P01_SOW Att 17_607-14-120 VOL3 2016.pdf

AMERICAN SOCIETY FOR TESTING

AMERICAN PLYWOOD ASSOCIATION

AMERICAN CONCRETE INSTITUTE

INTERNATIONAL CONFERENCE OF

STRUCTURAL ABBREVIATIONS:

JB JOIST BRACE

JST JOIST

JT JOINT

K KIP (1,000 LB.)

KSI KIPS PER SQUARE INCH

L LENGTH, ANGLE

LAB LABORATORY

LB POUND

LF LINEAL FOOT

LIN LINEAL, LINEAR

LL LIVE LOAD

LLBB LONG LEG BACK TO BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LN LINE

LOC LOCATION, LOCATE

LONGIT LONGITUDINAL

LP LOW POINT

LTWT LIGHTWEIGHT

LVL LAMINATED VENEER LUMBER

LWR LOWER

MANUF MANUFACTURER

MATL MATERIAL

MAX MAXIMUM

MC MOMENT CONNECTION

MECH MECHANICAL

MED MEDIUM

MEP MECHANICAL, ELECTRICAL,

PLUMBING DRAWINGS

MF MOMENT FRAME

MFR MANUFACTURE,

MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

ML MATCH LINE

MO MASONRY OPENING

MTD MOUNTED

MTG MOUNTING HEIGHT

MTL METAL

NIC NOT IN CONTRACT

NO(#) NUMBER

NOM NOMINAL

NS NEAR SIDE

N-S NORTH-SOUTH

NTS NOT TO SCALE

NW NORMAL WEIGHT

OC ON CENTER

OD OUTSIDE DIAMETER

OH OVERHEAD

OPHD OPPOSITE HAND

OPNG OPENING

OPT OPTION, OPTIONAL

P/C PRECAST

P/S PRESTRESSED

P/T POST TENSIONED

PART PARTITION

PCF POUNDS PER CUBIC FOOT

PCY POUNDS PER CUBIC YARD

PEN PENETRATION

PERP PERPENDICULAR

PJF PREMOLDED JOINT FILLER

PL PLATE

PLC PLACE

PP PARTIAL PENETRATION

PREFAB PREFABRICATED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POINT, POST-TENSION

R RADIUS

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCEMENT, REINFORCE

REQD REQUIRED

REV REVISE, REVISION

RFG ROOFING

RH RIGHT HAND

RO ROUGH OPENING

SC SOLID CORE, SLIP CRITICAL

SCHED SCHEDULE

SECT SECTION

SEOR STRUCTURAL ENGINEER

OF RECORD

SEQ SEQUENCE

SHT SHEET

SHTG SHEATHING

SIM SIMILAR

SLBB SHORT LEG BACK TO BACK

SOG SLAB ON GRADE

SPEC SPECIFICATION

SS STAINLESS STEEL

SSL SHORT SLOTTED (HOLES)

STD STANDARD

STG STRONG

STL STEEL

STRUCT STRUCTURAL, STRUCTURE

SUPT SUPPORT

SUSP SUSPEND, SUSPENDED

SW SHORT WAY, SHEAR WALL

SYM SYMMETRICAL

T TOP

T&B TOP AND BOTTOM

T&G TONGUE & GROOVE

TEMP TEMPERATURE, TEMPORARY

THK THICK, THICKNESS

THRU THROUGH

TOF TOP OF FOOTING

TOS TOP OF STEEL

TOW TOP OF WALL

TRANS TRANSVERSE

TS TUBULAR STEEL

TYP TYPICAL

UC ANC UNDERCUT ANCHOR

UL UNDERWRITERS'

LABORATORIES

UNO UNLESS NOTED OTHERWISE

UT ULTRASONIC TEST

VB VAPOR BARRIER

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W WIDE

W/O WITHOUT

WD WOOD

WP WORK POINT

WT WEIGHT

WWF WELDED WIRE FABRIC

X-STG EXTRA STRONG

XX-STG DOUBLE EXTRA STRONG

YD YARD

& AND

@ AT

°, DEG DEGREE

#, LB NUMBER, POUND

Ø, DIA DIAMETER

AB ANCHOR BOLT

ACI

ACOUST ACOUSTICAL

ADDL ADDITIONAL

ADH ADHESIVE

ADJ ADJACENT

AESS ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL

AFF ABOVE FINISHED FLOOR

AGG AGGREGATE

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

ALT ALTERNATE

ALUM ALUMINUM

ANC ANCHOR, ANCHORAGE

ANG ANGLE

ANOD ANODIZED

APA

APPD APPROVED

APPROX APPROXIMATE

ARCH ARCHITECT/ ARCHITECTURAL

ASTM

AND MATERIALS

AVG AVERAGE

AWS AMERICAN WELDING SOCIETY

B/ BOTTOM OF

BAL BALANCE

BF BOTH FACES

BLDG BUILDING

BLK BLOCK

BM BEAM

BOT BOTTOM

BP BASE PLATE

BR BRACE, BRACED FRAME

BRG BEARING

BRKT BRACKET

BSMT BASEMENT

BW BOTH WAYS

C CAMBER

CANT CANTILEVER

C/C CENTER TO CENTER

CEM CEMENT

CIP CAST IN PLACE

CJ CONTROL JOINT

CL, C CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

COORD COORDINATE, COORDINATION

CP COMPLETE PENETRATION

WELD-ULTRASONIC TEST

CTR CENTER

D DEEP, DEPTH

DB BAR DIAMETERS

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DEG DEGREE

DEMO DEMOLITION, DEMOLISH

DEP DEPRESSION OR DEPRESS

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIAPH DIAPHRAGM

DIM DIMENSION

DL DEAD LOAD

DN DOWN

DO DITTO

DWG DRAWING

DWL DOWEL

EA EACH

EC EPOXY COATED

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEV ELEVATOR

EQ EQUAL

EQMT EQUIPMENT

ES EACH SIDE

EW EACH WAY

E-W EAST-WEST

EXIST EXISTING

EXP EXPANSION

EXP ANC (WEDGE) EXPANSION ANCHOR

EXT EXTERIOR

FD FLOOR DRAIN

FDN FOUNDATION

FF FINISHED FLOOR

FIN FINISH

FLEX FLEXIBLE

FLG FLANGE

FLR FLOOR

FOS FACE OF STUD

FP FIREPROOF

FRM FRAME

FS FAR SIDE

FT (') FEET, FOOT

FTG FOOTING

FURN FURNISH

GA GAGE, GAUGE

GALV GALVANIZED

GB GRADE BEAM

GEN GENERAL

GIR GIRDER

GL GLUE LAMINATED (BEAM)

