THE END OF THE MEMBER AND THE NEAR EDGE OF THE PUNCH-

OUT SHALL BE 12”.

9. COLD-FORMED METAL STUD SHALL BE 600S163-54 @ 16" OC AT PENTHOUSE WALLS

STRUCTURAL STEEL

1. FABRICATOR QUALIFICATIONS: FABRICATOR SHALL BE AISC CERTIFIED OR AN “APPROVED

FABRICATOR” IN ACCORDANCE WITH THE BUILDING CODE AND APPROVED BY THE AHJ. IN LIEU OF THE PREVIOUS, FABRICATOR SHALL INCLUDE IN THEIR BID THE SERVICES OF A SPECIAL INSPECTOR

TO PROVIDE IN-PLANT INSPECTION/TESTING SERVICES FOR WORK COMPLETED ON THE

FABRICATOR’S PREMISES TO MEET BUILDING CODE REQUIREMENTS. AT THE COMPLETION OF WORK, FABRICATOR SHALL SUBMIT A “CERTIFICATE OF COMPLIANCE” TO THE ARCHITECT AND AHJ STATING

THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH APPROVED CONSTRUCTION DOCUMENTS.

2. STRUCTURAL STEEL SHAPES AND CONNECTING COMPONENTS SHALL CONFORM TO THE FOLLOWING

MATERIAL SPECIFICATIONS UNO:

FOLLOWING MATERIAL SPECIFICATIONS:

WIDE FLANGE SHAPES ASTM A992, Fy = 50 KSI

HOLLOW STRUCTURAL SECTIONS (HSS)

RECTANGULAR & SQUARE ASTM A500, GRADE C, Fy = 50 KSI ROUND ASTM A500, GRADE C, Fy = 46 KSI

STEEL PIPE ASTM A53, GRADE B, Fy = 35 KSI OTHER STEEL SHAPES AND PLATES ASTM A36, Fy = 36 KSI

HIGH STRENGTH STRUCTURAL BOLTS ASTM F3125, GRADE A325N

COLUMN ANCHOR RODS ASTM F1554, GRADE 36

MACHINE BOLTS ASTM A307

THREADED RODS ASTM A36

WELDING ELECTRODES E70XX

DEFORMED BAR ANCHORS (DBA) ASTM A496, Fy = 70 KSI WELDED HEADED STUDS (WHS) ASTM A108, Fu = 65 KSI WELDED THREADED STUDS (WTS) ASTM A108, Fu = 65 KSI

3. CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE BUILDING SYSTEM AT ALL TIMES DURING THE ERECTION PROCESS. ELEMENTS HAVE BEEN DESIGNED FOR THE FINAL COMPLETED CONDITION

AND HAVE NOT BEEN INVESTIGATED FOR TEMPORARY LOADING DURING CONSTRUCTION.

INVESTIGATION OF THE STRUCTURAL ELEMENTS FOR ADEQUACY DURING THE STEEL ERECTION AND

CONSTRUCTION PROCESS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. CONTRACTOR TO

PROVIDE TEMPORARY SUPPORTS AS REQUIRED TO MAINTAIN STABILITY.

4. COLUMNS AND BEAMS WITH BASE, CAP OR END PLATES SHALL HAVE SQUARE CUT OR MILLED ENDS.

5. NON-METALLIC, NON-SHRINK, CHLORIDE FREE GROUT UNDER ALL COLUMN BASE PLATES AND BEAM BEARING PLATES SHALL CONSIST OF A PRE-MIXED PRODUCT COMPLYING WITH ALL REQUIREMENTS

OF ASTM C1107. THE 28-DAY COMPRESSIVE STRENGTH OF THE GROUT SHALL BE TWICE THE

FOUNDATION REQUIRED CONCRETE COMPRESSIVE STRENGTH, 5,000 PSI MINIMUM.

6. UNO, ALL STRUCTURAL STEEL PERMANENTLY EXPOSED TO THE WEATHER, INCLUDING ALL BRICK SHELF ANGLES AND EXTERIOR LINTELS, SHALL BE HOT DIP GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH ASTM A123. ALL DAMAGED GALVANIZING SHALL BE REPAIRED IN ACCORDANCE WITH ASTM A780. STAINLESS AND WEATHERING STEELS, WHERE SPECIFIED, ARE EXEMPT FROM THIS

REQUIREMENT.

7. ALL BOLTS (HIGH STRENGTH, ANCHOR BOLTS, EXPANSION BOLTS, ADHESIVE ANCHORS, ETC.) SHALL BE INSTALLED WITH STEEL NUTS AND WASHERS. NUTS AND WASHERS FOR HIGH STRENGTH BOLTS

SHALL CONFORM TO ASTM A563 AND TO ASTM F436, RESPECTIVELY.

8. WELDING PROCEDURES, ELECTRODES, AND WELDER QUALIFICATIONS SHALL CONFORM TO THE

AMERICAN WELDING SOCIETY CODE D1.1, AISC STANDARDS, AND LOCAL CODE REQUIREMENTS.

