20230825 Owen Summers_Drawings.pdf_safe.pdf

# NUMBER OR POUNDS

AB ANCHOR BOLT

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADJ ADJACENT

AESS ARCHITECTURALLY EXPOSED STRUCTURAL

STEEL

AFF ABOVE FINISH FLOOR

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALT ALTERNATE

ALUM ALUMINUM

APA AMERICAN PLYWOOD ASSOCIATION

ARCH ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING AND

MATERIALS

ASSY ASSEMBLY

ATR ALL THREAD ROD

ATR/A ALL THREAD ROD WITH ADHESIVE

AWS AMERICAN WELDING SOCIETY

B/ BOTTOM OF

BF BRACED FRAME

BLDG BUILDING

BLKG BLOCKING

BM BEAM

BN BOUNDARY NAIL

BOT BOTTOM

BRBF BUCKLING RESTRAINED BRACED FRAME

BRNG BEARING

BSMT BASEMENT

BTWN BETWEEN

BU BUILT-UP

C CAMBER OR CHANNEL (AMERICAN STANDARD)

CANT CANTILEVER

CIP CAST IN PLACE

CG CENTER OF GRAVITY

CGS CENTER OF GRAVITY OF (PRESTRESSING) STEEL

CJ CONTROL OR CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLG CEILING

CLR CLEARANCE; CLEAR

CLSM CONTROLLED LOW STRENGTH MATERIAL

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

COORD COORDINATE

CSA CONCRETE SCREW ANCHOR

d PENNY (NAIL) db NOMINAL BAR DIAMETER

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DBO DESIGNED BY OTHERS

DEG DEGREE

DEMO DEMOLISH; DEMOLITION

DF/L DOUGLAS FIR-LARCH

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIST DISTANCE

DL DEAD LOAD

DN DOWN

DP DEPTH OR DEEP

DTL DETAIL

DWG DRAWING

(E) EXISTING

EA EACH

EB EXPANSION BOLT

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRICAL

EN EDGE NAIL

EQ EQUAL; EARTHQUAKE

EW EACH WAY

EXT EXTERIOR

EXTD EXTEND; EXTENDED

f'c 28 DAY CONC COMPRESSIVE STRENGTH

F/ FACE OF

FF FINISH FLOOR

FN FIELD NAIL

FLR FLOOR

FDN FOUNDATION

FRT FIRE RETARDANT TREATED

FS FAR SIDE

FT FEET

FTG FOOTING

GA GAUGE

GALV GALVANIZED

GLB GLUE LAMINATED BEAM

GWB GYPSUM WALL BOARD

HD HOLDOWN

HDG HOT-DIP GALVANIZED

HDR HEADER

HF HEM-FIR

HGR HANGER

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

HSS HOLLOW STRUCTURAL SECTION

HT HEIGHT

IBC INTERNATIONAL BUILDING CODE

ID INSIDE DIAMETER

IN INCH

INT INTERIOR

JST JOIST

JT JOINT

K KIP(S) (1,000 POUNDS)

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

L, 2L ANGLE OR DOUBLE ANGLE

LF LINEAR FOOT

LG LIGHT GAUGE

LL LIVE LOAD

LLBB LONG LEGS BACK TO BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LSL LAMINATED STRAND LUMBER

LSH LONG SLOTTED HOLE

LVL LAMINATED VENEER LUMBER

LWC LIGHT WEIGHT CONCRETE

MAX MAXIMUM

MC MISCELLANEOUS CHANNEL

MECH MECHANICAL

MF MOMENT FRAME

MFR MANUFACTURER

MEP MECHANICAL, ELECTRICAL, PLUMBING

MIN MINIMUM

MIR MIRROR

MISC MISCELLANEOUS

MSA MASONRY SCREW ANCHOR

MT MAGNETIC PARTICLE TESTING

(N) NEW

NDT NON-DESTRUCTIVE TESTING

NIC NOT IN CONTRACT

NOM NOMINAL

NS NEAR SIDE

NTE NOT TO EXCEED

NTS NOT TO SCALE

OC ON CENTER

OCBF ORDINARY CONCENTRIC BRACED FRAME

OD OUTSIDE DIAMETER

OMF ORDINARY MOMENT FRAME

OPP OPPOSITE

OWJ OPEN WEB JOIST

PAF POWDER ACTUATED FASTENER

PC PRECAST

PCF POUNDS PER CUBIC FOOT

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINEAL FOOT

PLWD PLYWOOD

PSI POUNDS PER SQUARE INCH

PSF POUNDS PER SQUARE FOOT

PT PRESSURE TREATED

P/T POST TENSIONED

PVC POLYVINYL CHLORIDE

QTY QUANTITY

RAD RADIUS

RBS REDUCED BEAM SECTION

REF REFERENCE

REINF REINFORCING

REQD REQUIRED

RET RETAINING

REV REVISED, REVISION

RO ROUGH OPENING

SC SLIP CRITICAL

SCBF SPECIAL CONCENTRIC BRACE FRAME

SER STRUCTURAL ENGINEER OF RECORD

SFRS SEISMIC FORCE RESISTING SYSTEM

SHT SHEET

SHTG SHEATHING

SIM SIMILAR

SLBB SHORT LEGS BACK TO BACK

SMF SPECIAL MOMENT FRAME

SMS SHEET METAL SCREW

SOG SLAB ON GRADE

SQ SQUARE

SS STAINLESS STEEL

SSH SHORT SLOTTED HOLE

STD STANDARD

STL STEEL

SQ SQUARE

SYM SYMMETRICAL

T/ TOP OF

T&B TOP AND BOTTOM

T&G TONGUE AND GROVE

THRD THREADED

TRANS TRANSVERSE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

URM UNREINFORCED MASONRY

UT ULTRASONIC TEST

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WD WOOD

WF WIDE FLANGE

WP WORK POINT

WWR WELDED WIRE REINFORCING

STRUCTURAL

DRAWING SYMBOLS

DETAIL REFERENCE

DETAIL SECTION CUT

BUILDING OR

WALL SECTION

CUT

ELEVATION OF

WALL OR FRAME

REVISION SYMBOL

GRID LINES

ROTATE VIEW SYMBOL

NORTH ARROW

SURFACE - STEPPED

SURFACE - SLOPE UP

SURFACE - SLOPE DOWN

SURFACE - SLOPE

TWO DIRECTIONS

DECKING SPAN

DIRECTION

OPENING IN FLOOR / WALL

EXTENT OF

ELEMENT

INDICATES

ELEMENT

CONTINUES

N

S4.1

S3.1

S8.1

S8.1

STRUCTURAL ABBREVIATIONS

A

CONCRETE

EARTH

COMPACTED

STRUCTURAL FILL

MASONRY

SAND OR GROUT

PLYWOOD - SECTION

WOOD - PLAN

STRUCTURAL

MATERIAL PATTERNS

REPEATING

ELEMENT

SUPPORTING

ELEMENT

BEARING

ELEMENT

STEEL

STRUCTURAL

ELEMENT

END OF

REPEATING

ELEMENT

REPEATING

ELEMENT

CONTINUES

PROJECT LOCATION

SCOPE OF WORK:

THESE DRAWINGS ARE FOR A VOLUNTARY SEISMIC UPGRADE TO THE

OWEN SUMMERS BUILDING INCLUDING THE ORIGINAL USP&FO BUILDING

AND THE OWEN SUMMERS BUILDING ADDITION. THE WORK INCLUDES

NEW LATERAL FORCE RESISTING SYSTEM TO RESIST THE CODE

PRESCRIBED LOADS, AS WELL AS DIAPHRAGM STRENGTHENING WITH

COLLECTORS AND DRAG STRUTS AS REQUIRED. THE WORK ALSO

INCLUDES STRENGTHENING THE EXISTING USPFO FOOTINGS TO RESIST

OVERTURNING DUE TO SEISMIC LOADING AND TYING THE USPFO

BUILDING TO THE OWEN SUMMERS ADDITION FOR SEISMIC CONTINUITY.

ADDITIONALLY, THE SWITCHGEAR BUILDING HAS BEEN TIED FOR

SEISMIC CONTINUITY.

THESE DRAWINGS DO NOT ADDRESS NON-STRUCTURAL COMPONENTS

SUCH AS THE ANCHORAGE OF STORAGE RACKS, EQUIPMENT OR

ARCHITECTURAL FINISHES. THERE IS NO CHANGE TO THE FOOTPRINT

OR PROFILE OF THE EXISTING BUILDING.

CODE SUMMARY:

BUILDING CODE: 2022 OSSC

YEAR BUILT: 1985 / 1988

OCCUPANCY: B - BUSINESS (OFFICE), A - ASSEMBLY, S - STORAGE

THERE ARE NO CHANGES TO THE BUILDING OCCUPANCY

NUMBER OF STORIES: 2

BUILDING AREA: 85,000 SQ FT (NO CHANGE)

CONSTRUCTION TYPE: EXISTING TYPE II - B

SHEET

9600 SW Oak St | Suite 400 Portland, OR | 97224

503.246.1250 | miller-se.com

MCE PROJECT NO:

SHEET SCALE:

DRAWN BY:

SHEET CONTENT

ISSUE DATE:

CHECKED BY:

COPYRIGHT 2023

Miller Consulting Engineers, Inc.

