5. Drawings.pdf

FS BRIDGEPORT

WAREHOUSE SNOW

DAMAGE REPAIR AND

MITIGATION

Case, Lowe and Hart, Inc.

2484 Washington Blvd. Ste 510 Ogden, Utah 84401

DRAWING INDEX

G−001 TITLE SHEET

C−101 SITE PLAN

S001 STRUCTURAL NOTES

S002 STRUCTURAL NOTES

S010 SCHEDULES

S011 SCHEDULES

S012 SCHEDULES

S101 FOOTING & FOUNDATION PLAN

S102 ROOF FRAMING PLAN

S201 TYPICAL DETAILS

AD101 DEMO FLOOR PLAN

AD201 EXTERIOR DEMO ELEVATION

A−001 ARCHITECTURAL NOTES

A−101 FLOOR PLAN

A−102 ROOF PLAN

A−201 EXTERIOR ELEVATIONS

A−202 EXTERIOR ELEVATIONS

A−301 BUILDING SECTIONS

A−501 DETAILS

STEVEN J.

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ARW Engineers 1594 W Park Circle Ste #100

Ogden, Utah 84404

PROJECT LOCATION

PROJECT LOCATION

LOCATION MAP

VICINITY MAP

ALTERNATE BID ITEMS

1− PROVIDE 4" REINFORCED 4500 PSI CONCRETE

SLAB SLOPE 1/4" PER FOOT IF EXISTING GRADE

ALLOWS. PROVIDE #3 BARS AT 18" O.C. EACH

WAY. PROVIDE 1" DEEP CUT−IN CONTROL JOINTS

AT AT EACH COLUMN AND AT MID POINT BETWEEN

AT COLUMN. PROVIDE "METZGER McGUIRE" MM−80

OR EQUAL IN ALL FLOOR JOINTS.

(E) CONC SLAB

(E) FENCE

(E) GATE

EXISTING BUILDING

NEW SNOW

CANOPY

(E) GRAVEL ROAD

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GRAVEL ROADWAY

BASE BID− PROVIDE 6" DEEP 1"

GRAVEL OVER 5oz WEED BARRIER.

*ALT BID #1− PROVIDE 4" THICK 4500

PSI CONC SLAB− SEE G001.

STEVEN J.

PETERSON

6830295−0301

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1" = 50’−0"