9. ALL WELDS SHOWN ON THE DRAWINGS SHALL BE SHOP WELDS, UNO. WHERE SHOWN, FIELD

WELDING SHALL BE USED. CONTRACTOR MAY SUBSTITUTE FIELD WELDS FOR SHOP WELDS AT

THEIR DISCRETION. SHOP DRAWINGS SHALL CLEARLY NOTE ALL WELDING USING AWS A2.4 SYMBOLS.

10. WHERE CONTINUOUS ANGLES OR BENT PLATES ARE INDICATED, PROVIDE A CONTINUOUS BUTT WELD OR FULL PENETRATION WELD AT THE SPLICE POINTS, UNO. THE STEEL FABRICATOR MAY

SUBMIT AN ALTERNATE BOLTED CONNECTION DETAIL FOR APPROVAL.

11. COORDINATE WITH ALL OTHER TRADES WHICH STEEL INTERACTS. THIS INCLUDES BUT IS NOT LIMITED TO COORDINATING WITH MASONRY, PRECAST CONCRETE, CAST-IN-PLACE CONCRETE, JOIST, AND METAL DECK SUPPLIERS.

STEEL DECK

1. ALL STEEL DECK SHALL BE MANUFACTURED, DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND

ROOF DECKS" BY THE STEEL DECK INSTITUTE (SDI).

2. STEEL DECK & ACCESSORIES SHALL BE FABRICATED FROM STEEL PER ASTM A1008 OR A653.

3. DECK SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:

A. 2” COMPOSITE DECK:

a. MINIMUM YIELD STRENGTH Fy = 50 KSI

b. DEPTH/GAGE: 2” / 20

c. MOMENT OF INERTIA (Ip): 0.407 IN4 / FT

d. SECTION MODULUS (Sp): 0.337 IN3 / FT

B. WIDE RIB ROOF DECK (TYPE B):

a. MINIMUM YIELD STRENGTH Fy = 50 KSI

b. DEPTH/GAGE: 1 1/2" / 20

c. MOMENT OF INERTIA (Ip): 0.197 IN4 / FT MIN

d. SECTION MODULUS (Sp): 0.224 IN3 / FT MIN

4. COMPOSITE DECK AND BARE METAL ROOF DECK SHALL BE ATTACHED TO SUPPORTING

STRUCTURAL MEMBERS BY 5/8” EFFECTIVE DIAMETER PUDDLE WELDS PLACED AT EACH DECK RIB OR 18 INCHES ON CENTER MAX. THIS WELD CAN BE OMITTED IN RIBS THAT HAVE SHEAR STUD CONNECTORS. SIDE LAPS BETWEEN ADJACENT UNITS ARE TO BE ATTACHED WITH #10 TEK SCREWS, CRIMP OR BUTTON PUNCH OR 5/8" EFFECTIVE ARCH SPOT WELDS AT 36 INCHES MAXIMUM (MINIMUM

2 SCREWS PER SPAN).

5. MINIMUM DECK BEARING SHALL BE 2" AT EXTERIOR SUPPORTS & 3" FOR INTERIOR SUPPORTS, UNO.

6. COMPOSITE DECK DESIGN IS INTENDED TO BE UNSHORED, UNO.

1. NO DIRECT ATTACHMENT TO UNDERSIDE OF METAL ROOF DECK IS ALLOWED UNLESS INDICATED ON THE STRUCTURAL DRAWINGS. ALL SUSPENDED LOADS, INCLUDING BUT NOT LIMITED TO, CEILINGS, LIGHT FIXTURES, DUCTWORK, PIPING, AND OTHER UTILITIES TO BE SUPPORTED FROM THE PRIMARY

STRUCTURAL MEMBERS OR SECONDARY SUPPORTS BETWEEN STRUCTURAL FRAMING.

COORDINATE HANGER AND/OR WIRE SUPPORTS WITH ASSOCIATED SPECIFICATIONS AND TRADES.

2. THE STEEL DECK SUPPLIER SHALL PROVIDE CLOSURE PLATES, AND ALL MISCELLANEOUS COLD-

FORMED STEEL NECESSARY TO COMPLETE THE WORK.

SUBMITTALS

1. THE CONTRACTOR SHALL DEVELOP AND SUBMIT A SUBMITTAL SCHEDULE INDICATING THE

NUMBER OF SHOP DRAWINGS TO BE SUBMITTED EACH WEEK OVER THE DURATION OF THE

PROJECT.

2. THE SUBMITTAL SCHEDULE PROVIDED BY THE CONTRACTOR IS NECESSARY TO PROVIDE

REASONABLE TIME TO PROCESS THE SCHEDULED SUBMITTALS. THE ENGINEER'S REVIEW

SCHEDULE WILL BE DETERMINED USING THE SUBMITTAL SCHEDULE PROVIDED BY THE

CONTRACTOR.