GRND GROUND

GYP GYPSUM, GYPSUM DRYWALL

HC HOLLOW CORE

HM HOLLOW METAL

HORIZ HORIZONTAL

HP HIGH POINT

HS HIGH STRENGTH

HSA HEADED STUD ANCHOR

HSS HOLLOW STEEL SHAPE

HT (H) HEIGHT

ICBO

BUILDING OFFICIALS

ID INSIDE DIAMETER

IN (") INCH

INCL INCLUDE

INFO INFORMATION

INSUL INSULATE, INSULATION

INT INTERIOR

IT SCREW ANC INTERNALLY THREADED SCREW

ANCHOR

GENERAL:

1. APPLICABLE CODE: IBC 2012

2. FIRE RATING: SEE ARCHITECTURAL DRAWINGS.

3. CONTRACTOR TO VERIFY ALL DIMENSIONS AT JOB SITE BEFORE FABRICATION.

4. EL 0'-0" = 904'-6"

5. SPECIFICATIONS ARE AN INTEGRAL PART OF CONTRACT DOCUMENTS. IN CASE OF

DISCREPANCIES BETWEEN SPECIFICATIONS AND DRAWINGS THE CONTRACTOR SHALL

REQUEST CLARIFICATION FROM THE ENGINEER BEFORE PROCEEDING WITH THE WORK.

6. ALL DETAILS, SECTIONS AND NOTES ON STRUCTURAL DRAWINGS ARE INTENDED TO BE

TYPICAL FOR SIMILAR SITUATIONS, UNLESS NOTED OTHERWISE.

7. DO NOT SCALE DRAWINGS.

8. STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT FINISHED STRUCTURE AND,

UNLESS NOTED OTHERWISE, DO NOT INDICATE METHOD OF CONSTRUCTION.

9. EXISTING CONDITIONS AND RELATED DIMENSIONS INDICATED ON THE DRAWINGS ARE

PROVIDED FOR INFORMATION ONLY AND SHALL BE FIELD VERIFIED PRIOR TO

COMMENCING WORK. SUBMIT CONDITIONS THAT DIFFER FROM THAT INDICATED ON

DRAWINGS TO ARCHITECT FOR REVIEW PRIOR TO COMMENCING WORK.

GENERAL NOTES:

L

COORDINATION BY CONTRACTOR:

1. SEE ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL, PLUMBING AND OTHER DESIGN

DRAWINGS FOR SCOPE OF WORK AND COORDINATION OF TRADES.

2. SEE CIVIL OR ARCHITECTURAL DRAWINGS FOR LOCATION OF BENCHMARK WITH RESPECT

TO BUILDING GRID LINES.

3. PRINCIPAL OPENINGS ARE INDICATED ON THE DRAWINGS. SEE ARCHITECTURAL,

MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR ADDITIONAL OPENINGS,

BLOCKOUTS AND SLEEVES. CONTRACTOR SHALL SUBMIT A COORDINATED PLAN SHOWING

ALL SLAB AND WALL OPENINGS, BLOCKOUTS, AND SLEEVES TO ARCHITECT FOR REVIEW

AND APPROVAL WITH EACH FLOOR AND WALL REINFORCING STEEL SHOP DRAWING

PROVIDE OPENINGS, BLOCKOUTS AND SLEEVES BASED ON SUBMITTAL RESPONSES

ALLOWING PENETRATION ONLY.

4. SEE ARCHITECTURAL DRAWINGS FOR LINTELS, SHELF ANGLES, HANDRAILS,

GUARDRAILS, VANITY SUPPORT, PARTITION SUPPORT, COLUMN COVERS, EMBEDMENTS,

EXPANSION JOINT ASSEMBLIES, DOORJAMBS, AND SIMILAR

COMPONENTS. SEE ARCHITECTURAL DRAWINGS FOR STEEL PAN STAIRS AND STEEL PAN

STAIR SUPPORT.

5. SEE ARCHITECTURAL DRAWINGS FOR PARTITION ATTACHMENTS AND CURBS.

6. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COMPLY WITH ALL APPLICABLE

FEDERAL LAWS, INCLUDING THE OCCUPATIONAL SAFETY AND HEALTH

ACT (OSHA) AND REGULATIONS ADOPTED PURSUANT THERETO.

7. THE BUILDING IS DESIGNED FOR PERMANENT LOADS APPLIED TO THE STRUCTURE IN ITS

FINAL CONFIGURATIONCONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO

PROTECT STRUCTURE, WORKMEN OR OTHER PERSONS DURING CONSTRUCTION. SUCH

MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR

CONSTRUCTION EQUIPMENT, SHORING FOR BUILDING, SHORING FOR EARTH BANKS, FORMS,

SCAFFOLDING, PLANKING, SAFETY NETS, SUPPORT, BRACING FOR CRANES AND GIN

POLES, AND SIMILAR MEANS-AND-METHODS ELEMENTS.

8. CONTRACTOR SHALL SUPERVISE AND DIRECT WORK AND SHALL BE SOLELY RESPONSIBLE

FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES.

CONTRACTOR AT HIS OWN EXPENSE SHALL ENGAGE PROPERLY QUALIFIED PERSONS TO

DESIGN AND DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES

SHALL BE USED AND TO INSPECT THE SAME IN FIELD.

9. SITE OBSERVATION BY FIELD REPRESENTATIVE OF ARCHITECT DOES NOT CONSTITUTE

INSPECTION OF WORK ITEMS.