CONSULTING

MILLER

ENGINEERS

AS INDICATED

BCH

S0.01

V O

LU

N

T A

R Y

S E

IS

M

IC

U

P G

R A

D E

JF

H

Q

O W

E N

S U

M M

E R

S B

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IL

D

IN

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A R

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A Y

S E

S A

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M , O

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COVER SHEET

230072

08.25.23

STRUCTURAL DRAWING INDEX

SHEET # SHEET NAME 60

D D

S E

T

C D

P E

R M

IT

S

E T

S0.01 COVER SHEET ● ● ●

S0.02 STRUCTURAL NOTES ● ● ●

S0.03 SPECIAL INSPECTIONS ● ● ●

S0.04 SPECIAL INSPECTION ● ●

S1.01 PARTIAL CONCRETE FOUNDATION PLAN - SOUTH ● ● ●

S1.02 PARTIAL CONCRETE FOUNDATION - NORTH ● ● ●

S1.03 LOW ROOF FRAMING PLAN ● ● ●

S1.04 2ND FLOOR FRAMING PLAN ● ● ●

S1.05 UPPER ROOF FRAMING PLAN ● ● ●

S3.01 FRAMING ELEVATIONS ● ●

S3.02 FRAMING ELEVATIONS ● ●

S3.03 FRAMING ELEVATIONS ● ●

S3.04 FRAMING ELEVATION ● ●

S3.05 FRAMING ELEVATIONS ● ●

S5.00 CONCRETE DETAILS ● ● ●

S5.01 CONCRETE DETAILS ● ●

S6.01 BRACE FRAME DETAILS ● ●

S6.02 STEEL FRAMING DETAILS ● ●

S6.03 FRAMING DETAILS ● ●

S6.04 STEEL DETAILS ● ●

S6.05 FRAMING DETAILS ● ●

S7.01 SURE BOARD SHEAR WALL DETAILS ● ●

S8.01 USPFO DETAILS ● ●

S0.01 | 3/32" = 1'-0"1 VICINITY MAP

R E

V

D A

T E

D E

S C

R

IP

T

IO

N

OREGON

J A

N

U A R Y 2 3 , 2

E

N G I N E E

R

51043RE

G ISTERED PROFESS IONAL

ER

I C R . WA T SON

STRUCTURA L

EXPIRES: 06 - 30 - 2024

DIGITALLY SIGNEDEric Watson

Digitally signed by Eric Watson

DN:

E=eric@miller-se.com, CN=Eric Watson, OU=Engineering, O="Miller Consulting Engineers, Inc.", L=Portland, S=Oregon, C=US Date: 2023.08.26 11:44:23-07'00'

GENERAL NOTES

THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND

WORK NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT

DOCUMENTS. SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE

CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE

ENGINEER BEFORE BEGINNING THE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY

THAT THE CONTRACTOR HAS REVIEWED AND FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE

PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION.

THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS

OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR

CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS, DIRECTION AND

RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER

PERSONS AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR SHALL, AT THEIR OWN

EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE AND HOW TEMPORARY

PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND

REPLACED WITH SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S

EXPENSE.

THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT THERETO

ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION

SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT

PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS

SPECIFY OTHERWISE.

NON-STRUCTURAL PORTIONS OF PROJECT INCLUDING, BUT NOT LIMITED TO, PLUMBING, FIRE

SUPPRESSION, ELECTRICAL, MECHANICAL, LAND USE, SITE PLANNING, EROSION CONTROL

FLASHING AND WATER-PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE

PROVIDED BY OTHERS.

TEMPORARY SHORING

WHEREVER SHORING IS REQUIRED, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A

SHORING SYSTEM THAT PREVENTS SETTLEMENT AND/OR DAMAGE TO EXISTING FACILITIES AND

PROTECTS PERSONNEL, THE PUBLIC AND THE BUILDING AS REQUIRED. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR PROTECTING STREETS, WALKWAYS, UTILITIES, IMPROVEMENTS AND

EXCAVATION AGAINST LOSS OF GROUND OR CAVING OF EMBANKMENTS DURING CONSTRUCTION,

AS REQUIRED. THE CONTRACTOR SHALL LOCATE THE SHORING SYSTEM CLEAR WITHOUT

OBSTRUCTION OF THE PERMANENT STRUCTURE AND TO PERMIT CONSTRUCTION TO PROCEED.

BUILDING CODE

ALL PHASES OF THE WORK SHALL CONFORM TO THE 2022 OREGON STRUCTURAL SPECIALTY CODE (OSSC), BASED ON THE 2021 INTERNATIONAL BUILDING CODE (IBC), INCLUDING ALL REFERENCE

STANDARDS, UNLESS NOTED OTHERWISE.

SPECIAL INSPECTION / STRUCTURAL OBSERVATION

CONTRACTOR RESPONSIBILITIES

SPECIAL INSPECTION AND/OR TESTING IS REQUIRED IN ACCORDANCE WITH IBC SECTION 1704. THE

CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE TO ALLOW SCHEDULING OF SPECIAL

INSPECTION. IT IS THE OWNER'S RESPONSIBILITY TO PROVIDE SPECIAL INSPECTION AND TESTING

BY A QUALIFIED THIRD PARTY, SUCH AS A TESTING AGENCY REVIEWED BY THE ENGINEER.

STRUCTURAL OBSERVATION SHALL VERIFY BY PERIODIC VISUAL OBSERVATION THAT THE

STRUCTURAL SYSTEM HAS GENERAL CONFORMANCE WITH THE APPROVED PLANS AND

SPECIFICATIONS AT SIGNIFICANT STAGES OF CONSTRUCTION AND AT COMPLETION AS REQUIRED IN ACCORDANCE WITH IBC SECTION 1704.6. THE CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE TO ALLOW SCHEDULING FOR A STRUCTURAL OBSERVATION. STRUCTURAL OBSERVATION SHALL BE BY

THE ENGINEER OF RECORD.

REQUIRED SPECIAL INSPECTIONS AND TESTS

SPECIAL INSPECTIONS SHALL CONFORM TO SECTION 1705 OF THE 2021 IBC, CONTRACT

DOCUMENTS AND APPROVED SUBMITTALS. REFER TO THE SPECIAL INSPECTION TABLE ON SHEET

S0.03 FOR PROJECT REQUIREMENTS. SPECIAL INSPECTORS SHALL BE APPROVED BY THE

BUILDING OFFICIAL. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR

COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE

BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE

INSPECTION REPORTS.

SHOP DRAWINGS/SUBMITTALS

SHOP DRAWINGS FOR SPECIFIC PRODUCTS GENERATED BY SUPPLIER SHALL BE SUBMITTED FOR

THE ITEMS NOTED IN THE SUBMITTAL SCHEDULE. DRAWINGS SHALL BE TO SCALE AND SHOW

COMPLETE DETAILS AND INSTRUCTIONS FOR FABRICATION AND ASSEMBLY. SHOP DRAWINGS

SHALL INDICATE ERECTION AND TEMPORARY BRACING INFORMATION FOR CONTRACTOR’S USE.

THE DESIGN OF DELEGATED DESIGN ITEMS NOTED IN THE SUBMITTAL SCHEDULE SHALL BE THE

RESPONSIBILITY OF THE CONTRACTOR. DOCUMENTS FOR THE DESIGN AND FABRICATION OF

DELEGATED DESIGN ITEMS (INCLUDING STRUCTURAL CALCULATIONS AND DRAWINGS) SHALL BEAR

THE SEAL AND SIGNATURE OF A LICENSED ENGINEER REGISTERED IN THE STATE THAT THE

PROJECT IS BEING CONSTRUCTED.

THE CONTRACTOR SHALL REVIEW AND MODIFY ALL SUBMITTALS AS REQUIRED FOR CONFORMANCE WITH DATE AND SIGNATURE ON ALL SETS OF DOCUMENTS PRIOR TO SUBMITTAL TO THE ENGINEER.

THE CONTRACTOR SHALL SCHEDULE SUBMITTALS TO ALLOW SUFFICIENT TIME FOR REVIEW AND

POSSIBLE RE-SUBMITTAL.