SITE PLAN

S S

LEGEND OF SYMBOLS AND ABBREVIATIONS

AB = ANCHOR BOLT

ABV = ABOVE

ARCH = ARCHITECT

BLW = BELOW

BN = BOUNDARY NAILING

BS = BOUNDARY SCREW

BRB = BUCKLING RESTRAINED BRACE

BRBF = BUCKLING RESTRAINED BRACE FRAME

CJP = COMPLETE JOINT PENETRATION

CL = CENTERLINE

CMU = CONCRETE MASONRY UNIT

COL = COLUMN

CONC = CONCRETE

CP = CONCRETE PIER

DC = DEMAND CRITICAL

DIA / Ø = DIAMETER

DBA = DEFORMED BAR ANCHOR

DBE = DECK BEARING ELEVATION

ELEV = ELEVATION

EN = EDGE NAILING

EOD = EDGE OF DECK

FDN = FOUNDATION

FTG = FOOTING

FFE = FINISHED FLOOR ELEVATION

GB = CONCRETE GRADE BEAM

HSA = HEADED STUD ANCHOR

JBE = JOIST BEARING ELEVATION

KB = KICKER BRACE

MAX = MAXIMUM

MB = MASONRY BEAM

MC = MASONRY COLUMN

MECH = MECHANICAL

MEZZ = MEZZANINE

MIN = MINIMUM

MJ = MASONRY JAMB

MW = MASONRY WALL

NS, FS = NEAR SIDE, FAR SIDE

OAE = OR APPROVED EQUAL

OPP = OPPOSITE

PAF = POWDER ACTUATED FASTENER

PL = PLATE

REINF = REINFORCING

REQ'D = REQUIRED

SIM = SIMILAR

SSH = STEEL STUD HEADER

SSJ = STEEL STUD JAMB

SSS = STEEL STUD SILL

SSW = STEEL STUD WALL

TOB = TOP OF BEAM ELEVATION

TOC = TOP OF CONCRETE SLAB

TOF = TOP OF FOOTING

TOG = TOP OF GIRDER ELEVATION

TOM = TOP OF MASONRY

TOS = TOP OF STEEL ELEVATION

TYP = TYPICAL

UNO = UNLESS NOTED OTHERWISE

DEPRESS FDN./WALL AND POUR

FLOOR SLAB OVER AT MASONRY

FOUNDATION WALL

CONCRETE BEAM

MASONRY BEAM

FOOTING STEP

TOP OF FOUNDATION WALL OR

COLUMN PIER ELEVATION

SHEET NUMBER

TOP OF FOOTING ELEVATION

SECTION MARK

FOOTING MARK

MASONRY WALL

FRAMING ANGLE SEE TYPICAL DETAIL

FRAMING CHANNEL SEE TYPICAL

DETAIL

ITEMS, DETAILS, & SYSTEMS WHICH

ARE PART OF THE LATERAL FORCE

RESISTING SYSTEM.

MOMENT RESISTING CONNECTIONS -

SEE DETAIL

L

L

C

ELEVATION

MOMENT RESISTING CANTILEVER

CONNECTIONS - SEE DETAIL

KICKER BRACE

KB

SHEAR WALL - SEE SCHEDULE

MIN. LENGTH OF SHEAR WALL

DEPRESS FDN./WALL AND POUR

FLOOR SLAB OVER AT CONCRETE

FOUNDATION WALL

HD - SIMPSON HOLDOWN SIZE

POST - SIZE OF END POST

CONNECTED TO HOLDOWN

"A" - PLAN CONFIGURATION AT

HOLDOWN AT FOUNDATION

"A

PO

STH

D

BRACED FRAME

COLUMN SIZE

PIER MARK (PIER ELEV.)

CONCRETE WALL

STRUCTURAL NOTES :

A. GENERAL

1. THE STRUCTURAL NOTES ARE INTENDED TO COMPLEMENT THE PROJECT SPECIFICATIONS WHICH ARE PART OF THE CONSTRUCTION DOCUMENTS. SPECIFIC NOTES AND DETAILS ON THE DRAWINGS SHALL

GOVERN OVER THE STRUCTURAL NOTES AND TYPICAL DETAILS.

2. THESE DRAWINGS (AND, WHERE APPLICABLE, ACCOMPANYING WRITTEN SPECIFICATIONS) ARE THE

ONLY CONTRACT DOCUMENTS PROVIDED BY ARW ENGINEERS FOR THE PROJECT REPRESENTED

HEREIN. NOTHING IN ANY DIGITAL MODEL OR DIGITAL FILE RELATED TO THIS PROJECT SHALL BE TAKEN TO SUPERSEDE ANY INFORMATION SHOWN IN THESE DRAWINGS (INCLUDING, BUT NOT LIMITED

TO, DIMENSIONS, SIZES, ETC).

3. THE ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. THE STRUCTURAL DRAWINGS ARE SUPPLEMENTARY TO AND MUST BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS

AND OTHER CONSULTANTS DRAWINGS. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS

ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE

ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK INVOLVED. IN CASE OF CONFLICT, FOLLOW THE MOST STRINGENT REQUIREMENT AS DIRECTED BY THE

ARCHITECT AT NO ADDITIONAL COST TO THE OWNER.

4. SEE SPECIFICATIONS FOR REQUIRED SUBMITTALS. SUBMITTALS SHALL BE MADE IN A TIMELY MANNER AS INDICATED IN SPECIFICATIONS. REVIEW OF SUBMITTALS BY ARW ENGINEERS IS FOR GENERAL

COMPLIANCE ONLY AND IS NOT INTENDED AS APPROVAL. CONTRACTOR IS RESPONSIBLE FOR

VERIFYING ALL SIZES, DIMENSIONS, AND ELEVATIONS ON SUBMITTALS AS RELATED TO DESIGN

DOCUMENTS. PREPARATION OF SHOP DRAWINGS FOR STRUCTURAL ELEMENTS WILL REQUIRE

INFORMATION (I.E. DIMENSIONS, ETC.) FOUND IN THE ARCHITECTURAL, STRUCTURAL, AND OTHER

CONSULTANTS DRAWINGS.

5. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE SITE. IF ACTUAL CONDITIONS DIFFER FROM THOSE SHOWN ON CONTRACT DOCUMENTS, CONTRACTOR SHALL NOTIFY

ARCHITECT PRIOR TO FABRICATION OR CONSTRUCTION OF ANY AFFECTED ELEMENTS.

6. THE CONTRACTOR SHALL COORDINATE AND VERIFY ALL LOCATIONS AND SIZES OF MECHANICAL EQUIPMENT OR OTHER EQUIPMENT BEFORE FABRICATING AND ERECTING STRUCTURAL ELEMENTS.

SIZES AND LOCATIONS THAT DIFFER FROM THOSE SHOWN ON THE CONTRACT DOCUMENTS SHALL BE

REPORTED TO THE ARCHITECT.

7. THE CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST TO THE ARCHITECT FOR ARCHITECT AND/OR

ENGINEER APPROVAL BEFORE PROCEEDING WITH ANY CHANGES, MODIFICATIONS, OR

SUBSTITUTIONS.

8. OBSERVATION VISITS TO THE SITE BY ARW ENGINEERS FIELD REPRESENTATIVES SHALL NEITHER BE

CONSTRUED AS INSPECTION NOR APPROVAL OF CONSTRUCTION.

9. DURING AND AFTER CONSTRUCTION, BUILDER AND/OR OWNER SHALL KEEP LOADS ON STRUCTURE

WITHIN THE LIMITS OF DESIGN LOADS AS NOTED IN THESE DOCUMENTS.

10. TYPICAL OR SIMILAR DETAILS AND SECTIONS SHALL APPLY WHERE SPECIFIC DETAILS ARE NOT

SHOWN. TYPICAL OR SIMILAR DETAILS REFER TO THE CONDITION ADDRESSED AND ARE NOT

NECESSARILY DETAILS LABELED “TYPICAL” OR “SIMILAR” IN THE PLANS AND DOCUMENTS.

11. DRAWINGS AND DETAILS HAVE BEEN PREPARED WITH THE INTENT TO VISUALLY REPRESENT INFORMATION PROVIDED IN SCALED FORM; HOWEVER CONTRACTOR/SUPPLIERS SHOULD NOT SCALE

PLANS OR DETAILS FOR DIMENSIONAL INFORMATION.

12. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO DESIGN AND INSTALL ADEQUATE TEMPORARY SHORING AND BRACING FOR ALL STRUCTURAL ELEMENTS UNTIL THE ENTIRE STRUCTURAL SYSTEM IS

COMPLETED.

13. ENGINEER SHALL NOT BE RESPONSIBLE FOR ACTIVITIES UNDER CONTROL OF THE CONTRACTOR SUCH AS CONSTRUCTION SITE SAFETY, MEANS, METHODS AND SEQUENCING OF CONSTRUCTION. ENGINEER SHALL NOT BE RESPONSIBLE FOR FABRICATION, ERECTION AND CONSTRUCTION REQUIREMENTS AS PRESCRIBED BY OSHA OR OTHER REGULATORY AGENCIES REGARDLESS OF INDICATIONS IN THESE

DOCUMENTS.

14. NOTICE OF COPYRIGHT: THESE STRUCTURAL DRAWINGS ARE HEREBY COPYRIGHTED BY ARW

ENGINEERS, ALL RIGHTS RESERVED. THESE DOCUMENTS DEFINE A STRUCTURE AND ARE

INSTRUMENTS OF SERVICE, FOR ONE USE ONLY. REPRODUCTION AND DISTRIBUTION OF THESE

DRAWINGS IS ONLY ALLOWED AS REQUIRED FOR REGULATORY AGENCIES AND FOR CONVEYANCE OF INFORMATION TO PARTIES INVOLVED IN THE CONSTRUCTION OF THIS PROJECT. THESE DOCUMENTS

SHALL NOT BE REPRODUCED OR COPIED, IN PART OR WHOLE BY ANY PARTY FOR USE IN

PREPARATION OF SHOP DRAWINGS OR OTHER SUBMITTALS.