HANGING ARCHITECTURAL/MECHANICAL/ELECTRICAL/PLUMBING/FIRE PROTECTION LOADS:

1.

2.

3. LOADS HANGING DIRECTLY FROM ROOF DECK ARE NOT PERMITTED.

4.

5.

6. DOUBLE SIDED CLIP CONNECTIONS TO BEAM BOTTOM FLANGE SHALL BE LIMITED TO

500 LBS.

DEMOLITION AND SHORING:

1. INFORMATION PROVIDED ON THE EXISTING STRUCTURE IS PROVIDED FOR

INFORMATION ONLY. EXISTING CONSTRUCTION INFORMATION SHALL BE CHECKED

AGAINST CONDITIONS FOUND IN THE FIELD PRIOR TO FABRICATION AND ERECTION

OF ALL NEW CONSTRUCTION.

4.

5.

TOP OF SLAB ELEVATIONS:

1. SEE STRUCTURAL PLANS FOR TOP OF STRUCTURAL SLAB ELEVATIONS. FINISH

STRUCTURAL SLABS LEVEL WITHIN SPECIFIED TOLERANCES EXCEPT WHERE INDICATED

AS SLOPED.

2. SEE STRUCTURAL DRAWINGS FOR SLAB ON GRADE AND STRUCTURAL SLAB ELEVATION

CHANGES AT RAMPS AND FLOOR DEPRESSIONS. SEE ARCHITECTURAL DRAWINGS FOR

PLAN DIMENSIONS AT FLOOR DEPRESSIONS.

3. SEE ARCHITECTURAL DRAWINGS FOR FINISHED ELEVATIONS OF FILL SLABS, WEAR

SLABS AND TOPPING.

GRIDLINES:

1. GRIDLINES INDICATE COLUMN CENTERLINES OR FACE OF COLUMN/WALL/FOUNDATION

UNLESS SPECIFIC DIMENSIONS ARE PROVIDED LOCATING CENTERLINES OR FACE OF

ELEMENTS WITH RESPECT TO PROVIDED GRIDLINES.

SPECIAL INSPECTIONS:

1. SPECIAL INSPECTIONS ARE REQUIRED IN ACCORDANCE WITH SECTION 17 OF THE

REFERENCED EDITION OF IBC. REFER TO SHEET S-002 FOR THE STATEMENT OF SPECIAL

INSPECTIONS.

CONCRETE ACCESSORIES:

1. MISCELLANEOUS STEEL SHAPES, PLATES, AND BARS, ASTM A36.

2. EXCEPT AS DETAILED ON STRUCTURAL DRAWINGS, NO CONCRETE ELEMENTS

SHALL BE SLEEVED FOR PIPING OR DUCTS, UNLESS APPROVED BY THE ENGINEER.

3. NON-SHRINK GROUT FOR BASE PLATES, SLEEVES AND EMBEDDED STEEL:

GROUT SHALL BE AN APPROVED NON-SHRINK CEMENTITIOUS GROUT

CONTAINING NATURAL AGGREGATES DELIVERED TO THE JOB SITE IN FACTORY

PRE-PACKAGED CONTAINERS REQUIRING ONLY THE ADDITION OF WATER. THE

MINIMUM 28-DAY COMPRESSIVE STRENGTH SHALL BE AT LEAST 1,000 PSI

HIGHER THAN THE SUPPORTING CONCRETE STRENGTH, UNLESS NOTED

OTHERWISE. GROUT SHALL BE MIXED, APPLIED AND CURED IN STRICT

ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS. FOR

GROUTING UNDER BASE PLATES, GROUT SHALL BE PROPORTIONED AS A

FLOWABLE MIX.

POST-INSTALLED CONCRETE ANCHORS:

1. POST-INSTALLED MECHANICAL ANCHORS INSTALLED INTO CONCRETE SHALL BE ICC-

ES APPROVED FOR USE IN CRACKED CONCRETE AND SHALL BE TESTED IN

ACCORDANCE WITH ICC-ES AC-193. REFER TO SPECIFICATIONS FOR APPROVED LIST

OF MECHANICAL ANCHORS.

2. POST-INSTALLED ADHESIVE ANCHORS INSTALLED INTO CONCRETE SHALL BE ICC-ES

APPROVED FOR USE IN CRACKED CONCRETE AND SHALL BE TESTED IN ACCORDANCE

WITH ICC-ES AC-308. REFER TO SPECIFICATIONS FOR LIST OF APPROVED ADHESIVE

ANCHORS.

3. ADHESIVE ANCHORS SHALL NOT BE INSTALLED UNTIL CONCRETE AGE HAS REACHED

21 DAYS.

4. ANCHORS SHALL BE INSTALLED BY QUALIFIED PERSONNEL IN STRICT ACCORDANCE

WITH THE CONTRACT DOCUMENTS, APPROVED ICC-ES REPORT, AND

MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS.

5. NO REINFORCEMENT SHALL BE CUT TO INSTALL ANCHORS. DEFECTIVE HOLES SHALL

BE GROUTED WITH CEMENTITIOUS GROUT.

6. REFER TO STATEMENT OF SPECIAL INSPECTIONS FOR SPECIFIC ANCHOR INSPECTION

REQUIREMENTS.

7. POST-INSTALLED CONCRETE ANCHOR CALL-OUTS AND MINIMUM EMBEDMENTS:

MECHANICAL ANCHORS ARE INDICATED ON THE DRAWINGS AS FOLLOWS:

A. WEDGE EXPANSION ANCHORS - DESIGNATED AS EXP ANC

B. UNDERCUT ANCHORS - DESIGNATED AS UC ANC

C. SCREW ANCHORS - DESIGNATED AS SCREW ANC

D. INTERNALLY THREADED SCREW ANCHOR - DESIGNATED AS IT SCREW ANC

ADHESIVE ANCHORS ARE INDICATED ON THE DRAWINGS AS FOLLOWS:

A. ADHESIVE ANCHORS - ADH ANC

MINIMUM EMBEDMENT DEPTH SHALL BE AS FOLLOWS:

A. MECHANICAL ANCHORS - 6 BOLT DIAMETERS UNLESS NOTED OTHERWISE ON

DRAWINGS OR MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS.