SUBMITTAL SCHEDULE

ITEM SUBMITTAL

SHOP

DRAWINGS

DELEGATED

DESIGN

CONCRETE MIX DESIGNS X

CONCRETE REINFORCING STEEL X X

CONCRETE ANCHORAGE X

EMBEDDED STEEL ITEMS X X

STRUCTURAL STEEL X X

STEEL WELDING PROCEDURES X

GEOTECHNICAL REPORT X X X

HELICAL ANCHORS X X X

STRUCTURAL DESIGN CRITERIA

LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS USED. DESIGN FOR MECHANICAL LOADS

INCLUDES ONLY THOSE INDICATED ON STRUCTURAL DRAWINGS. THE FOLLOWING ARE THE DESIGN

REQUIREMENTS:

STRUCTURAL DESIGN CRITERIA

RISK CATEGORY II

DEAD LOAD

ROOF 20 PSF

FLOOR 57 PSF

PARTITION WALLS 15 PSF

HEAVY PARTITIONS 83 PSF

FLOOR LIVE LOAD (COMMERCIAL)

OFFICE FLOORS 50 PSF + 15 PSF PARTITIONS OR 2,000 LB

CORRIDORS/EXIT WAYS 100 PSF OR 2,000 LB

ASSEMBLY AREAS (MOVABLE SEATS) 100 PSF

LOBBIES 100 PSF

ROOF LIVE LOAD

ROOF LIVE LOAD 20 PSF

ROOF SNOW LOAD

DESIGN ROOF SNOW LOAD 25 PSF

SNOW DRIFTING

NOT CONSIDERED FOR VOLUNTARY

SEISMIC UPGRADES

IMPORTANCE FACTOR Is = 1.0

GROUND SNOW LOAD Pg = 9 PSF

EXPOSURE FACTOR Ce = 1.0

THERMAL FACTOR Ct = 1.0

SLOPE FACTOR Cs = 1.0

FLAT ROOF SNOW LOAD Pf = 7 PSF

WIND DESIGN DATA

BASIC DESIGN WIND SPEED (3 SEC GUST) V = 98 MPH

ALLOWABLE STRESS DESIGN WIND SPEED Vasd = 76 MPH

EXPOSURE B

INTERNAL PRESSURE COEFFICIENT GCpi = +/- 0.18

WALL COMPONENTS/CLADDING (ULTIMATE PRESSURE BASED ON 10 SF EFFECTIVE AREA)

INTERIOR ZONES (ZONE 4) 25 PSF

END ZONES (ZONE 5) 34 PSF

SEISMIC DESIGN DATA

IMPORTANCE FACTOR Ie = 1.0

SPECTRAL RESPONSE ACCELERATIONS SS = 0.812, S1 = 0.408

SITE CLASS D — DEFAULT

SPECTRAL RESPONSE COEFFICIENTS SDS = 0.65, SD1 = NA

SEISMIC DESIGN CATEGORY D

SEISMIC FORCE RESISTING SYSTEM — 2-

STORY

ORDINARY CONCENTRICALLY BRACED

FRAMES

DESIGN BASE SHEAR V = 500 KIPS

SEISMIC RESPONSE COEFFICIENT Cs = 0.200

RESPONSE MODIFICATION FACTOR R = 3.25

DEFLECTION AMPLIFICATION FACTOR Cd = 3.25

REDUNDANCY FACTOR p = 1.0

OVERSTRENGTH FACTOR OMEGA = 2.0

SEISMIC FORCE RESISTING SYSTEM — 1-

STORY

SPECIAL REINFORCED CONCRETE SHEAR

WALLS

DESIGN BASE SHEAR V = 125 KIPS

SEISMIC RESPONSE COEFFICIENT Cs = 0.108

RESPONSE MODIFICATION FACTOR R = 6.0

DEFLECTION AMPLIFICATION FACTOR Cd = 5 REDUNDANCY FACTOR r = 1.0

OVERSTRENGTH FACTOR OMEGA = 2.5

ANALYSIS PROCEDURE USED ASCE 7-16 EQUIVALENT LATERAL FORCE

INELASTIC STORY DRIFT - NORTH-SOUTH DIRECTION

ROOF LEVEL D = 0.36 INCHES

LEVEL 2 D = 0.17 INCHES

INELASTIC STORY DRIFT - EAST-WEST DIRECTION

ROOF LEVEL D = 0.36 INCHES

LEVEL 2 D = 0.17 INCHES

SOIL DESIGN DATA

ALLOWABLE BEARING PRESSURE

4000 PSF — TO BE CONFIRMED SEE

FOUNDATION CRITERIA

FOUNDATION CRITERIA

ALL FOUNDATION CRITERIA SHALL BE CONFIRMED BY A GEOTECHNICAL ENGINEER. GEOTECHNICAL

REPORT SHALL BE PROVIDED AS A DEFERRED SUBMITTAL. THE FOLLOWING PARAMETERS HAVE

BEEN USED FOR DESIGN BASED ON THE ORIGINAL CONSTRUCTION DRAWINGS THAT REFERENCE

THE GEOTECHNICAL REPORT PREPARED BY NORTHWEST TESTING LABORATORIES DATED

SEPTEMBER 11, 1984:

· DESIGN SOIL PRESSURE = 4000 PSF DL + LL

· ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED SOIL OR APPROVED COMPACTED FILL

MINIMUM 18” BELOW FINAL GRADE.

ALL FOUNDATION ELEMENTS SHALL BE SUPPORTED ON SUBGRADE PER THE GEOTECHNICAL

REPORT STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL COMPLY WITH THE PROVISIONS

SPECIFIED IN THE GEOTECHNICAL REPORT. GEOTECHNICAL REPORT SHALL INCLUDE DESIGN

CRITERIA FOR HELICAL ANCHORS.

CONCRETE

MIXING, BATCHING, TRANSPORTING, PLACING AND CURING OF CONCRETE SHALL BE IN

ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE, ACI 318, ACI 301 AND IBC CHAPTER 19.

CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS:

CONCRETE MIX DESIGN REQUIREMENTS

MEMBER TYPE/LOCATION

COMPRESSIVE

STRENGTH AT 28

DAYS, F'C (PSI)

MAXIMUM

AGGREGATE

SIZE

MAXIMUM

W/CM RATIO

FOOTINGS 5000 1" 0.50

SHEAR WALLS 5000 3/4" 0.50

INTERIOR SLAB ON GRADE 3000 1" 0.45

CONCRETE MIX AIR CONTENT REQUIREMENTS:

AIR ENTRAINMENT SHALL BE CONTROLLED BY THE CONDITIONS THE CONCRETE IS SUBJECTED TO, AND THE AGGREGATE SIZE.

CONCRETE MIX AIR CONTENT REQUIREMENTS

MAXIMUM AGGREGATE SIZE

CONCRETE SUBJECT TO

FREEZE/THAW CYCLES

CONCRETE SUBJECT TO

CONTINUOUS MOISTURE

AND/OR DEICING

CHEMICALS

3/8” 6% 7.5% 1/2” 5.5% 7% 3/4” 5% 6% 1” 4.5% 6%

1-1/2” 4.5% 5.5%

THE AIR-ENTRAINING ADMIXTURE SHALL CONFORM TO ASTM C260. ALL CONCRETE WITH

REINFORCEMENT SHALL HAVE NO CHLORINE OR CHLORIDES. NO WATER MAY BE ADDED TO THE

CONCRETE IN THE FIELD UNLESS SPECIFICALLY APPROVED IN WRITING BY THE CONCRETE

SUPPLIER IN CONJUNCTION WITH THE APPROVED CONCRETE MIX DESIGN.

SLEEVES, OPENINGS, CONDUIT AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL

DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER BEFORE PLACING CONCRETE.

WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE

SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4” AMPLITUDE.

DESIGN OF FORMWORK, SHORING AND RE-SHORING DESIGN IS THE RESPONSIBILITY OF THE

CONTRACTOR AND SHALL CONFORM TO THE MOST RECENT EDITION OF ACI 347R.

CONCRETE REINFORCING STEEL

ALL REINFORCING STEEL SHALL BE DEFORMED BARS PER ASTM A615 OR A706, GRADE 60 UNLESS NOTED OTHERWISE. SEE 1/S5.00 FOR STANDARD REBAR DIMENSIONS, AND 2/S5.00 AND 3/S5.00 FOR

STANDARD DETAILING DIMENSIONS.

VERTICAL REINFORCING IN SHEAR WALLS SHALL BE DEFORMED BARS CONFORMING TO ASTM A706

GRADE 60. ASTM A615, GRADE 60 REINFORCEMENT MAY BE USED IN THESE MEMBERS IF THE

ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD

STRENGTH BY MORE THAN 18,000 PSI AND THE RATIO OF THE ACTUAL ULTIMATE TENSILE

STRENGTH TO THE ACTUAL TENSILE YIELD STRENGTH IS NOT LESS THAN 1.25. IF MILL REPORTS ARE

NOT AVAILABLE, THE REINFORCING SHALL BE TESTED AT THE CONTRACTOR’S EXPENSE.

ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS, PLASTIC

CHAIRS OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STANDARD

PRACTICE, MSP-1 AND SECURELY TIED IN PLACE WITH #16 ANNEALED IRON WIRE PRIOR TO PLACING

CONCRETE. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE GUIDE TO

PRESENTING REINFORCING STEEL DESIGN DETAILS, ACI 315R-18. BAR LENGTHS DETAILED ARE OUT

TO OUT AND DO NOT INCLUDE ALLOWANCE FOR HOOKS OR BENDS.

WELDING OR TACK WELDING OF REINFORCING BARS TO OTHER BARS OR EMBEDDED STEEL ITEMS IS PROHIBITED EXCEPT WHERE SPECIFICALLY APPROVED BY THE ENGINEER. WHERE WELDING IS

APPROVED, REINFORCING STEEL SHALL CONFORM TO ASTM A706 AND WELDING SHALL BE

PERFORMED BY AWS CERTIFIED WELDERS USING E9018 OR APPROVED ELECTRODES. WELDING

PROCEDURES SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.4.