3. REVIEW OF SHOP DRAWINGS DOES NOT RELIEVE THE CONTRACTOR FROM CONFORMANCE WITH

THE INTENT OF THE DRAWINGS. REVIEW DOES NOT IMPLY OR STATE THAT THE FABRICATOR HAS

CORRECTLY INTERPRETED THE CONSTRUCTION DOCUMENTS.

4. COPIES OF THE CONTRACT DOCUMENTS SHALL NOT BE SUBMITTED AS SHOP DRAWINGS.

CONTRACT DRAWINGS SHOW ONLY GENERAL DESIGN INTENT. FINAL SHOP DRAWING SECTIONS

SHALL PROVIDE SIZES, LAYOUT, EXACT DIMENSIONS, ELEVATIONS, GRADES OF MATERIALS, ETC, SPECIFIC TO EACH LOCATION.

5. SHOP DRAWINGS SHALL BE REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR OR

CONSTRUCTION MANAGER PRIOR TO SUBMITTING TO ENGINEER. REQUEST FOR INFORMATION

FOR ITEMS SUCH AS OVERALL BUILDING GEOMETRY, ELEVATIONS, ETC. SUBMITTED THROUGH

SHOP DRAWINGS SHALL BE DETERMINED BY THE CONTRACTOR. IF GEOMETRY CANNOT BE

DETERMINED FROM THE CONTRACT DOCUMENTS, THE CONTRACTOR SHALL SUBMIT AN RFI AND

COORDINATE THE RESPONSE WITH ALL AFFECTED TRADES PRIOR TO FABRICATION.

6. ANY CHANGES, SUBSTITUTION REQUESTS, OR DEVIATIONS FROM THE CONTRACT DOCUMENTS

SHALL BE CLOUDED BY THE SUPPLIER AND THE CONTRACTOR. SUCH ITEMS NOT CLOUDED BY

THE SUBMITTING PARTY SHALL NOT BE CONSIDERED ALLOWED AFTER THE ENGINEER’S REVIEW

UNLESS NOTED ACCORDINGLY BY THE ENGINEER IN WRITING.

7. DELEGATED DESIGN SUBMITTAL CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED AND

SEALED BY THE PREPARING ENGINEER REGISTERED IN THE STATE THE PROJECT IS LOCATED AND

SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW WITH THE SHOP DRAWING SUBMITTAL.

ONCE REVIEWED, CONTRACTOR SHALL FORWARD TO THE BUILDING DEPARTMENT FOR

APPROVAL. FABRICATION AND/OR INSTALLATION OF DEFERRED SUBMITTAL ITEMS SHALL NOT

OCCUR UNTIL APPROVAL OF THE BUILDING DEPARTMENT IS RECEIVED.

8. SUBMITTALS EXPECTED TO BE REVIEWED BY THE ENGINEER ARE PROVIDED IN THE TABLE

FOLLOWING THESE NOTES. THE SUBMISSION REQUIREMENTS FOR PRODUCT DATA, SHOP

DRAWINGS, TEST RESULTS, CALCULATIONS, AND BUILDING DEPARTMENT REVIEW ARE INDICATED.

DEFERRED SUBMITTALS PER IBC SECTION 107.3.4.1 ARE INDICATED.

CONCRETE TOPPING SLABS

1. TOPPING THICKNESS SHOWN ON PLAN IS NOMINAL. ACTUAL THICKNESS WILL VARY DUE TO

SUPPORTING MEMBER CAMBER AND DEFLECTIONS. PROVIDE THICKNESS AS REQUIRED TO ACHIEVE

A LEVEL FLOOR WITH A FINAL THICKNESS NO LESS THAN 1/2 INCH LESS THAN SPECIFIED.

2. UNO IN PLAN OR DETAIL, PROVIDE (1) #4 IN TOPPING SLAB EACH SIDE OF OPENINGS EXCEEDING 12

INCHES IN SIZE. EXTEND REINFORCING 1’-6” PAST CORNER OF OPENING.

3. DO NOT PROVIDE CONTROL JOINTS IN TOPPING SLABS.

4. CONDUITS IN THE TOPPING SLAB SHALL BE LIMITED TO THE LARGER OF ¾-INCH OR ONE-FOURTH

THE TOPPING THICKNESS AND SPACED A MINIMUM OF THREE DIAMETERS ON CENTER.

CAST-IN-PLACE CONCRETE MIX DESIGNS

1. THE CONCRETE MIX TABLE SHOWN BELOW SHALL APPLY TO ALL CONCRETE MIX DESIGNS USED FOR

STRUCTURAL ITEMS IN THIS PROJECT. MIX DESIGN SUBMITTALS SHALL BE IDENTIFIED FOR

INTENDED STRUCTURAL USE AND SUBMITTED TO THE OWNER’S REPRESENTATIVE AND ENGINEER

FOR REVIEW PRIOR TO PLACING ANY CONCRETE. WHEN CONCRETE MIX DESIGNS ARE A

DELEGATED DESIGN ITEM, THE SUBMITTED MIX DESIGN SHALL BEAR THE SEAL AND SIGNATURE OF

THE ENGINEER RESPONSIBLE FOR THEIR DESIGN.