B. ADHESIVE ANCHORS - 12 BOLT DIAMETERS UNLESS NOTED OTHERWISE ON

DRAWINGS OR MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS.

STRUCTURAL STEEL:

1. THE STEEL FRAMING IS A "NON SELF SUPPORTING STEEL FRAME" AS DEFINED IN THE AISC

CODE OF STANDARD PRACTICE. TEMPORARY SUPPORTS AND BRACINGS MUST NOT BE

REMOVED UNTIL THE CONCRETE SLAB OR ROOF DECK IS FULLY INSTALLED AND ALL

CONNECTIONS COMPLETED. CONTRACTOR SHALL FABRICATE AND ERECT STEEL IN

CONFORMANCE WITH OSHA'S SAFETY REQUIREMENTS INCLUDING 29 CFR PART 1926

SAFETY STANDARDS FOR STEEL ERECTION.

2. STRUCTURAL STEEL DETAILING, FABRICATION, AND ERECTION SHALL COMPLY WITH ALL

APPLICABLE PROVISIONS OF AISC SPECIFICATION 360 AND AISC CODE OF STANDARD

PRACTICE.

3. SUBMIT DETAILED, ENGINEERED, AND COORDINATED SHOP DRAWINGS FOR ALL

STRUCTURAL STEEL INDICATING COMPLIANCE WITH THE DESIGN INTENT FOR REVIEW

PRIOR TO FABRICATION.

4. STEEL SHAPES:

CHANNELS, ANGLES, PLATES, BARS, THREADED RODS - ASTM A36

W SHAPES - ASTM A992

HSS ROUND AND RECTANGULAR SHAPES - ASTM A 500 GRADE B

PIPE - ASTM A53 TYPE E OR S GRADE B STD. WT., UNO

ANCHOR RODS - ASTM F1554 GRADE 36

HIGH STRENGTH BOLTS - ASTM A325N OR F1852 (UNO)

COMPOSITE STUDS - ASTM A108

5. SHEAR STUDS SHALL BE 3/4"Ø. TOP OF STUDS SHALL BE 1 1/2" MIN. ABOVE TOP OF

STEEL DECK AFTER INSTALLATION. REFER TO TYPICAL DETAILS FOR STUD PLACEMENT

AND SPACING. SUBMIT SHOP DRAWINGS INDICATING STUD LAYOUT FOR REVIEW PRIOR

TO ERECTION.

6. WELDING SHALL CONFORM TO STANDARDS OF AWS D1.1. ELECTRODES FOR FIELD AND

SHOP WELDING SHALL BE E70XX AND SHALL CONFORM TO AWS RECOMMENDATIONS.

WELDS NOT INDICATED SHALL BE AWS MINIMUM. FOLLOW PREHEAT REQUIREMENTS OF

AWS. LOW HYDROGEN ELECTRODES MAY BE UTILIZED TO MINIMIZE THE USE OF PREHEAT.

USE LOW HYDROGEN ELECTODES FOR WELDING TO CONCRETE EMBEDMENT PLATES OR

OTHER STRUCTURAL STEEL ELEMENT IN CONTACT WITH CONCRETE OR MASONRY.

7. FABRICATE BEAMS SO THAT ANY NATURAL CAMBER IS UPWARD AFTER ERECTION.

8. BEARING SURFACES OF ALL COLUMNS SHALL BE FINISHED FOR FULL BEARING CONTACT

OR WELDS SHALL BE DESIGNED TO TRANSMIT ALL AXIAL COMPRESSION.

9. ALL CUTS, HOLES, ETC. REQUIRED IN STRUCTURAL STEEL MEMBERS FOR THE WORK OF

OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS. BURNING OF HOLES OR

CUTS IN STRUCTURAL MEMBERS IN THE FIELD IS NOT ALLOWED WITHOUT PRIOR WRITTEN

APPROVAL BY THE STRUCTURAL ENGINEER.

10. CONTRACTOR SHALL COORDINATE ROOF OPENINGS FOR NUMBER, SIZE AND LOCATION.

11. REFER TO ARCH. DRAWINGS FOR FIREPROOFING REQUIREMENTS.

12. SPLICING STRUCTURAL MEMBERS WHERE NOT DETAILED ON STRUCTURAL DRAWINGS IS

PROHIBITED WITHOUT PRIOR ACCEPTANCE BY STRUCTURAL ENGINEER.

13. STEEL BEAMS AND STEEL DECK HAVE BEEN DESIGNED FOR UN-SHORED CONDITIONS

ASSUMING 20 PSF CONSTRUCTION LIVE LOADS. DO NOT SHORE STEEL BEAMS AND/OR

STEEL DECK WITHOUT PRIOR REVIEW AND ACCEPTANCE BY STRUCTURAL ENGINEER.

SUPPORT FORMWORK FOR FLAT SOFFIT SLABS FROM STEEL BEAMS THAT DIRECTLY

SUPPORT SLAB BEING FORMED. DESIGN AND DETAIL FORMWORK FOR FLAT SLABS FROM

STEEL BEAMS THAT DIRECTLY SUPPORT SLAB BEING FORMED. DESIGN AND DETAIL

FORMWORK FOR FLAT SLABS TO CONTINUOUSLY BRACE TOP FLANGE OF STEEL BEAMS

FROM LATERAL MOVEMENT DURING CONSTRUCTION OF SLAB. FLOOR SLABS SHALL BE

CONSTRUCTED TO THE ELEVATIONS SPECIFIED.