15. WHERE THE WORD "SHALL" OCCURS IN THESE DRAWINGS AND ANY ACCOMPANYING SPECIFICATIONS, IT IS CONSIDERED A MANDATORY OBLIGATION AND SYNONYMOUS WITH THE PHRASE "HAS DUTY TO".

B. STATEMENT OF SPECIAL INSPECTIONS AND SPECIAL INSPECTIONS

1. THE DESIGNATED SEISMIC/WIND SYSTEMS AND SEISMIC/WIND-FORCE-RESISTING SYSTEMS THAT ARE SUBJECT TO SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC SECTION 1705.12 AND 1705.13 ARE IDENTIFIED ON THESE DOCUMENTS WITH A CIRCLE “L”. ALL OTHER ITEMS REQUIRING SPECIAL INSPECTION ARE IDENTIFIED IN THE SPECIAL INSPECTION SCHEDULE ON SHEET S010 AND S011.

2. SPECIAL INSPECTIONS AND TESTING ARE TO BE PROVIDED AS REQUIRED BY IBC SECTIONS 1704

THROUGH 1705 AND OTHER APPLICABLE SECTIONS OF THE IBC. THE TYPE AND FREQUENCY OF

TESTING AND SPECIAL INSPECTIONS SHALL BE AS NOTED IN THE SPECIAL INSPECTION SCHEDULE, JOB SPECIFICATIONS, AND ACCORDANCE WITH IBC SECTION 110 AND CHAPTER 17. CONTRACTOR SHALL

COORDINATE AND COOPERATE WITH REQUIRED INSPECTIONS.

3. ALL TESTING AND SPECIAL INSPECTION SHALL BE PROVIDED BY A QUALIFIED INDEPENDENT SPECIAL INSPECTION AGENCY IN ACCORDANCE WITH IBC 1704 AND AS OUTLINED IN THE JOB SPECIFICATIONS.

REPORTS OF FINDINGS OR DISCREPANCIES SHALL BE NOTED AND FORWARDED TO THE CONTRACTOR, ARCHITECT, ENGINEERS, AND BUILDING OFFICIAL IN A TIMELY MANNER.

4. CONSTRUCTION ADMINSTRATION SERVICES ARE OUTSIDE ARW ENGINEERS' SCOPE OF WORK.

5. IN ACCORDANCE WITH IBC 1704.4, THE CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR’S

STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER. THE STATEMENT SHALL BE

SUBMITTED PRIOR TO THE CONSTRUCTION OF ANY SEISMIC/WIND-FORCE-RESISTING SYSTEM,

DESIGNATED SEISMIC/WIND SYSTEM, OR COMPONENT IDENTIFIED IN THESE DOCUMENTS WITH A

CIRCLE “L”.

C. BASIS OF DESIGN

1. GOVERNING BUILDING CODE : CALIFORNIA BUILDING CODE (CBC) 2022

RISK CATEGORY : III

2. ROOF LOADS

a. FLAT-ROOF SNOW LOAD, Pf : 60.5 PSF

1. GROUND SNOW LOAD, Pg : 65 PSF

2. SNOW EXPOSURE FACTOR, Ce : 1.0

3. SNOW LOAD IMPORTANCE FACTOR, Is : 1.1

4. THERMAL FACTOR, Ct : 1.2

5. SLOPE FACTOR, CS : 1.0

6. SNOW DRIFT : SHOWN ON PLANS WHERE APPLICABLE.

b. LIVE LOAD = 20 PSF

c. DEAD LOAD = 12 PSF

d. SPECIAL LOADS, IE. PHOTOVOLTAIC PANEL SYSTEMS, ETC. = 0 PSF

e. RAIN INTENSITY, i : 1.5 IN/HR

3. WIND DESIGN

a. BASIC WIND SPEED (3 SECOND GUST) : 102 MPH

b. ALLOWABLE STRESS DESIGN WIND SPEED, VASD : 79 MPH

c. WIND EXPOSURE : C

d. INTERNAL PRESSURE COEFFICIENT, GCPI : 0

e. COMPONENT AND CLADDING DESIGN WIND PRESSURE SHALL BE AS REQUIRED PER ASCE 7-16.