A. EXPOSURE CLASSES ARE F0, S0, W0, C0 UNLESS NOTED OTHERWISE IN THE TABLE ABOVE.

B. THE WATER-CEMENT RATIO IN CONCRETE CONTAINING POLYSILICATE ADMIXTURES SHALL

CONFORM TO THE REQUIREMENTS OF THE ADMIXTURE SUPPLIER. SUBMIT ADMIXTURE PRODUCT

DATA FOR REVIEW WITH THE MIX DESIGN SUBMITTAL. REFER TO THE PROJECT SPECIFICATIONS

FOR ADDITIONAL REQUIREMENTS.

C. CONCRETE MIXES SHALL COMPLY WITH ACI 318 SECTION 19.3 FOR THE EXPOSURE CLASSES

INDICATED THE TABLE ABOVE. FOR CLASSES F1 THROUGH F3, AIR ENTRAINMENT SHALL MEET

THE REQUIREMENTS OF ACI-318 TABLE 19.3.3.1.

D. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150 OR C-595 OF THE TYPE SPECIFIED IN THE

TABLE ABOVE.

E. AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33. AGGREGATE

FOR LIGHT WEIGHT CONCRETE SHALL CONFORM TO ASTM C-330.

F. VERIFY THE UNIT WEIGHT OF LIGHT WEIGHT CONCRETE IN ACCORDANCE WITH ASTM C567.

G. WATER SHALL BE CLEAR, POTABLE AND SHALL CONFORM TO ASTM C-94.

H. CONCRETE MIXING OPERATION SHALL CONFORM TO ASTM C-94.

2. REFER TO PROJECT SPECIFICATION FOR ADDITIONAL INFORMATION.

3. FLY ASH MAY BE USED TO REPLACE 15% TO 25% OF PORTLAND CEMENT. FLY ASH SHALL CONFORM TO ASTM C618, TYPE F. PERCENTAGE LISTED IS BY WEIGHT OF TOTAL CEMENTITIOUS MATERIAL INCLUDING ASTM C150, C595, C845, AND C1157 CEMENT. DO NOT USE FLY ASH IF CONTENT WITHIN

THE PERCENTAGES SHOWN CANNOT BE ACHIEVED.

SLABS ON GRADE, TOPPING SLABS & ELEVATED FLOORS SHALL HAVE A MAXIMUM SHRINKAGE RATE OF 0.035% IN NW AT 28 DAYS PER ASTM C157 (CURING TEST SPECIMENS TO BE CONSISTENT WITH FIELD CONDITIONS). RESULTS OF TESTING SHALL BE SUBMITTED TO ENGINEER WITH CONCRETE MIX

SUBMITTAL.

GENERAL STRUCTURAL NOTES

CONCRETE CONSTRUCTION

1. THESE NOTES APPLY TO CONCRETE USED IN BUILDING CONSTRUCTION ONLY. SEE CIVIL/SITE WORK

DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

2. CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 301 AND ACI 318.

3. REFER TO DRAWINGS OF OTHER DISCIPLINES AND VENDOR DRAWINGS FOR EMBEDDED ITEMS AND

RECESSES NOT SHOWN ON STRUCTURAL DRAWINGS.

4. SLEEVES OR OPENINGS, EXCEPT AS DETAILED ON THE STRUCTURAL DRAWINGS, SHALL NOT BE PLACED IN WALLS, JOISTS, BEAMS, GIRDERS, OR IN SLABS ADJACENT TO A COLUMN (WITHIN A

DISTANCE EQUAL TO THE SLAB THICKNESS) UNLESS APPROVED BY THE ENGINEER. PLUMBING,

MECHANICAL, & ELECTRICAL CONTRACTORS SHALL SUBMIT SIZES AND LOCATIONS OF ALL

PENETRATIONS IN STRUCTURAL SLABS FOR THE ENGINEER'S APPROVAL BEFORE THE SLAB IS

PLACED. ALL PIPE PENETRATIONS THROUGH SLABS SHALL BE SLEEVED AND REINFORCING SHALL NOT BE CUT. CORING OF CONCRETE AFTER PLACEMENT IS NOT PERMITTED UNLESS APPROVED BY

THE ENGINEER.

5. PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI 318. SUBMIT DRAWINGS SHOWING

PLACEMENT SEQUENCE FOR ENGINEERING REVIEW.