CAST-IN-PLACE CONCRETE COVER OVER REINFORCING STEEL SHALL BE AS SHOWN ON 4/S5.00.

SPECIFIED CONCRETE COVER SHALL BE MAINTAINED TO ALL REINFORCEMENT AT CONCRETE

REVEALS AND INSETS. SHOP DRAWINGS SHOWING CONCRETE REVEALS AND OTHER INSETS SHALL

BE SUBMITTED FOR REVIEW.

REINFORCING BARS SHALL BE LAP SPLICED PER 5/S5.00. AT THE CONTRACTOR’S OPTION,

MECHANICAL COUPLINGS MAY BE USED FOR ANY BAR SIZE AND AT ANY LOCATION, PROVIDED A

CURRENT ICC-ES REPORT DEMONSTRATES THE COUPLING CAN ACHIEVE A MINIMUM TENSILE

STRENGTH OF 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR AND 100% OF THE SPECIFIED

TENSILE STRENGTH OF THE SPLICED BAR.

HEADED BARS OR TERMINATORS SHALL BE PROVIDED WHERE INDICATED ON THE DRAWINGS OR AT

THE CONTRACTOR’S OPTION FOR CONGESTED AREAS OF REINFORCEMENT, SUBJECT TO THE

ENGINEER’S APPROVAL. HEADED BARS OR TERMINATORS SHALL MEET THE REQUIREMENTS OF ACI

318 AND ASTM A970 AND HAVE A CURRENT ICC-ES REPORT.

AT EACH RE-ENTRANT CORNER IN SLABS, PROVIDE ONE #4 X 4’-0” DIAGONALLY CENTERED ON THE

CORNER AT EACH LAYER OF REINFORCING STEEL.

FOR WALLS WITH #5 REINFORCING STEEL AND SMALLER, PROVIDE 2'-6" X 2'-6" REINFORCING STEEL CORNER BARS OF SAME SIZE AND SPACING AS HORIZONTAL BARS. CONTINUE HORIZONTAL WALL REINFORCING THROUGH PILASTERS, COLUMNS AND INTERSECTING WALLS. PROVIDE A MINIMUM OF

ONE #5 X 5’-0” FOR SINGLE LAYER REINFORCING AND TWO #5 X 5’-0” FOR DOUBLE LAYER

REINFORCING DIAGONALLY CENTERED AT EACH CORNER OF ALL WALL OPENINGS. ADDITIONALLY, PROVIDE A MINIMUM OF ONE #5 FOR SINGLE LAYER REINFORCING AND TWO #5 FOR DOUBLE LAYER REINFORCING ON ALL SIDES OF OPENING EXTENDING A MINIMUM OF 2’-6” BEYOND THE OPENING.

WELDED WIRE REINFORCEMENT

WELDED WIRE REINFORCEMENT SHALL BE ELECTRICALLY WELDED AND CONFORM TO ASTM A185.

LAP EDGES AND ENDS OF FABRIC A MINIMUM OF ONE MESH SPACING PLUS 2 INCHES, BUT NOT

LESS THAN 6 INCHES. WELDED WIRE REINFORCEMENT SHALL BE SUPPORTED ON CHAIRS IN

ACCORDANCE WITH THE CRSI MANUAL OF STANDARD PRACTICE.

CONCRETE ANCHORS

ALL CAST IN PLACE ANCHOR BOLTS SHALL BE SECURELY TIED IN THEIR FINAL POSITION PRIOR TO PLACING CONCRETE (WET-SETTING OF ANCHOR BOLTS IS NOT PERMITTED). ANCHOR RODS SHALL CONFORM TO ASTM F1554 GRADE 36. FURNISH ANCHOR RODS WITH MATCHING DOUBLE HEAVY HEX NUTS JAMMED AT THE END EMBEDDED IN CONCRETE. HOOKED ANCHOR RODS SHALL NOT BE USED

EXCEPT WHERE NOTED.

ALL HEADED STUD ANCHORS (HSA) SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.1, TYPE B, AND ASTM A108. DEFORMED BAR ANCHORS (DBA) SHALL CONFORM TO ASTM A1064. ALL HSA AND

DBA SHALL BE WELDED WITH AUTOMATIC STUD WELDING EQUIPMENT PER THE

RECOMMENDATIONS OF THE STUD AND EQUIPMENT MANUFACTURER, UNLESS OTHERWISE

SPECIFIED.

POST INSTALLED CONCRETE ANCHORS SHALL CONSIST OF THE FOLLOWING UNLESS NOTED

OTHERWISE:

POST INSTALLED CONCRETE ANCHOR SCHEDULE:

· ANCHOR TYPE - SPECIFIED ANCHOR

· EXPANSION BOLTS - HILTI KWIK BOLT TZ2

· SCREW ANCHORS - HILTI KWIK HUS-EZ

· ADHESIVE ANCHORS - HILTI HIT-RE 500 V3

· POWER-ACTUATED FASTENERS - HILTI X-U P8 (1” EMBEDMENT)

ALL POST INSTALLED CONCRETE ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE

MANUFACTURER'S INSTALLATION CRITERIA AND PER THE CURRENT ICC EVALUATION REPORT.

ANCHOR INSTALLERS SHALL BE QUALIFIED AS REQUIRED BY JURISDICTION REQUIREMENTS.

ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS.

NON-SHRINK GROUT

ALL NON-SHRINK GROUT SHALL BE NON-METALLIC GROUT CONFORMING TO ASTM C1107 AND SHALL HAVE A SPECIFIED MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF AT LEAST 1000 PSI HIGHER THAN THE SUPPORTING CONCRETE STRENGTH. GROUT SHALL BE MIXED, APPLIED AND CURED IN

ACCORDANCE WITH THE MANUFACTURER’S INSTRUCTIONS. PRE-GROUTING OF BASE PLATES IS

NOT PERMITTED.

STRUCTURAL STEEL

DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE

SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (AISC 360). QUALITY ASSURANCE (QA) IS REQUIRED FOR STRUCTURAL STEEL ITEMS PER AISC 360 AND 341 UNLESS SPECIFICALLY NOTED OTHERWISE. QUALITY CONTROL (QC) TO BE PROVIDED BY THE FABRICATOR, ERECTOR OR OTHER

RESPONSIBLE CONTRACTOR AS APPLICABLE. CONTRACTOR AND SPECIAL INSPECTOR TO

DOCUMENT QUALITY CONTROL AS REQUIRED IN AISC 360 SECTION N3 AND AISC 341 SECTION J2.

ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING MATERIAL

STANDARDS:

STRUCTURAL STEEL MATERIAL STANDARDS

SHAPE ASTM SPECIFICATION YIELD STRESS

W-SECTIONS A992 50 KSI

RECTANGULAR HSS A500, GRADE C 50 KSI

ROUND HSS A500, GRADE C 46 KSI

PIPE A53, GRADE B, TYPE E OR S 35 KSI

ALL OTHER SECTIONS AND PL A36 UNO 36 KSI

UNLESS NOTED OTHERWISE, ALL BOLTS TO BE ASTM F3125 GRADE A325 WITH MATCHING NUTS.

UNLESS CONNECTION IS NOTED AS SLIP-CRITICAL OR PRETENSIONED, NUTS SHALL BE TIGHTENED

TO A SNUG TIGHT CONDITION PER RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC)

SPECIFICATION FOR STRUCTURAL JOINTS, SECTION 8.1. FOR SLIP-CRITICAL AND PRETENSIONED

CONNECTIONS, INSTALLATION OF FASTENERS SHALL BE PER RCSC SECTION 8.2.

ALL STRUCTURAL STEEL SHALL HAVE ONE SHOP COAT OF PRIMER, EXCEPT SURFACES TO BE

EMBEDDED IN CONCRETE OR MASONRY OR STEEL TO BE GALVANIZED. EMBEDDED SURFACES

SHALL BE FREE OF CONTAMINANTS. ALL EXPOSED STRUCTURAL STEEL TO HAVE ONE FINISH COAT

OF RUST INHIBITING PAINT, COLOR BY OWNER.

ALL ZINC (GALV.) COATINGS ON IRON AND STEEL PRODUCTS SHALL CONFORM TO ASTM A123.

REPAIRS OF GALVANIZED COATINGS ARE TO CONFORM TO ASTM A780. HOT DIP GALVANIZED

COATINGS ON ASTM F3125 GRADE A325 FASTENER ASSEMBLIES SHALL CONFORM TO ASTM A153.

SURFACE PREPARATION OF GALVANIZED STEEL TO RECEIVE A FINISH COAT OF PAINT SHALL

CONFORM TO ASTM D6386.

REFER TO THE ARCHITECTURAL DRAWINGS FOR STEEL ELEMENTS THAT REQUIRE INTUMESCENT

FIRE PROOFING. INTUMESCENT COATINGS SHALL BEAR THE UNDERWRITERS LABORATORIES (UL) LABEL. STEEL MEMBERS SHALL BE PROPERLY PREPARED, INCLUDING THE USE OF A COMPATIBLE

PRIMER, AS SPECIFIED BY THE MANUFACTURER. INSTALL INTUMESCENT COATINGS IN

ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS.