4. SEISMIC DESIGN :

a. SEISMIC IMPORTANCE FACTOR, IE : 1.25

b. SITE CLASS : D (DEFAULT)

c. MAPPED SPECTRAL RESPONSE ACCELERATIONS : SS = 1.153, S1 = 0.386

d. SPECTRAL RESPONSE COEFFICIENTS : SDS = 0.922, SD1 = N/A

e. SEISMIC DESIGN CATEGORY : D

f. BASIC SEISMIC-FORCE-RESISTING SYSTEM : STEEL ORDINARY CANTILEVERED COLUMNS

g. DESIGN BASE SHEAR : VN-S = 43 K , VE-W = 43 K

h. SEISMIC RESPONSE COEFFICIENT, CS : 0.74

i. RESPONSE MODIFICATION FACTOR, R : 1.25

j. ANALYSIS PROCEDURE : STATIC

D. FOUNDATION

1. GENERAL

a. DESIGN SOIL PRESSURE : 1500 PSF

b. ALL FOOTINGS SHALL BE PLACED ON MECHANICALLY COMPACTED FILL COMPACTED TO NOT LESS

THAN 95% OF MODIFIED PROCTOR DENSITY (ASTM D-1557).

c. UNLESS NOTED OTHERWISE, ALL CONCRETE SLABS ON EARTH SHALL BEAR ON STRUCTURAL FILL

COMPACTED TO 90% OF MODIFIED PROCTOR DENSITY (ASTM D-1557).

d. TOP OF FOOTING ELEVATIONS SHOWN ON THE FOOTING AND FOUNDATION PLAN ARE BASED ON

PRELIMINARY GRADING INFORMATION AND SHALL BE VERIFIED PRIOR TO CONSTRUCTION. STEPS

WHERE SHOWN ARE AT APPROXIMATE LOCATIONS. ACTUAL STEP LOCATIONS SHALL BE AT THE

CONTRACTOR’S DISCRETION BASED UPON FIELD CONDITIONS. ALL EXTERIOR FOUNDATIONS SHALL

BEAR A MINIMUM OF 18" BELOW LOWEST ADJACENT FINAL GRADE.

e. ALL WALLS (EXCEPT CANTILEVERED RETAINING WALLS) SHALL BE ADEQUATELY BRACED AGAINST LATERAL MOVEMENT PRIOR TO BACKFILLING. DESIGN AND ERECTION OF BRACING/SHORING SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. BRACING SHALL REMAIN IN PLACE UNTIL

SUPPORTING STRUCTURAL ELEMENTS ARE IN PLACE AND HAVE ATTAINED FULL STRENGTH.

f. UNLESS NOTED OTHERWISE, ALL FOOTINGS AT COLUMNS SHALL BE CENTERED BELOW COLUMNS.

g. UNLESS NOTED OTHERWISE, ALL FOOTINGS SHALL HAVE VERTICAL FACES FORMED WITH

STANDARD FORMING MATERIALS (WOOD, METAL, ETC.). WITH PRIOR APPROVAL OF ARCHITECT AND

ENGINEER, CONCRETE FOR FOOTINGS CAN BE PLACED IN EXCAVATED SOIL “FORMS” PROVIDED

THAT THE DIMENSIONS ARE INCREASED 3” ON ALL SIDE.

h. UNLESS NOTED AND DETAILED OTHERWISE, NO PIPES, DUCTS, CONDUITS, NON-STRUCTURAL ITEMS, ETC. SHALL BE BURIED BELOW OR EMBEDDED IN FOOTINGS / FOUNDATION WALLS. SEE TYPICAL DETAIL FOR CONDITIONS WHERE THESE ITEMS CROSS OR RUN PARALLEL TO FOOTINGS /

FOUNDATION WALLS.