6. ALL CONCRETE SHALL BE MECHANICALLY CONSOLIDATED IN ACCORDANCE WITH ACI 309.

7. PROVIDE A FORMED CONSTRUCTION KEYWAY BETWEEN ALL HORIZ AND VERT PLACEMENT EDGES

EXCEPT CONCRETE TOPPING SLABS. PROVIDE WATERSTOPS FOR ALL CONSTRUCTION JOINTS

BELOW WATER TABLE AND WHERE INTERIOR SLAB ON GRADE IS BELOW EXTERIOR GRADE.

8. INTENTIONALLY ROUGHEN ALL CONCRETE SURFACES TO A MINIMUM 1/4" AMPLITUDE AGAINST

WHICH CONCRETE IS TO BE PLACED UNO.

9. ALL EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES SHALL BE CHAMFERED 3/4", UNO.

CONCRETE REINFORCEMENT

1. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60, UNO.

2. REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706, GRADE 60. NO WELDING OF

REINFORCEMENT SHALL BE PERMITTED UNLESS SPECIFICALLY CALLED FOR OR REVIEWED AND

APPROVED BY THE ENGINEER.

3. DEFORMED BAR ANCHORS (DBA) SHALL BE PROVIDED IN ACCORDANCE WITH NELSON STUD

WELDING, INC ICC ESR 2907. ANCHORS SHALL BE SHOP WELDED TO STEEL USING A STUD WELDING

GUN.

4. CONCRETE COVER REQUIREMENTS FOR CAST-IN-PLACE, NON-PRESTRESSED REINFORCEMENT

UNLESS OTHERWISE NOTED ON DETAILS SHALL BE AS FOLLOWS:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"

FORMED CONCRETE EXPOSED TO EARTH OR WEATHER:

#6 BARS AND LARGER: 2"

#5 BARS AND SMALLER: 1 1/2"

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH:

SLABS, WALLS, AND JOISTS:

#14 AND #18 BARS: 1 1/2"

#11 BARS AND SMALLER: 1"

BEAMS, COLUMNS:

PRIMARY REINFORCEMENT: 1 1/2"

TIES, STIRRUPS, SPIRALS: 1 1/2"

5. REINFORCING BAR SPLICES SHALL BE AS INDICATED ON THE DRAWINGS AND IN ACCORDANCE WITH

THE REQUIREMENTS OF ACI 318 AND THE REINFORCING SPLICE LENGTH SCHEDULE.

6. ALL HORIZONTAL WALL AND BEAM REINFORCING SHALL BEND AROUND ALL CORNERS, LAP WITH

INTERSECTING REINFORCEMENT, AND LAP SHALL CONFORM TO LAP SPLICE AND ANCHORAGE

SCHEDULE PROVIDED, UNO.

7. ALL REINFORCEMENT SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES IN

CONFORMANCE WITH CRSI MANUAL OF STANDARD PRACTICE AND ACI 315 DURING CONCRETE

PLACEMENT. NO WET SETTING OF REINFORCEMENT OR ACCESSORIES.

8. PROVIDE CORROSION RESISTANT ACCESSORIES SUCH AS PLASTIC COATED (NOT PLASTIC TIPPED)

OR STAINLESS-STEEL CHAIRS IN ALL EXPOSED CONCRETE CONSTRUCTION. PRECAST CONCRETE

CHAIRS OR SAND PLATE CHAIRS SHALL BE USED FOR THE SUPPORT OF REINFORCING ON GRADE.

CONCRETE BLOCK OR CLAY MASONRY BRICK ARE NOT PERMITTED.

9. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS

SPECIFICALLY DETAILED AS SUCH OR APPROVED BY THE ENGINEER IN WRITING.

10. WELDED WIRE REINFORCING (WWR) SHALL COMPLY WITH ASTM A1064. USE ONLY FLAT SHEETS.

LAP ALL WWR AT LEAST TWO FULL WIRE SPACING OR 8", WHICHEVER IS GREATER. ALL WWR SHALL BE CHAIRED TO ITS PROPER HEIGHT AND MAINTAINED AT THE PROPER LEVEL THROUGHOUT THE

CONCRETE PLACING OPERATION. LIFTING OF WWR WITH A HOOK DURING CONCRETE PLACEMENT

SHALL NOT BE PERMITTED.

11. MECHANICAL COUPLERS SHALL BE TYPE 2 COUPLERS CAPABLE OF SUSTAINING 125% Fy.

12. ALL BARS INTERRUPTED BY STRUCTURAL STEEL SHALL EXTEND TO WITHIN 1" OF STRUCTURAL

STEEL FLANGE OR WEB AND HAVE A 90 DEGREE HOOK, UNO.

13. REINFORCING STEEL PROJECTING FROM THE CONCRETE OR MASONRY AND CONNECTING DIRECTLY

TO STRUCTURAL STEEL WHERE DIMENSIONAL CONTROL IS CRITICAL OR WHERE SPECIFICALLY

NOTED ON THE PLAN SHALL BE TREATED AS AN ANCHOR ROD AND SHALL CONFORM TO THE

TOLERANCES SPECIFIED IN SECTION 7.5 OF AISC 303-16 "CODE OF STANDARD PRACTICE FOR STEEL

BUILDINGS AND BRIDGES".