14. AT ELEVATED CONCRETE FLOORS ON STEEL DECK THE CONCRETE FLOORS SHALL BE

PLACED TO THE INDICATED ELEVATION WITHIN THE SPECIFIED TOLERANCES. THE STEEL

BEAMS SUPPORTING CONCRETE FLOORS HAVE BEEN CAMBERED WHERE INDICATED FOR

THE EXPECTED DEAD LOAD DEFLECTION HOWEVER SOME VARIABILITY IN THE BEAM

DEFLECTION WILL BE EXPECTED RESULTING IN UP TO A MAXIMUM 1" DEFLECTION

BEYOND LEVEL AT THE CENTER OF TYPICAL BAYS. THE STRUCTURAL MEMBERS HAVE

BEEN DESIGNED TO ACCOMMODATE THIS ADDITIONAL WEIGHT. THE CONTRACTOR SHALL

CONSIDER THAT THIS SITUATION MAY INCREASE THE AS-PLACED CONCRETE VOLUME BY

10% ABOVE THE THEORETICAL VOLUME DUE TO PONDING AND INCLUDE THIS VOLUME IN

THE BASE CONCRETE BID.

STRUCTURAL STEEL CONNECTIONS:

1. WHERE CONNECTION DETAILS ARE COMPLETELY DETAILED ON THE DRAWINGS THEY

SHALL BE INCORPORATED INTO THE FABRICATOR'S DESIGN. CONNECTIONS SHOWN ON

THE DRAWINGS BUT NOT FULLY DETAILED ARE SCHEMATIC AND ARE ONLY INTENDED

TO SHOW THE GENERAL RELATIONSHIP OF MEMBERS BEING CONNECTED. WHERE

FULLY DETAILED CONNECTION INFORMATION IS NOT PROVIDED ON THE DRAWINGS THE

STEEL FABRICATOR IS RESPONSIBLE FOR THE DESIGN OF ALL CONNECTIONS AND

SHALL DESIGN CONNECTIONS FOR BEAMS FOR THE REACTION FORCE INDICATED ON

THE DRAWINGS.

SUBMIT FOR RECORD CONNECTION CALCULATIONS PREPARED IN ACCORDANCE WITH

AISC 360 - LRFD THAT HAVE BEEN SIGNED AND SEALED BY A STRUCTURAL ENGINEER

LICENSED IN THE STATE OF THE PROJECT LOCATION.

BOLTED CONNECTIONS - BOLTED CONNECTIONS SHALL USE HIGH-STRENGTH BOLTS IN

ACCORDANCE WITH AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325

OR A490 BOLTS." BOLTS SHALL BE INSTALLED TO THE SNUG TIGHT CONDITION UNLESS

INDICATED BELOW OR ON THE DRAWINGS.

BOLTS IN THE FOLLOWING CONNECTIONS SHALL BE INSTALLED TO THE FULLY

PRETENSIONED CONDITION:

a. JOINTS THAT ARE SUBJECT TO SIGNIFICANT LOAD REVERSAL SUCH AS CONNECTIONS

IN BRACED FRAMES AND CONNECTIONS FOR MEMBERS WITH SPECIFIED REVERSIBLE

AXIAL FORCES.

h. ASTM A490 BOLTS THAT ARE SUBJECT TO TENSION OR COMBINED SHEAR AND

TENSION

BOLTS IN THE FOLLOWING CONNECTIONS AND AS INDICATED ON THE DRAWINGS SHALL

BE INSTALLED TO THE SLIP CRITICAL CONDITION WITH CLASS A FAYING SURFACE

PREPARATION USING DIRECT TENSION INDICATORS CONFORMING TO ASTM F959 OR

TENSION CONTROL THREADED FASTENERS MEETING ASTM F1852 OR F2280:

a. JOINTS IN WHICH SLIP WILL BE DETRIMENTAL TO THE PERFORMANCE OF THE

STRUCTURE SUCH AS WEB AND/OR FLANGE BOLTS AT MOMENT CONNECTIONS

b. JOINTS WITH OVERSIZE HOLES

c. JOINTS THAT UTILIZE SLOTTED HOLES WHERE THE DIRECTION OF THE LOAD IS

PARALLEL TO THE DIRECTION OF THE APPLIED LOAD

SINGLE SIDED CLIP CONNECTIONS TO BEAM BOTTOM FLANGE SHALL BE LIMITED TO

300 LBS PER LOCATION. SINGLE SIDED CLIP CONNECTIONS TO BEAM TOP FLANGE

SHALL BE LIMITED TO 500 LBS PER LOCATION.

LIMIT LOADS HANGING FROM COMPOSITE SLABS AND CONCRETE SLABS TO 100 LBS

PER LOCATION FOR ATTACHMENT TO EMBEDMENTS OR TO ANCHORS.

DISTRIBUTE HANGING LOADS AS REQUIRED TO LIMIT THE AVERAGE DISTRIBUTION

TO THE SUPPLEMENTAL DEAD LOAD INDICATED ON LOAD MAPS AT EACH BUILDING

BAY. WITHIN THE LISTED LIMITATION FOR AVERAGE DISTRIBUTION, LIMIT INDIVIDUAL

HANGER LOADS TO VALUES LISTED IN THIS SECTION.

CONNECTIONS OF ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE

PROTECTION ITEMS TO THE STRUCTURE SHALL BE DESIGNED AND DETAILED BY THE

CONTRACTOR RESPONSIBLE FOR THAT WORK. SUBMIT FOR ACTION, DETAILS OF

HANGER CONNECTIONS. INDICATE LOCATIONS OF CONNECTIONS AND LOADS

IMPARTED ON THE STRUCTURE. REVISE HANGER LOCATIONS AND FREQUENCIES

WHERE NECESSARY TO MEET STRUCTURAL REQUIREMENTS.

ALL CONCRETE TO BE REMOVED SHALL BE SAW CUT A MINIMUM OF 1" DEEP PRIOR

TO FINAL BREAK OUT. PROVIDE A CLEAN, GRADUAL TRANSITION BETWEEN WORK

WHICH IS TO REMAIN AND WORK TO BE REMOVED.

DIMENSIONS ON THE DRAWINGS SHALL BE FIELD VERIFIED PRIOR TO THE START

OF THE WORK. CONTACT THE ENGINEER IMMEDIATELY IF SIGNIFICANT DEVIATIONS

ARE ENCOUNTERED.