STRUCTURAL STEEL WELDING

ALL WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY (AWS) D1.1 USING E70XX

ELECTRODES. WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED BY AWS FOR THE WELD

TYPES SPECIFIED. WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE SPECIFICATIONS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC). WHERE WELD LENGTHS ARE NOT SHOWN, THE WELD SHALL BE FULL LENGTH OF MEMBERS BEING JOINED. FIELD WELDING SYMBOLS

HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE SHOWN, PROPER FIELD

WELDING PER AWS D1.1 SHALL BE USED. WHERE NO FIELD WELDING SYMBOLS ARE SHOWN, IT IS

THE CONTRACTOR’S RESPONSIBILITY TO COORDINATE THE USE OF SHOP AND FIELD WELDS.

ALL PARTIAL JOINT PENETRATION GROOVE WELD SIZES SHOWN ON THE DRAWINGS REFER TO THE EFFECTIVE THROAT THICKNESS. ALL BUTT WELDS SHALL BE FULL PENETRATION WELDS UNLESS

NOTED OTHERWISE ON STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR

THE JOINT PREPARATION AND WELDING PROCEDURES THAT INCLUDE, BUT ARE NOT LIMITED TO:

REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, SURFACE ROUGHNESS VALUES AND TAPERS AND TRANSITIONS OF UNEQUAL PARTS.

SEISMIC FORCE RESISTING SYSTEM WELDS

ALL WELDS USED IN MEMBERS AND CONNECTIONS IN THE SEISMIC FORCE RESISTING SYSTEM

(SFRS) SHALL BE MADE WITH FILLER METALS MEETING THE REQUIREMENTS SPECIFIED IN AWS D1.8/S1.8M CLAUSES 6.1, 6.2 AND 6.3 IN ACCORDANCE WITH AISC 341-16 SECTION A3.4A. ALL WELDS

DENOTED AS 'DEMAND CRITICAL' SHALL CONFORM TO AISC 341-16 SECTION A3.4B.

ALL WELDS SHALL RECEIVE THE SAME FINISH COATING AS THE MEMBER BEING WELDED.

POWER ACTUATED FASTENERS

POWER ACTUATED FASTENERS SHALL CONSIST OF THE FOLLOWING AND MUST BE DRIVEN TO

WHERE THE POINT THE FASTENER PENETRATES THROUGH THE STEEL BASE MATERIAL, UNLESS

NOTED OTHERWISE:

· POWER-ACTUATED FASTENERS: 0.157” DIAMETER SIMPSON PDPA

ALL POWER ACTUATED FASTENERS SHALL BE INSTALLED IN CONFORMANCE WITH THE

MANUFACTURER'S INSTALLATION CRITERIA AND PER THE CURRENT ICC EVALUATION REPORT.

POWER ACTUATED FASTENER INSTALLERS SHALL BE QUALIFIED AS REQUIRED BY JURISDICTION

REQUIREMENTS.

COLD-FORMED STEEL

ALL COLD-FORMED STEEL FRAMING SHALL CONFORM TO THE AISI NORTH AMERICAN

SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS WITH

SUPPLEMENTS. MEMBER TYPES AND SIZES SHOWN ON THE DRAWINGS REFER TO MEMBERS AS

DEFINED BY THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA). SEE THE CONTRACT

DRAWINGS AS SPECIFIED ON DETAIL 4/S7.01 FOR REQUIRED THICKNESSES AND JOIST/BEAM

DESIGNATIONS.

ALL STRUCTURAL COLD-FORMED STEEL MEMBERS SHALL BE MILL CERTIFIED PRIME STEEL

MEETING ASTM A653 STRUCTURAL QUALITY. ALL COLD-FORMED STEEL SHALL BE GALVANIZED PER ASTM A653 WITH MINIMUM COATING OF G60 FOR EXTERIOR AND/OR LOAD BEARING MEMBERS AND

G40 FOR INTERIOR NON-LOAD BEARING MEMBERS.

COLD FORMED STEEL MATERIAL STANDARDS

THICKNESS GRADE

ASTM

SPECIFICATION

YIELD

STRESS

(Fy)

TENSILE

STRESS

(Fu)

THINNER THAN 16 GAGE (54 MILS) 33 ASTM A653 33 KSI 45 KSI

16 GAGE (54 MILS) AND THICKER 50 ASTM A653 50 KSI 60 KSI

TRACK SHALL BE THE SAME GAUGE AS STUDS SPECIFIED UNLESS NOTED OTHERWISE AND SHALL

BE UNPUNCHED AT THE TOP AND BOTTOM OF WALL. TRACK SHALL BE OF ADEQUATE SIZE TO

DEVELOP FULL STUD BEARING AT WALLS AND SHALL BE SIZED TO FIT STUDS. PROVIDE COMPLETE, UNIFORM AND LEVEL SUPPORT FOR THE BOTTOM TRACK AT EACH STUD. VERIFY THAT STUDS ARE

PROPERLY SEATED IN TRACKS PRIOR TO FASTENING.

COLD-FORMED STEEL CONNECTORS

BOLTED CONNECTIONS ARE TO USE AS A MINIMUM ASTM A307 (TYPE A) STRUCTURAL BOLTS.

ALL SCREWS SHALL BE A #10 MINIMUM SIZE AND CONFORM TO ASTM C1513 STEEL TAPPING

SCREWS, ASTM C-1002 AND ASTM C-954 TYPE S AND/OR TYPE S-12. SCREWS TO BE TESTED IN ACCORDANCE WITH SAE J78 STANDARDS. LENGTH OF SCREWS SHOULD BE APPROXIMATELY 3/8” TO

1/2” LONGER THAN THE TOTAL MATERIAL THICKNESS AND A MINIMUM OF 3 EXPOSED THREADS

SHOULD EXTEND THROUGH THE STEEL. ALL SCREWS SHALL BE THREAD-FORMING OR THREAD-

CUTTING, WITH OR WITHOUT A SELF-DRILLING POINT. SCREWS SHALL BE INSTALLED AND

TIGHTENED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL FASTENERS

THAT FASTEN DISSIMILAR METALS (SUCH AS ALUMINUM AND STEEL) ARE TO BE HOT DIPPED

GALVANIZED OR OTHERWISE ADEQUATELY PROTECTED TO PREVENT CORROSION.

PREFABRICATED METAL CONNECTORS ARE TO BE MANUFACTURED BY THE STEEL NETWORK OR

SIMPSON STRONG-TIE AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER’S

SPECIFICATIONS USING RECOMMENDED FASTENERS. OTHER SUBSTITUTIONS OF METAL

CONNECTORS REQUIRE REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD

PRIOR TO INSTALLATION.

COLD-FORMED STEEL FASTENING SCHEDULE

SCREWS SHALL BE INSTALLED PER THE FASTENER SCHEDULE SHOWN UNLESS OTHERWISE NOTED

ON THE DRAWINGS. SCREWS SHALL NOT BE OVERDRIVEN.

COLD-FORMED STEEL FASTENING SCHEDULE

ITEM FASTENERS

TRACK TO STUDS (1) #10 EACH FACE

SHEATHING

GYPSUM WALL BOARD

#6 DRYWALL SCREWS AT 7" OC AT ALL

FRAMING MEMBERS

ALTERNATE FASTENING OF PINS MUST BE REVIEWED AND ACCEPTED BY THE REGISTERED DESIGN

PROFESSIONAL.

TYPICAL SCREW DESIGNATION: #10 SIZE, 0.190” NOMINAL DIAMETER WITH 3/8” WASHER DIAMETER.

COLD-FORMED STEEL ANCHORAGE TO CONCRETE AND STEEL

WHERE INDICATED ON THE DRAWINGS, POWER-ACTUATED FASTENERS TO SUPPORTING FRAMING

SHALL CONSIST OF THE FOLLOWING:

PAF TO CONCRETE: 0.157” DIAMETER SIMPSON PDPA (1” EMBEDMENT)

PAF TO STEEL: 0.157M DIAMETER SIMPSON PDPA (FULL STEEL PENETRATION)

PAF SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTALLATION CRITERIA

AND PER THE CURRENT ICC EVALUATION REPORT.

HELICAL ANCHORS

BASIS OF DESIGN FOR ALL HELICAL ANCHORS IS THE RAMJACK 4021.SD BRACKET W/ 2 7/8M DIA

HELICAL PILE. HELICAL ANCHOR CAPACITIES SHALL BE PER THE GEOTECHNICAL REPORT.

CONTRACTOR SHALL PROVIDE COMPLETE SUBMITTAL FOR HELICAL ANCHORS.

STATEMENT OF SPECIAL INSPECTION NOTES:

1. SPECIAL INSPECTIONS SHALL CONFORM TO SECTION 1705 OF THE 2019 OSSC,

CONTRACT DOCUMENTS AND APPROVED SUBMITTALS. REFER TO SPECIAL

INSPECTION AND TESTING TABLES FOR PROJECT REQUIREMENTS.

2. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY

AN APPROVED ACCREDITED INDEPENDENT AGENCY MEETING THE

REQUIREMENTS OF ASTM E329 (MATERIALS). THE INSPECTION AND TESTING

AGENCY SHALL FURNISH TO THE STRUCTURAL ENGINEER A COPY OF THEIR

SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE APPROVED BY

THE BUILDING OFFICIAL. WELDING INSPECTORS SHALL BE QUALIFIED PER

SECTION 6.1.4.1(1) OF AWS D1.1.

3. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR

COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL

DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE

CONTRACTOR FOR CORRECTION AND NOTED IN THE INSPECTION REPORTS.

4. THE SPECIAL INSPECTOR AND GEOTECHNICAL ENGINEER SHALL FURNISH

INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL,

STRUCTURAL ENGINEER, ARCHITECT, CONTRACTOR AND OWNER. THE

SPECIAL INSPECTION AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT

THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED AND IS IN

CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THAT

ALL DISCREPANCIES NOTED IN THE INSPECTION REPORTS HAVE BEEN

CORRECTED.

5. QUALITY ASSURANCE (QA) IS REQUIRED FOR STRUCTURAL STEEL ITEMS PER

AISC 360 AND 341, UNLESS SPECIFICALLY NOTED OTHERWISE. QUALITY

CONTROL (QC) TO BE PROVIDED BY THE FABRICATOR, ERECTOR OR OTHER

RESPONSIBLE CONTRACTOR AS APPLICABLE. CONTRACTOR AND SPECIAL

INSPECTOR TO DOCUMENT QUALITY CONTROL AS REQUIRED IN AISC 360

SECTION N3 AND AISC 341 SECTION J2.

6. INSPECTION TYPES:

a. CONTINUOUS: THE FULL-TIME OBSERVATION OF WORK REQUIRING

SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS

PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED.

b. PERIODIC: THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK

REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR

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

BEING PERFORMED AND AT THE COMPLETION OF THE WORK.

c. OBSERVE: OBSERVE THESE FUNCTIONS ON A RANDOM, DAILY BASIS.

OPERATIONS NEED NOT BE DELAYED PENDING OBSERVATIONS.

d. PERFORM: INSPECTIONS SHALL BE PERFORMED PRIOR TO THE FINAL

ACCEPTANCE OF THE ITEM.

7. PERFORM INSPECTION PRIOR TO FINAL ACCEPTANCE OF THE ITEM FOR TEN

WELDS TO BE MADE BY A GIVEN WELDER. THE WELDER IS REQUIRED TO

DEMONSTRATE THE UNDERSTANDING OF REQUIREMENTS AND POSSESSION

OF SKILLS AND TOOLS TO VERIFY THESE ITEMS. ONCE THE INITIAL TEN WELDS

HAVE BEEN ACCEPTED, THE WELDER SHALL REDUCE THE PERFORM

DESIGNATION OF THIS TASK TO OBSERVE. SHOULD THE INSPECTOR

DETERMINE THAT THE WELDER HAS STOPPED CONDUCTING THIS TASK, THE

TASK SHALL BE RETURNED TO PERFORM UNTIL SUCH TIME AS THE INSPECTOR

HAS RE-ESTABLISHED ADEQUATE ASSURANCE THAT THE WELDER WILL

CONDUCT THE INSPECTION TASKS LISTED.

8. SPECIAL INSPECTION OF MECHANICAL POST INSTALLED ANCHORS SHALL BE IN

STRICT CONFORMANCE WITH THE ICC REPORT AND MANUFACTURER'S

INSTALLATION REQUIREMENTS. ANCHOR INSTALLERS SHALL BE QUALIFIED AS

REQUIRED BY JURISDICTION REQUIREMENTS. INSPECTION REPORTS SHALL

IDENTIFY NAMES OF INSTALLERS. SPECIAL INSPECTOR SHALL PROVIDE

DOCUMENTATION AT THE END OF ANCHOR INSTALLATIONS STATING THAT THE

ANCHORS WERE INSPECTED PER APPROVED ANCHOR EVALUATION REPORT.

9. TESTING ABBREVIATIONS:

a. NDT - NON-DESTRUCTIVE TESTING

b. C.J.P. - COMPLETE JOINT PENETRATION

c. MT - MAGNETIC PARTICLE TESTING

d. RBS - REDUCED BEAM SECTION

10. DOCUMENT (D): INDICATES CONTRACTOR AND SPECIAL INSPECTOR TO

PROVIDE DOCUMENTATION IN ACCORDANCE WITH AISC 341.

CONTRACTOR RESPONSIBILITY:

EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF THE MAIN WIND OR

SEISMIC FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR A WIND OR

SEISMIC RESISTING COMPONENT LISTED THE TABLES SHALL SUBMIT A WRITTEN

STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR

TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE

CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING:

ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED

IN THE STATEMENT OF SPECIAL INSPECTIONS.

1. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN

CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE

BUILDING OFFICIAL.

2. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S

ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND

DISTRIBUTION OF THE REPORTS.

IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH

CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION.

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SHEET S0.01 INDICATES THIS SHEET IS PART

OF AN ELECTRONICALLY SIGNED DOCUMENT

GENERAL - SPECIAL INSPECTIONS

SYSTEM OR MATERIAL

OSSC CODE

REFERENCE

CODE OR

STANDARD

REFERENCE

FREQUENCY

REMARKS

CONTINUOUS PERIODIC

FABRICATORS 1705.10 1704.2.5

SPECIAL INSPECTION IS REQUIRED FOR STRUCTURAL LOAD-BEARING

MEMBERS AND ASSEMBLIES FABRICATED ON THE PREMISES OF A

FABRICATOR'S SHOP. SPECIAL INSPECTIONS SHALL BE PERFORMED

DURING FABRICATION. PERFORMING SPECIAL INSPECTIONS IS NOT

REQUIRED WHERE FABRICATOR HAS BEEN APPROVED AS AN

APPROVED FABRICATOR, PER SECTION 1704.2.5.1.

DEFERRED SUBMITTALS X

SPECIAL INSPECTION REQUIREMENTS FOR DEFERRED SUBMITTAL

ITEMS, INCLUDING REQUIREMENTS FOR DESIGNATED SEISMIC

SYSTEMS IN ACCORDANCE WITH OSSC SECTION 1705.12.4 IF

APPLICABLE, TO BE SPECIFIED BY THE SYSTEM ENGINEER AND

INCLUDED WITH DEFERRED SUBMITAL DOCUMENTS.

SUBMITTALS TO THE BUILDING OFFICIAL 1704.5 X

CERTIFICATES OF COMPLIANCE, REPORTS OF PRE-CONSTRUCTION

TESTS, OR REPORTS OF MATERIAL PROPERTIES SHALL BE

SUBMITTED TO THE BUILDING OFFICIAL.

POST INSTALLED MECHANICAL ANCHORS AND ADHESIVE ANCHORS

(EXCLUDING CONDITIONS NOTED ABOVE) IN HARDENED CONCRETE AND

COMPLETED MASONRY

X

SHEET

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MCE PROJECT NO:

SHEET SCALE:

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SHEET CONTENT

ISSUE DATE:

CHECKED BY:

COPYRIGHT 2023

Miller Consulting Engineers, Inc.

CONSULTING

MILLER

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INSTALLATION 1705.9

GEOTECHNICAL AND

ICC EVALUATION

REPORTS

X

BY THE GEOTECHNICAL ENGINEER. SPECIAL INSPECTIONS APPLY

TO VERIFYING INSTALLATION EQUIPMENT USED, PILE

DIMENSIONS, TIP ELEVATIONS, FINAL DEPTH, FINAL INSTALLATION

TORQUE AND OTHER PERTINENT INSTALLATION DATA AS

REQUIRED.

HELICAL PILE (SOIL SCREW) ANCHORS

PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY

THAT SITE HAS BEEN PREPARED PROPERLY X

VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND COMPACTION OF COMPACTED FILL X

PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS X

VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL X

VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING CAPACITY

1705.6

GEOTECHNICAL

REPORT

X

BY THE GEOTECHNICAL ENGINEER - TO BE SPECIFIED IN

GEOTECHNICAL REPORT

SOILS

CONTINUOUS PERIODIC

SYSTEM OR MATERIAL

OSSC CODE

REFERENCE

CODE OR STANDARDS

REFERENCE

FREQUENCY

REMARKS

SOILS/GEOTECHNICAL - SPECIAL INSPECTIONS

TEST ELEMENTS

1705.6 1705.7

REFERENCE SPECIFICATIONS

FOR PERFORMANCE

VARIFICATION AND PROOF LOAD

TESTING REQUIREMENTS

BY THE GEOTECHNICAL ENGINEER - TO BE SPECIFIED IN

GEOTECHNICAL REPORT

MATERIAL VERIFICATION

VARIES; CLASSIFICATION AND

TESTING OF CONTROLLED FILL

MATERIALS

X

BY THE GEOTECHNICAL ENGINEER - TO BE SPECIFIED IN

GEOTECHNICAL REPORT

FILL IN-PLACE DENSITY OR PREPARED SUBGRADE DENSITY

1705.6

VARIES; GEOTECHNICAL

REPORT OR MINIMUM PER

OSSC APPENDIX J107.5,

WHICHEVER IS GREATER

X

BY THE GEOTECHNICAL ENGINEER - TO BE SPECIFIED IN

GEOTECHNICAL REPORT

CONTINUOUS PERIODIC

SYSTEM OR MATERIAL

OSSC CODE

REFERENCE

CODE OR STANDARD

REFERENCE

FREQUENCY

REMARKS

SOILS/GEOTECHNICAL - TESTING

REINFORCING STEEL MECHANICAL COUPLERS, TERMINATORS AND

FORMSAVERS

ICC EVALUATION

REPORTS X

EMBEDDED ITEMS IN CONCRETE X

ALL NON-STRUCTURAL EMBEDDED ITEMS, SUCH AS CONDUITS, PIPES

AND SLEEVES, SHALL BE REVIEWED FOR CONFORMANCE WITH

STRUCTURAL DOCUMENTS FOR SIZE, SPACING, LOCATION, EDGE

DISTANCE AND TRIM REINFORCING.