14. WELDING OF REINFORCEMENT SHALL CONFORM TO THE 2017 EDITION OF AWS D1.4 "STRUCTURAL

WELDING CODE - REINFORCING STEEL". WELDED CONNECTIONS NOT SPECIFIED ON THE PLANS

SHALL BE SUBMITTED FOR REVIEW AND APPROVAL BY THE ENGINEER.

15. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND

SPACING AS THE VERTICAL REINFORCING, RESPECTIVELY, UNO.

DESIGN CRITERIA

1. ALL CONSTRUCTION, MATERIALS, AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THESE DRAWINGS, SPECIFICATIONS, AND THE CODES, RULES AND REGULATIONS OF THE 2018 INTERNATIONAL BUILDING CODE (IBC), AS ADOPTED AND AMENDED BY THE CITY OF FLAGSTAFF

HEREAFTER REFERRED TO AS THE BUILDING CODE.

2. MATERIAL SPECIFIC DESIGN STANDARDS LISTED IN THESE GENERAL NOTES ARE THE VERSION

REFERENCED BY THE BUILDING CODE. IF NOT REFERENCED BY THE BUILDING CODE, USE THE

LATEST EDITION APPROVED BY THE AUTHORITY HAVING JURISDICTION ON THE DATE OF THE

PERMIT ISSUANCE.

3. RISK CATEGORY II

4. EXISTING DEAD LOADS

ROOF - TOTAL 25 PSF (INCLUDES STRUCTURE SELF WEIGHT)

FLOOR 63 PSF (INCLUDES STRUCTURE SELF WEIGHT)

5. EXISTING LIVE LOADS

STAIRS & EXIT WAYS 100 PSF

OFFICES (R) 65 PSF (INCLUDES 15 PSF PARTITIONS)

LOBBIES 100 PSF

CORRIDORS 100 PSF

UPPER LEVEL CORRIDORS (R) 80 PSF

LIGHT STORAGE 125 PSF

ROOF LIVE LOAD 20 PSF

FLOOR LIVE LOADS NOTED ‘(R)’ HAVE BEEN REDUCED PER THE BUILDING CODE.

6. SNOW LOADS

GROUND SNOW LOAD, Pg 60 PSF FLAT-ROOF SNOW LOAD, Pf 42.0 PSF SNOW EXPOSURE FACTOR, Ce 1.0 THERMAL FACTOR, Ct 1.0 SNOW LOAD IMPORTANCE FACTOR, ls 1.10

DRIFT LOADS (EXISTING STRUCTURES CHECKED FOR

DRIFTING SNOW OF ??.?? PSF

7. WIND LOADS

BASIC DESIGN WIND SPEED (3-SEC GUST), V 115 MPH

ALLOWABLE STRESS DESIGN WIND SPEED, Vasd 89.1 MPH

EXPOSURE CATEGORY C

TOPOGRAPHIC FACTOR, Kzt 1.0 AIR DENSITY FACTOR, Ke 1.0 INTERNAL PRESSURE COEFFICIENT, GCpi +/- 0.18

8. SEISMIC LOADS

SITE LATITUDE 35.1824

SITE LONGITUDE -111.6688

SITE CLASS D

MAPPED SPECTRAL RESPONSE ACCELERATIONS SS = 31.4

S1 = 9.7

DESIGN SPECTRAL RESPONSE ACCELERATIONS SDS = 32.4

SD1 = 15.5

SEISMIC DESIGN CATEGORY C

IMPORTANCE FACTOR, Ie 1.25

SEISMIC FORCE RESISTING SYSTEM: INTERMEDIATE REINFORCED MASONRY

SHEAR WALLS.

RESPONSE MODIFICATION FACTOR, R 3.5

OVERSTRENGTH FACTOR, Ωo 2.5 DEFLECTION AMPLIFICATION FACTOR, Cd 2.25 REDUNDANCY FACTOR, ρ 1.0

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

SEISMIC RESPONSE COEFFICIENT, Cs 0.078

9. RAIN INTENSITY 3 INCH/HOUR

SLABS-ON-GROUND/GRADE

1. VERIFY ALL TOP OF SLAB ELEVATIONS COMPLY WITH THE ARCHITECTURAL DRAWINGS. SEE

ARCHITECTURAL FOR LOCATION AND EXTENT OF SPECIAL FINISHES OR TREATMENTS TO EXPOSED

CONCRETE.

2. ALL INTERIOR SLABS ON GROUND/GRADE SHALL BE CAST ON A 15 MIL VAPOR RETARDER INSTALLED

PER MANUFACTURER’S WRITTEN INSTRUCTIONS, PLACED OVER CRUSHED ROCK DRAINAGE

MATERIAL TO FORM A CAPILLARY BREAK OF THICKNESS NOTED ON DRAWINGS, BUT NOT LESS THAN

THAT PRESCRIBED BY THE GEOTECHNICAL ENGINEER.