3. THE CONTRACTOR SHALL VISIT THE SITE PRIOR TO THE START OF WORK AND SHALL

BECOME FAMILIAR WITH THE EXISTING CONDITIONS, LIMITATIONS AND ANY

FEATURES WHICH MAY AFFECT THE PROPOSED DEMOLITION. THE CONTRACTOR

SHALL BEAR THE FULL RESPONSIBILITY FOR THE DESIGN AND INSTALLATION OF ALL

TEMPORARY SHORING TO BE USED.

2. DEMOLITION WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE

SPECIFICATIONS AND SHALL BE STRICTLY LIMITED TO THE AREAS AND ITEMS CLEARLY

DEFINED ON THE DRAWINGS. ALL DEMOLITION SHALL BE CONDUCTED IN A CLEAN,

WORKMANLIKE MANNER AND SHALL MINIMIZE DISRUPTION TO ADJACENT BUILDING

ITEMS AND FEATURES BEYOND THE CURRENT WORK.

7. AT THE TIME OF CONSTRUCTION, LOADS ON ROOF SHALL

NOT EXCEED THE LIVE LOAD SPECIFIED ABOVE.

8. IF CONSTRUCTION LOADS EXCEED THE SPECIFIED LOADS,

PROPERLY SHORE THE INFLUENCED AREA OF FLOOR.

DESIGN LOADS:

1. DESIGN BASED UPON 2012 INTERNATIONAL BUILDING CODE

(IBC), IN CONJUNCTION WITH ASCE7-10

2. WIND LOAD: N/A

3. SNOW LOAD:

GROUND SNOW LOAD, Pg = 30 PSF

IMPORTANCE FACTOR, I = 1.2 (RISK CATEGORY IV)

SNOW EXPOSURE FACTOR, Ce = 1.0

THERMAL FACTOR Ct = 1.0

FLAT ROOF SNOW LOAD, Pf = 26 PSF

4. SEISMIC LOAD:

RISK CATEGORY = IV

SEISMIC DESIGN CATEGORY = C

IMPORTANCE FACTOR, I = 1.5 (RISK CATEGORY IV)

Ss

S1

SDS

SD1

SITE CLASS = D

5. LIVE LOADS:

TYP FLOOR LIVE LOAD

PARTITIONS

MIN ROOF LIVE LOAD

SNOW LOAD

6. DEAD LOADS:

COLLATERAL AT TYP FLOOR

ROOF COLLATERAL

= 0.104

= 0.044

= 0.112

= 0.070

= 22.5 PSF

= 8.5 PSF

= 60 PSF

= 15 PSF

= 20 PSF

= 26 PSF PLUS DRIFT

1. STRUCTURAL COMPONENTS ARE NOT DESIGNED FOR VIBRATORY EQUIPMENT. PLACE

VIBRATORY EQUIPMENT ON VIBRATION ISOLATORS.

2. LOADING OF MECHANICAL ROOMS ARE BASED ON WEIGHTS OF ASSUMED EQUIPMENT, AS

INDICATED ON MECHANICAL DRAWINGS, INCLUDING WEIGHTS OF CONCRETE PADS, WHERE

INDICATED. REPORT ANY PLANNED CHANGE IN TYPE, SIZE, LOCATION OR NUMBER OF

EQUIPMENT TO ARCHITECT PRIOR TO ANY ACTION.

3. ELEVATOR GUIDERAIL SUPPORTS, MACHINE ROOMS, PITS, AND PENTHOUSES ARE BASED ON

ELEVATOR TYPES INDICATED ON ARCHITECTURAL DRAWINGS OR SPECIFICATIONS. REPORT

ANY PLANNED CHANGE TO ELEVATORS TO ARCHITECT PRIOR TO ANY ACTION.

EQUIPMENT LOADS:

EXISTING STRUCTURE DEAD LOADS CALCULATED USING

HOLABIRD AND ROOT CONSTRUCTION DRAWINGS FOR

MAIN BUILDING UNIT B DATED JANUARY 14, 1949.

INSPECTION TASK

REFERENCE FOR

INSPECTION CRITERIA

1.

2.

3.

4.

5.

6.

INSPECTION TASK

REFERENCE FOR

INSPECTION CRITERIA

2.

1.

3.

INSPECTION TASK

REFERENCE FOR

INSPECTION CRITERIA

1.

4.

5.

6.

3.

2.

1.

2.

3.

4.

5.

6.

INSPECTION TASK

REFERENCE FOR

INSPECTION CRITERIA

INTERNATIONAL BUILDING CODE (IBC) 2012

1705 SPECIAL INSPECTIONS

1. SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH IBC

SECTION 1705.

2. SPECIAL INSPECTIONS SHALL CONSIST OF THE INSPECTION OF THE

MATERIALS, FABRICATION, ERECTION OR PLACEMENT OF COMPONENTS REQUIRING

SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH THE APPROVED CONSTRUCTION

DOCUMENTS AND REFERENCED STANDARDS.

3. CONTINUOUS SPECIAL INSPECTIONS SHALL BE PERFORMED BY A SPECIAL

INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED.

4. PERIODIC SPECIAL INSPECTIONS SHALL BE THE PART-TIME OR INTERMITTANT

OBSERVATION BY A SPECIAL INSPECTOR OF WORK REQUIRING SPECIAL INSPECTION

WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING

PERFORMED AND AT THE COMPLETION OF THE WORK.