VERIFICATION OF FORMWORK

ACI 318: 26.11.1.2(b),

26.13.3.3 X

SPECIAL INSPECTIONS APPLY TO SHAPE, LOCATION AND DIMENSIONS

OF THE CONCRETE MEMBER BEING FORMED

CONCRETE CURING 1908.9

ACI 318: 26.5.3 -

26.5.5, 26.13.3.3 X

VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURES AND

TECHNIQUES

CONCRETE PLACEMENT, NON-SHRINK GROUT

1908.6, 1908.7, 1908.8

ACI 318: 26.5,

26.13.3.2(a) X

CONCRETE SPECIMENS FOR TESTING 1908.10

ASTM C172

ASTM C31

ACI 318: 26.5, 26.12

X

PRIOR TO CONCRETE PLACEMENT, FABRICATE CONCRETE SPECIMENS

FOR TESTING. SEE THE CONCRETE TESTING TABLE FOR ADDITIONAL

INFORMATION.

VERIFYING USE OF REQUIRED MIX DESIGN(S)

1904.1 1904.2 1908.2 1908.3

ACI 318: CH. 19,

26.4.3, 26.4.4 X

INSPECT ANCHORS/BOLTS CAST IN CONCRETE - ACI 318: 17.8.2 X

ALL CAST-IN-PLACE ANCHORS/BOLTS SHALL BE VISUALLY INSPECTED.

REFERENCE STEEL INSPECTIONS FOR ADDITIONAL INSTALLATION,

MATERIAL AND WELDING INSPECTIONS OF STEEL ITEMS EMBEDDED IN

CONCRETE (HEADED STUDS, DBA's, ETC.)

3. ALL OTHER REINFORCING STEEL WELDING, X

2. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16" FILLET X

1. VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER

THAN ASTM A706 X

WELDING REINFORCING STEEL

1705.3.1 1705.3.2 1903.1 1903.2

AWS D1.4

ACI 318: 26.6.4

REINFORCING STEEL

1901.5.2 1908.4

ACI 318: CH. 20,

25.2, 25.3, 26.6.1-26.6.3, 26.13.3.3

X

REINFORCING TO COMPLY WITH ALL CODE PROTECTION, SPACING AND

TOLERANCE LIMITS.

GENERAL

1705.3

1901.6 ACI 318: 26.13

SPECIAL INSPECTIONS OF CONCRETE SHALL CONFORM TO THE

REQUIREMENTS OF SECTION 1705.3 OF THE IBC AND SECTION 26.13 OF

ACI 318.

CONTINUOUS PERIODIC

SYSTEM OR MATERIAL

OSSC CODE

REFERENCE

CODE OR

STANDARD

REFERENCE

FREQUENCY

REMARKS

CONCRETE - SPECIAL INSPECTIONS

CONCRETE TEMPERATURE ASTM C1064

CONCRETE AIR CONTENT ASTM C231

CONCRETE SLUMP ASTM C143

CONCRETE STRENGTH

1705.3, ASTM

C172, ASTM C

31, ACI 318

26.12, ACI 318

26.5

ASTM C39

EACH 150 CY NOR LESS THAN

EACH 5000 SF OF SLAB OR

WALL PLACED EACH SHIFT

FABRICATE SPECIMENS AT TIME FRESH CONCRETE IS PLACED

SYSTEM OR MATERIAL

OSSC CODE

REFERENCE

CODE OR

STANDARD

REFERENCE

FREQUENCY REMARKS

CONCRETE - TESTING

2c) BASE METAL NDT FOR LAMELLAR TEARING AND LAMINATIONS

FOR BASE METAL THICKNESS (t) OF 1 1/2"

AND GREATER AND CONNECTED

MATERIAL THICKNESS OF 3/4" AND

GREATER, UT FOR DISCONTINUITIES

BEHIND AND ADJACENT TO THE FUSION

LINE.

ANY BASE METAL DISCONTINUITIES FOUND WITHIN t/4 OF THE STEEL

SURFACE SHALL BE ACCEPTED OR REJECTED ON THE BASIS OF THE

CRITERIA OF AWS D1.1/D1.1M TABLE 6.2. t IS THE THICKNESS OF THE

PART SUBJECTED TO THE THROUGH-THICKNESS STRAIN

2b) COLUMN SPLICE AND COLUMN TO BASE PL PJP GROOVE WELD NDT

UT SHALL BE PERFORMED ON PJP

GROOVE WELDS IN COLUMN SPLICES AND

COLUMN TO BASE PL WELDS

2a) CJP GROOVE WELD NDT

1705.13.1 AISC 341 SECTION J6

UT SHALL BE PERFORMED ON 5/16"

THICKNESS AND GREATER. MT SHALL BE

PERFORMED ON 25% OF ALL

BEAM-TO-COLUMN CJP GROOVE WELDS.

WELD DISCONTINUITIES SHALL BE ACCEPTED OR REJECTED ON THE

BASIS OF CRITERIA OF AWS D1.1/D1.1M TABLE 6.2. UT TESTING NOT

REQUIRED ON THICKNESS LESS THAN 5/16"

SYSTEM OR MATERIAL

OSSC CODE

REFERENCE

CODE OR STANDARD

REFERENCE DESCRIPTION/FREQUENCY REMARKS

STEEL LATERAL SYSTEM - TESTING

STUD/DBA APPLICATION QUALIFICATION 1705.2.1 AWS D1.1 7.6 NON-PREQUALIFIED APPLICATIONS

THIS TESTING PERFORMED BY CONTRACTOR AND CONFIRMED BY

SPECIAL INSPECTOR

PRE-CONSTRUCTION TESTING OF WELDING STUDS, WELDED REINFORCING

BARS AND DBA'S 1705.2.1 AWS D1.1 7.7.1

EACH SIZE AND TYPE OF STUD/BAR EACH

SHIFT

THIS TESTING PERFORMED BY CONTRACTOR AND CONFIRMED BY

SPECIAL INSPECTOR

MAGNETIC PARTICLE (MT) TESTING OF WELDS 1705.2.1

AWS D1.1 6.14.4

AISC360 N5.5c

REQUIRED AT THERMALLY CUT ACCESS HOLES WHERE FLANGE

THICKNESS EXCEEDS 2" FOR ROLLED SHAPES OR WHEN THE WEB

THICKNESS EXCEEDS 2" FOR BUILT-UP SHAPES. REQUIRED WHERE

SPECIFICALLY NOTED ON DRAWINGS

ULTRASONIC (UT) TESTING OF WELDS 1705.2.1 AWS D1.1 6.13 & 6.14.3 ALL C.J.P. WELDS 5/16" AND THICKER REQUIRE UT TESTING.

STEEL

SYSTEM OR MATERIAL

OSSC CODE

REFERENCE

CODE OR STANDARD

REFERENCE DESCRIPTION/FREQUENCY REMARKS

STEEL - TESTING

PRIOR TO APPLICATION OF FINISHES

PRIOR TO INSTALLATION OF FIRST BRACE FRAMEAS REQUIRED BY THE DESIGN PROFESSIONAL 1704.6.1 X

PRIOR TO FIRST FOUNDATION POUR

CONTINUOUS PERIODIC

IBC CODE

REFERENCE

CODE OR

STANDARD

REFERENCE

FREQUENCY

SYSTEM OR MATERIAL

INSPECTION

REMARKS

STRUCTURAL OBSERVATION

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AS INDICATED

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PROTECTED ZONE - NO HOLES AND UNAPPROVED ATTACHMENTS MADE BY

FABRICATOR OR ERECTOR, AS APPLICABLE

AISC 341 TABLE J8.1

AISC 341 D1.3

AISC 341 I2.1

X(D)

(D)DOCUMENT - THE INSPECTOR SHALL PREPARE REPORTS

INDICATING THAT THE WORK HAS BEEN PERFORMED IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS.

OTHER INSPECTION TASKS

DOCUMENT ACCEPTED AND REJECTED CONNECTION 1705.12.1 AISC 341 TABLE J7.3 X(D)

(D)DOCUMENT - THE INSPECTOR SHALL PREPARE REPORTS

INDICATING THAT THE WORK HAS BEEN PERFORMED IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS.