3. CONTROL (CONTRACTION OR CONSTRUCTION) JOINTS SHALL BOUND ALL CONCRETE SLABS ON

GROUND/GRADE AS SHOWN ON THE DRAWINGS. WHERE NOT SHOWN ON THE DRAWINGS,

CONTROL JOINTS SHALL BE LOCATED SUCH THAT THE ENCLOSED AREA IS RELATIVELY SQUARE

WITH A MAXIMUM ASPECT RATIO OF 1.5:1 AND DOES NOT EXCEED A SPACING EQUAL TO 3 TIMES (IN

FEET) THE SLAB THICKNESS (IN INCHES) OR 15 FEET WHICHEVER IS LESS.

4. GENERAL CONTRACTOR SHALL SUBMIT CONTROL JOINT SHOP DRAWINGS AND PLACING

SEQUENCES FOR APPROVAL PRIOR TO CONCRETE PLACEMENT. KEYED JOINTS NEED ONLY OCCUR

AT CONSTRUCTION JOINTS. ALL CONTRACTION JOINTS MAY BE SAWCUT, UNO.

5. THE SLAB ON GROUND/GRADE IS NOT DESIGNED TO SUPPORT TRAFFIC FROM CRANES OR OTHER

HEAVY CONSTRUCTION VEHICLES. CONTRACTOR SHALL REPAIR OR REPLACE DAMAGED CONCRETE

SLABS.

6. REINFORCE SLABS, INCLUDING STAIR PANS AND LANDINGS, WITH 6X6 W2.1XW2.1 WWR UNO.

7. ALL PIPING AND CONDUIT INSTALLED BELOW SLABS ON GROUND/GRADE SHALL BE INSTALLED ENTIRELY BELOW THE BOTTOM OF THE SLAB, WITH NO ENCROACHMENT INTO THE BOTTOM OF THE

SLAB.

POST-INSTALLED ANCHORS

1. UNO, THE FOLLOWING APPLIES TO ALL POST-INSTALLED ANCHORAGE INTO HARDENED

CONCRETE OR MASONRY WHICH INCLUDES TYPES SUCH AS EXPANSION, WEDGE, SLEEVE,

ADHESIVE / EPOXY, SHOT-PIN, SCREW AND UNDERCUT.

2. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED.

3. CONTRACTOR SHALL OBTAIN APPROVAL FROM ENGINEER OF RECORD PRIOR TO USING POST-

INSTALLED ANCHORS FOR MISSING, DAMAGED OR MISPLACED CAST-IN-PLACE ANCHORS.

4. CARE SHALL BE GIVEN TO AVOID CONFLICTS WITH EXISTING REBAR OR EMBEDDED CONDUIT

WHEN DRILLING HOLES. HOLES SHALL BE DRILLED AND CLEANED PER THE MANUFACTURER’S

INSTRUCTIONS.

5. MAINTAIN A MINIMUM OF 2 INCHES FROM EXISTING REINFORCEMENT, CONDUIT, POST-

TENSIONING (WHERE OCCURS), ETC. USE NON-DESTRUCTIVE TESTING TO LOCATE PRIOR TO

DRILLING, CORING OR SHOOTING PINS INTO THE EXISTING CONCRETE OR MASONRY. FOR

INSTALLATION DEEPER THAN 3 INCHES USE GROUND PENETRATING RADAR OR X-RAY METHODS.

6. ALL ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS, MANUFACTURER’S RECOMMENDATIONS AND ALL APPLICABLE ICC-ES REPORTS, INCLUDING, BUT

NOT LIMITED TO, ALL ANCHOR SPACINGS, EMBEDMENTS AND EDGE DISTANCES.

7. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE

ENGINEER PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS DEMONSTRATING THAT

THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE

SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY HAVING AN ICC ESR SHOWING

COMPLIANCE WITH THE BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION

CATEGORY, AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE

ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE AND INSTALLATION

TEMPERATURES.

8. EMBEDMENT REFERS TO THE FINAL INSTALLED EFFECTIVE DEPTH “Hef”. ALL ANCHORS SHALL

HAVE EMBEDMENT NOTED OR EMBEDMENT AS RECOMMENDED BY MANUFACTURER WHERE NO

EMBEDMENT IS SHOWN. REQUIRED ANCHOR HOLE DEPTH FOR INSTALLATION MAY BE DEEPER.

9. IF THE FULL ANCHOR EMBEDMENT DEPTH, SPACING OR EDGE DISTANCE CANNOT BE ACHIEVED, NOTIFY THE ENGINEER.

10. STEEL ANCHORING ELEMENTS SHALL BE THE SIZE AND GRADE SHOWN ON THE DRAWINGS AND

MUST BE CLEAN, DRY AND FREE OF ANY OIL CONTAMINANTS. DO NOT INCREASE OR DECREASE

SIZE OF ANCHOR WITHOUT APPROVAL OF ENGINEER.