SCHEDULE OF SPECIAL INSPECTION SERVICES

1704.2.5 INSPECTION OF FABRICATORS

1705.2.1 REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

MATERIAL VERIFICATION OF HIGH

STRENGTH BOLTS, NUTS AND

FREQUENCY

Y

N

INSPECTION

WASHERS:

A. IDENTIFICATION MARKINGS TO

CONFORM TO ASTM STANDARDS

SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS

B. MANUFACTURER'S CERTIFICATE OF

COMPLIANCE REQUIRED

APPLICABLE ASTM

MATERAIL

STANDARDS, AISC 360

SECT. A3.3

Y

PERIODIC

INSPECTION OF HIGH STRENGTH

BOLTING:

A. SNUG TIGHT JOINTS AISC 360 SECT. M2.5

IBC SECT. 1704.3.3

Y

PERIODIC

Y

PERIODIC

B. PRETENTIONED AND SLIP CRITICAL

JOINTS USING TURN-OF-NUT WITH

MATCHMARKING, TWIST-OFF BOLT

OR DIRECT TENSION INDICATOR

Y

PERIODIC

AISC 360 SECT. M2.5

IBC SECT. 1704.3.3

METHODS OF INSTALLATION

C. PRETENTIONED AND SLIP CRITICAL

JOINTS USING TURN-OF-NUT

WITHOUT MATCHMARKING OR

CALIBRATED WRENCH METHODS OF

Y

PERIODIC

AISC 360 SECT. M2.5

IBC SECT. 1704.3.3

INSTALLATION

MATERIAL VERIFICATION OF

STRUCTURAL STEEL AND COLD-

FORMED STEEL DECK:

A. FOR CONSTRUCTION STEEL,

IDENTIFICATION MARKINGS TO

CONFORM TO AISC 360

FOR OTHER STEEL, IDENTIFICATION

MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE

APPROVED CONSTRUCTION

DOCUMENTS

B.

C. MANUFACTURER'S CERTIFIED TEST

REPORTS

MATERIAL VERIFICATION OF WELD

FILLER MATERIALS:

A. IDENTIFICATION MARKINGS TO

CONFORM TO AWS SPECIFICATION

IN THE APPROVED CONSTRUCTION

DOCUMENTS

B. MANUFACTURER'S CERTIFICATE OF

COMPLIANCE REQUIRED

INSPECTION OF WELDING -

STRUCTURAL STEEL AND COLD-

FORMED STEEL DECK:

A. COMPLETE AND PARTIAL JOINT

PENETRATION GROOVE WELDS

B. MULTIPASS FILLET WELDS

C. SINGLE PASS FILLET WELDS > 5/16"

D. PLUG AND SLOT WELDS

E.

F. FLOOR AND ROOF DECK WELDS

SINGLE PASS FILLET WELDS <= 5/16"

INSPECTION OF STEEL FRAME

JOINT DETAILS FOR COMPLIANCE:

A. DETAILS SUCH AS BRACING AND

STIFFENING

B. MEMBER LOCATIONS

C. APPLICATION OF JOINT DETAILS AT

EACH CONNECTION

Y

PERIODICIBC SECT. 1704.3.2

Y

PERIODICIBC SECT. 1704.3.2

Y

PERIODICIBC SECT. 1704.3.2

Y

PERIODICAWS D1.3

Y

PERIODIC

IBC SECT. 1704.3.1

AWS D1.1

Y

CONTINUOUS

IBC SECT. 1704.3.1

AWS D1.1

Y

CONTINUOUS

IBC SECT. 1704.3.1

AWS D1.1

Y

CONTINUOUS

IBC SECT. 1704.3.1

AWS D1.1

Y

CONTINUOUS

IBC SECT. 1704.3.1

AWS D1.1

Y

PERIODIC

A5 DOCUMENTS

AND APPLICABLE AWS

AISC 360 SECT. A3.5

Y

PERIODICAISC 360 SECT. M5.5

Y

PERIODIC

APPLICABLE ASTM

STANDARDS

Y

1705.11 SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE -

SEISMIC FORCE RESISTING SYSTEM - SDC C, D, E, F

THE SEISMIC FORCE RESISTING SYSTEM CONSISTS OF THE FOLLOWING ELEMENTS:

[PROVIDE DESCRIPTION OF THE ELEMENTS OF THE SFRS]

FREQUENCY

Y

N

INSPECTION

STRUCTURAL STEEL (EXCEPT R=3)

N

CONTINUOUSAISC 341

A.

STRUCTURAL WOOD:

FIELD GLUING OF ELEMENTS OF

SFRS

N

CONTINUOUS

NAILING, BOLTING ANCHORING AND

OTHER FASTENING OF COMPONENTS

OF SFRS

N

PERIODIC

B.

COLD FORMED STEEL FRAMING:

A. WELDING OF ELEMENTS SFRS

N

PERIODIC

SCREWING, BOLTING, ANCHORING

AND OTHER FASTENING OF

COMPONENTS OF SFRS

N

PERIODIC

B.

1705.11.5 SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE - ARCHITECTURAL COMPONENTS

RESISTANCE CONSISTS OF THE FOLLOWING:

THE DESIGNATED SEISMIC SYSTEMS REQUIRING SPECIAL INSPECTIONS FOR SEISMIC

[PROVIDE DESCRIPTION OF THE DESIGNATED SEISMIC SYSTEMS]

FREQUENCY

Y

N

INSPECTION

ARCH COMPONENTS IN SDC C-F

IDENTIFIED AS "DESIGNATED SEISMIC

SYSTEM" IAW ASCE 7 CH 13 (LIST

COMPONENTS HERE)

YY

PERIODICIBC SECT. 1705.11.4

ANCHORAGE OF STORAGE RACKS

8' OR GREATER IN HEIGHT IN SDC

D, E, F

N

PERIODIC

N

PERIODIC

ANCHORAGE OF ACCESS FLOORS

IN SDC D, E, F

ERECTION AND FASTENING OF

NON-BEARING EXTERIOR WALLS IN

STRUCTURES > 30 FEET IN HEIGHT

N

PERIODIC

IN SDC D, E, F

ERECTION AND FASTENING OF

NON-BEARING INTERIOR WALLS

WEIGHING MORE THAN 15 PSF IN

STRUCTURES IN SDC D, E, F

N

PERIODIC

ERECTION AND FASTENING OF

EXTERIOR CLADDING, INTERIOR

AND EXTERIOR VENEER WEIGHING

MORE THAN 5 PSF IN STRUCTURES

> 30 FEET IN HEIGHT IN SDC D, E, F

N

PERIODIC

1705.11.5 SPECIAL INSPECTIONS FOR SEISMIC RESISTEANCE - MECHANICAL AND ELECTRICAL

RESISTANCE CONSISTS OF THE FOLLOWING:

THE DESIGNATED SEISMIC SYSTEMS REQUIRING SPECIAL INSPECTIONS FOR SEISMIC

[PROVIDE DESCRIPTION OF THE DESIGNATED SEISMIC SYSTEMS]

COMPONENTS (REQUIRED IN SDC C, D, E, F)

MECHANICAL AND ELECTRICAL

Y

PERIODIC

ANCHORAGE OF ELECTRICAL

EQUIPMENT FOR EMERGENCY OR

STAND BY POWER SYSTEMS IN SDC

Y

PERIODIC

C, D, E, F

ANCHORAGE OF OTHER ELECTRICAL

EQUIPMENT IN SDC E AND F

N

PERIODIC

INSTALLATION OF PIPING SYSTEMS

CARRYING HAZARDOUS MATERIALS

AND ASSSOCIATED MECHANICAL UNITS

N

PERIODIC

IN SDC SDC C, D, E, F

INSTALLATION OF HVAC DUCTWORK

THAT WILL CONTAIN HAZARDOUS

MATERIALS IN SDC C, D, E, F

N

PERIODIC

INSTALLATION OF VIBRATION

ISOLATION SYSTEMS IN SDC C-F

WHERE 0.25" OR LESS CLEARANCE

IS SPECIFIED BETWEEN THE

EQUIPMENT SUPPORT FRAME AND

RESTRAINT

IBC SECT. 1705.11.4

N

CONTINUOUS

FREQUENCY

Y

N

INSPECTION

STATEMENT OF SPECIAL INSPECTIONS:

THE FOLLOWING TABLES TOGETHER WITH THE SPECIFIC MATERIAL TESTS DESCRIBED IN THE PROJECT

SPECIFICATIONS SHALL CONSTITUTE THE STATEMENT OF SPECIAL INSPECTIONS IN ACCORDANCE WITH

IBC SECTION 1704. WHERE THE LOCAL JURISDICTION REQUIRES A GREATER LEVEL OF INSPECTION THAN

LISTED IN THE FOLLOWING TABLES THOSE REQUIREMENTS SHALL BE FOLLOWED.

(REQUIRED IN SDC C, D, E, F)

IDENTIFIED AS "DESIGNATED SEISMIC

SYSTEM" IAW ASCE 7 CH 13 (LIST

COMPONENTS HERE)

IBC SECT. 1705.11.2

IBC SECT. 1705.11.2

IBC SECT. 1705.11.3

IBC SECT. 1705.11.3

INSPECTION TASK

REFERENCE FOR

INSPECTION CRITERIA

1.

2.

3.

4.

5.

1705.13 SPRAY APPLIED FIRE-RESISTANT MATERIALS

FREQUENCY

Y

N

INSPECTION

STRUCTURAL MEMBER SURFACE

CONDITIONS PREPARATION

Y

PERIODIC

AVERAGE THICKNESS

Y

PERIODIC

MANUFACTURER'S

INSTRUCTIONS

DENSITY

Y

PERIODIC

APPROVED DESIGN

ASTM E605

BOND STRENGTH

Y

PERIODIC

IBC SECT. 1705.13.6

ASTM E 736

CONDITION OF FINISHED APPLICATION

Y

PERIODIC

APPROVED DESIGN

ASTM E605

IBC SECT 1705.13.4

IBC SECT 1705.13.5

INSPECTION TASK

REFERENCE FOR

INSPECTION CRITERIA

1.

2.

1705.16 FIRE-RESISTANT PENETRATIONS AND JOINTS

(HIGH-RISE BUILDINGS AND RISK CATEGORY III OR IV BUILDINGS)

FREQUENCY

Y

N

INSPECTION

PENETRATION FIRESTOPS

Y

PERIODIC

FIRE -RESISTANT JOINT SYSTEMS

Y

PERIODIC

APPROVED DESIGN

ASTM E2393

IBC SECT 1705.16.2

APPROVED DESIGN

ASTM E2393

IBC SECT 1705.16.2

Y

Y

DETAIL NUMBER

FIRE PROTECTION EQUIPMENT ITEM NUMBER

POINT OF CONNECTION

FLUSH MOUNTED HEAD

GEN. GENERAL

GALLON PER MINUTEGPM

FIRE DEPARTMENT CONNECTION

GALLONGAL

FURNISHED BY OTHERSFBO

FDC

FP

EXISTINGEXIST

DN DOWN

CONTRACTOR

BUILDINGBLDG

CONTR.

PD

PRV

NIC

BELOW FINISHED FLOOR

BACKFLOW PREVENTER

ABOVE FINISHED FLOORAFF

BFF

BFP

ACCESS PANELAP

PRESSURE REDUCING VALVE

PUMP DISCHARGE

NOT IN CONTRACT

SQUARE FEET

TYPICAL

SP SPRINKLER PIPE

CW COLD WATER

FIRE PROTECTION LEGEND AND ABBREVIATIONS

HP

SYMBOL

HORSE POWER

DESCRIPTION

TYP.

S/F

SYMBOL DESCRIPTION

SEMI-RECESSED HEAD

PENDENT HEAD

UPRIGHT HEAD

SIDEWALL SPRINKLER HEAD

E FIRE EXTINGUISHER

FIRE PUMP

PRE-ACTION VALVEP

FIRE HOSE CABINETFHC

NOTES

IF THE OWNER WITH CONSULTATION OF THE ARCHITECT DECIDES TO

ACCEPT A LESSER QUANTITY OR LOWER QUALITY OF PRODUCTS AND WORK, THE

CONTRACTOR SHALL REMIT TO THE OWNER THE DIFFERENCE BETWEEN THE COST OF THE

WORK THAT THE OWNER ACCEPTS AND THE COST OF THE GREATER QUANTITY OR BETTER

QUALITY OF PRODUCTS AND WORK.