INSPECTION TASKS AFTER BOLTING

FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM

ROTATING X

JOINT BROUGHT TO THE SNUG TIGHT CONDITION PRIOR TO THE

PRETENSIONING OPERATION X

FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHERS (IF REQUIRED)

ARE POSITIONED AS REQUIRED

1705.12.1

AISC 341 TABLE J7.2

RCSC

SPECIFICATION FOR

STRUCTURAL

JOINTS USING

HIGH-STRENGTH

BOLTS

X

INSPECTION TASKS DURING BOLTING

PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER

FASTENER COMPONENTS X

PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL

OBSERVED FOR FASTENER ASSEMBLIES AND METHODS USED X (D)

(D)DOCUMENT - THE INSPECTOR SHALL PREPARE REPORTS

INDICATING THAT THE WORK HAS BEEN PERFORMED IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS.

CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE

CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE

REQUIREMENTS

X

PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL X

PROPER FASTENERS SELECTED FOR THE JOINT DETAIL

1705.12.1

AISC 341 TABLE J7.1

RCSC

SPECIFICATION FOR

STRUCTURAL

JOINTS USING

HIGH-STRENGTH

BOLTS

X

INSPECTION TASKS PRIOR TO BOLTING

REPAIR ACTIVITIES X(D)

BACKING REMOVED, WELD TABS REMOVED AND FINISHED, AND FILLET WELDS

ADDED (IF REQUIRED) X(D)

PLACEMENT OF REINFORCING OR CONTOURING FILLET WELDS (IF REQUIRED)

K-AREA * X(D)

POROSITY X(D)

UNDERCUT X(D)

WELD PROFILE AND SIZE X(D)

CRATER CROSS SECTION X(D)

WELD/BASE-METAL FUSION X(D)

CRACK PROHIBITION X(D)

WELDS MEET VISUAL ACCEPTANCE CRITERIA

(D)DOCUMENT - THE INSPECTOR SHALL PREPARE REPORTS

INDICATING THAT THE WORK HAS BEEN PERFORMED IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS.

* WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES, OR

STIFFENERS HAS BEEN PERFORMED IN THE K-AREA, VISUALLY

INSPECT THE WEB K-AREA FOR CRACKS WITHIN 3 INCHES OF THE

WELD. THE VISUAL INSPECTION SHALL BE PERFORMED NO

SOONER THAN 48 HOURS FOLLOWING COMPLETION OF THE

WELDING

SIZE, LENGTH, AND LOCATION OF WELDS

1705.12.1

AISC 341 TABLE J6.3

AWS D1.8/D1.8M

X

WELDS CLEANED X

VISUAL INSPECTION TASKS AFTER WELDING

NO WELDING OVER CRACKED TACKS X

EACH PASS MEETS QUALITY REQUIREMENTS X

EACH PASS WITHIN PROFILE LIMITATIONS X

INTERPASS AND FINAL CLEANING X

WELDING TECHNIQUES

PRECIPITATION AND TEMPERATURE X

WIND SPEED WITHIN LIMITS X

ENVIRONMENTAL CONDITIONS

EXPOSURE CONTROL X

PACKAGING X

CONTROL AND HANDLING OF WELDING CONSUMABLES

USE OF QUALIFIED WELDERS X

INTERMIX OF FILLER METALS AVOIDED UNLESS

APPROVED X

PROPER POSITION (F, V, H, OH) X

INTERPASS TEMPERATURE MAINTAINED (MIN/MAX.) X

PREHEAT APPLIED X

SHIELDING GAS TYPE/FLOW RATE X

SELECTED WELDING MATERIALS X

TRAVEL SPEED X

SETTINGS ON WELDING EQUIPMENT X

WPS FOLLOWED

1705.12.1

AISC 341 TABLE J6.2

AWS D1.8/D1.8M

VISUAL INSPECTION TASKS DURING WELDING

TACKING (TACK WELD QUALITY AND LOCATION) X

CLEANLINESS(CONDITION OF STEEL SURFACES) X

DIMENSIONS (ALIGNMENT, GAPS AT ROOT) X

NOTE 7

FIT-UP OF FILLET WELDS

BACKING TYPE AND FIT (IF APPLICABLE) X

TACKING (TACK WELD QUALITY AND LOCATION) X

CLEANLINESS (CONDITION OF STEEL SURFACES) X

DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) X

JOINT PREPARATION X

NOTE 7

FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

WELDER IDENTIFICATION SYSTEM X

MATERIAL IDENTIFICATION (TYPE/GRADE)

1705.12.1

AISC 341 TABLE J6.1

AWS D1.8/D1.8M

X

VISUAL INSPECTION TASKS PRIOR TO WELDING

OBSERVE PERFORM

SYSTEM OR MATERIAL

OSSC CODE

REFERENCE

CODE OR

STANDARD

REFERENCE

STATEMENT OF SPECIAL

INSPECTIONS (NOTES 5,6,10) REMARKS

STEEL LATERAL SYSTEM - SPECIAL INSPECTIONS

DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS

1705.2.1.2

TABLE 1705.2-2

AISC 360

TABLE N5.6-3 X

INSPECTION TASKS AFTER BOLTING

FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM

ROTATING X

JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE

PRETENSIONING OPERATION X

FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND

WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED

1705.2.1.2

TABLE 1705.2-2

AISC 360

TABLE N5.6-2

AISC M2.5

RCSC SPECIFICATION

FOR STRUCTURAL

JOINTS USING ASTM

A325 OR A490 BOLTS

SECTION 9

X

INSPECTION TASKS DURING BOLTING

PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER

FASTENER COMPONENTS X

CONNECTING ELEMENTS< INCLUDING THE APPROPRIATE FAYING SURFACE

CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE

REQUIREMENTS

X

PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL X

PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT

LENGTH, IF THREADS ARE TO BE EXCLUDED FROM THE SHEAR PLANE) X

FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS X

MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

1705.2.1.2

TABLE 1705.2-2

AISC 360

TABLE N5.6-1

AISC 360 M2.5

X

INSPECTION TASKS PRIOR TO BOLTING

VERIFICATION OF JOINT & CONNECTION DETAILS INCLUDING MEMBER AND

COMPONENT LOCATIONS, BRACING, AND STIFFENERS TABLE 1705.2-7 AWS D1.1 X

SINGLE PASS FILLET WELDS LESS THAN OR EQUAL TO 5/16" X

SINGLE PASS FILLET WELDS GREATER THAN 5/16" X ALL WELDS VISUALLY INSPECTED PER AWS D1.16.9

MULTIPASS FILLET WELDS X

COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS

TABLE 1705.2-6 AWS D1.1 CLAUSE 6

X

VERIFYING WELDER QUALIFICATIONS AWS D1.1 X RETAIN A RECORD OF QUALIFICATION CARDS

VERIFYING USE OF PROPER WPS'S

1705.2.1

AWS D1.1 AISC 360 N3.2 RETAIN A RECORD OF WELDING PROCEDURE SPECIFICATIONS

STRUCTURAL STEEL WELDING

MATERIAL VERIFICATION OF WELD FILLER METALS

1705.2.1.1

TABLE 1705.2-5

AISC 360 A3.5

AISC 360 N3.2

APPLICABLE AWS A5

DOCUMENTS

X MANUFACTURER'S CERTIFIED TEST REPORTS

MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, NUTS, AND WASHERS

1705.2.1.2

AISC 360 N5

TABLE 1705.2-2

AISC 360 A3.3

AISC 360 N3.2

ASTM STANDARDS

SPECIFIED IN

CONSTRUCTION

DOCUMENTS

RCSC 2.1

X MANUFACTURER'S CERTIFIED TEST REPORTS

MATERIAL VERIFICATION OF STRUCTURAL STEEL COMPONENTS

1507.4 2205.1

TABLE 1705.2

ASTM A6

ASTM STANDARDS

SPECIFIED IN

CONSTRUCTION

DOCUMENTS

AISC 360 A3.1

AISC 360 N3.2

X CERTIFIED MILL TEST REPORTS

FABRICATION OF STRUCTURAL ELEMENTS 1704.2.5.1 AISC 360 X REFER TO INSPECTION OF FABRICATOR REQUIREMENTS

STEEL FABRICATION

CONTRACTOR QUALITY CONTROL REQUIREMENTS AISC 360 CHAPTER N X X

CONTRACTOR TO PROVIDE QUALITY CONTROL FOR ALL ITEMS

INDICATED TO BE OBSERVED AND/OR PERFORMED IN TABLE BELOW

CONTINUOUS/

PERFORM

PERIODIC/

OBSERVE

SYSTEM OR MATERIAL

OSSC CODE

REFERENCE

CODE OR STANDARD

REFERENCE

FREQUENCY / INSPECTION

REMARKS

STEEL - SPECIAL INSPECTIONS

OREGON

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F2. T/FTG OR PILE CAP ELEVATION (MEASURED FROM

T/SOG UNO)

F3. SPREAD FOOTING PER SCHEDULE

F4. CONTINUOUS FOOTING PER SCHEDULE

F5. CONCRETE WALL TYPE PER SCHEDULE

MARK PLAN

SIZE

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