11. ALL PERSONNEL INSTALLING POST-INSTALLED ANCHORS SHALL BE TRAINED BY THE

MANUFACTURER ON PROPER INSTALLATION TECHNIQUE. TRAINING DOCUMENTATION FROM THE

MANUFACTURER SHALL BE AVAILABLE UPON REQUEST.

12. INSTALLATION OF ADHESIVE ANCHORS IN HORIZONTAL TO VERTICALLY OVERHEAD ORIENTATION SHALL BE DONE BY A CERTIFIED ADHESIVE ANCHOR INSTALLER (AAI) AS CERTIFIED THROUGH ACI AND IN ACCORDANCE WITH ACI 318. PROOF OF CURRENT CERTIFICATION SHALL BE SUBMITTED

TO THE ENGINEER FOR APPROVAL PRIOR TO COMMENCEMENT OF INSTALLATION.

13. EXPANSION BOLTS IN CONCRETE MASONRY SHALL BE ONE OF THE FOLLOWING:

a. HILTI KWIK BOLT TZ2 MASONRY ANCHORS (ICC ESR-4561)

b. DEWALT – POWER STUD+SD1 (ICC ESR-2966)

c. SIMPSON STRONG-TIE STRONG BOLT-2 WEDGE ANCHOR (IAMPO UES ER-240)

14. SCREW ANCHORS IN CONCRETE MASONRY SHALL BE ONE OF THE FOLLOWING:

a. HILTI KH-EZ SCREW ANCHOR (ICC ESR-3056)

b. DEWALT – SCREW BOLT+, SCREW ANCHOR (ICC ESR-4042)

c. SIMPSON STRONG-TIE TITEN HD SCREW ANCHORS (ICC ESR-1056)

15. ADHESIVE ANCHORS IN MASONRY SHALL BE ONE OF THE FOLLOWING:

a. HILTI HIT-HY 270 FAST CURE ADHESIVE ANCHORING SYSTEM (ICC ESR-4144 FOR MULTI

WYTHE BRICK, ICC ESR-4143 FOR CMU)

b. HILTI HIT-HY 200 V3 ADHESIVE ANCHORING SYSTEM (ICC ESR-4878)

c. DEWALT AC100+GOLD FAST CURE ADHESIVE ANCHORING SYSTEM (ICC ESR-3200)

d. SIMPSON STRONG-TIE SET-3G ADHESIVE ANCHORING SYSTEM (ICC ESR-4844)

16. EXPANSION BOLTS IN CONCRETE SHALL BE ONE OF THE FOLLOWING:

a. HILTI KWIK BOLT TZ2 CONCRETE ANCHORS (ICC ESR-4266)

b. DEWALT POWER-STUD+SD1 (ICC ESR-2818), POWER STUD +SD2 (ICC ESR-2502)

c. SIMPSON STRONG-TIE STRONG-BOLT 2 WEDGE ANCHORS (ICC ESR-3037)

17. SCREW ANCHORS IN CONCRETE SHALL BE ONE OF THE FOLLOWING:

a. HILTI HUS-EZ SCREW ANCHORS (ICC ESR-3027)

b. DEWALT SCREW BOLT+, SCREW ANCHORS (ICC ESR-3889)

c. SIMPSON STRONG-TIE TITEN HD SCREW ANCHORS (ICC ESR-2713)

18. ADHESIVE ANCHORS IN CONCRETE SHALL BE ONE OF THE FOLLOWING:

a. HILTI HIT-HY 200 V3 ADHESIVE ANCHORING SYSTEM WITH SAFESET (ESR-4868) (FAST

CURE APPLICATIONS)

b. HILTI RE-500 V3 ADHESIVE ANCHORING SYSTEM (ICC ESR-3814)

c. HILTI RE-100 ADHESIVE ANCHORING SYSTEM (ICC ESR-3829) (STANDARD CURE

APPLICATIONS)

d. DEWALT AC200+ ADHESIVE ANCHORING SYSTEM (ICC ESR-4027) (FAST CURE

APPLICATIONS)

e. DEWALT PURE 220+ ADHESIVE ANCHORING SYSTEM (ICC ESR-5144) (STANDARD CURE

APPLICATIONS)

f. SIMPSON STRONG-TIE SET-3G ADHESIVE ANCHORING SYSTEM (ICC ESR-4057) (STANDARD

CURE APPLICATIONS)

g. SIMPSON STRONG-TIE AT-3G ADHESIVE ANCHORING SYSTEM (ICC ESR-5026) (FAST CURE

APPLICATIONS)

19. ANCHORS ARE NOT TO BE INSTALLED UNTIL CONCRETE OR GROUT HAS REACHED IT’S…