E. CONCRETE

1. ALL CONCRETE MIX DESIGNS SHALL COMPLY WITH THE REQUIREMENTS LISTED BELOW :

EXPOSURE f'c, AT MAX. AIR MAX.

ELEMENT CATEGORY 28 DAYS W/C CONTENT AGGREGATE

F S W C (PSI) RATIO % SIZE

FTG / Grade Beams / FDN Wallsa F2 S0 W1 C1 4500 0.45 Note b 1" Retaining Walls F2 S0 W1 C1 4500 0.45 Note b 1" All Other Site Cast Concrete F2 S0 W1 C1 4500 0.45 Note b 1"

NOTES :

a. ELEMENT IS EXPOSED TO FREEZING AND / OR IS LOCATED ABOVE THE FROST LINE.

b. TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO CYCLES OF FREEZING AND THAWING SHALL

BE DETERMINED IN ACCORDANCE WITH THIS SCHEDULE. TOLERANCE ON AIR CONTENT AS

DELIVERED SHALL BE +/- 1.5 PERCENT.

NOMINAL MAXIMUM TARGET AIR CONTENT, PERCENT

AGGREGATE SIZE, IN. F1 F2 AND F3

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 2 4 5 3 3.5 4.5

2. WATER USED IN MIXING CONCRETE SHALL CONFORM TO ASTM C1602.

3. NO CONDUIT, PIPES, DUCTS, SLEEVES, ETC. SHALL BE PLACED IN STRUCTURAL CONCRETE UNLESS

SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. NO ALUMINUM PRODUCTS SHALL BE EMBEDDED IN CONCRETE. PENETRATIONS THRU STRUCTURAL CONCRETE ELEMENTS MUST BE APPROVED BY THE ENGINEER AND SHALL BE BUILT INTO THE ELEMENT PRIOR TO CONCRETE

PLACEMENT.

F. ANCHOR BOLTS/EMBEDDED BOLTS

1. ALL ANCHOR BOLTS SHALL HAVE ASTM A-563 HEAVY HEX NUT AND ASTM F-436 WASHERS AT STANDARD OR OVERSIZED HOLES PER AISC SPECIFICATION TABLE J3.3. WHERE HOLE SIZES DO NOT

COMPLY WITH THE LIMITATIONS FOR OVERSIZED HOLES THE STRUCTURAL ENGINEER SHALL BE

NOTIFIED TO DETERMINE STEEL PLATE WASHER REQUIREMENTS. ANCHOR BOLTS SHALL COMPLY

WITH THE FOLLOWING :

a. ASTM F1554 GRADE 105 HEADED BOLTS.(ASTM F1554 THREADED ROD OF SAME GRADE MAY BE

USED WITH DOUBLE NUT AND WASHER.)

2. SEE TYPICAL ANCHOR BOLT DETAIL FOR DEFINITIONS OF EMBEDMENT LENGTH, ETC.

3. FURNISH TEMPLATES AND OTHER DEVICES AS NECESSARY FOR PRESETTING ALL BOLTS PRIOR TO

PLACING CONCRETE AND/OR GROUT.

4. IF THREADED RODS ARE USED AS PERMITTED ABOVE, THEY SHALL BE CLEAR OF SOIL AND DIRT.

5. WHERE REQUIRED FOR ERECTION, HOLES LARGER THAN OVERSIZED MAY BE PERMITTED WITH THE

USE OF STEEL PLATE WASHERS AT THE DISCRETION OF THE STRUCTURAL ENGINEER.

G. REINFORCING STEEL

1. REINFORCING BAR STRENGTH REQUIREMENTS:

a. ALL REINFORCING BARS SHALL CONFORM TO ASTM STANDARD A-615 GRADE 60. ADEQUATELY TIE

AND SUPPORT ALL REINFORCING STEEL AS SPECIFIED BY ACI 117, TO MAINTAIN EXACT REQUIRED

POSITION.

2. ALL REINFORCING STEEL SHALL BE TIED IN PLACE AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET STABBING OF ANY REINFORCING STEEL IS NOT PERMITTED, UNLESS SPECIFICALLY

DETAILED OTHERWISE OR APPROVED BY THE ENGINEER.

3. ALL FIELD BENT DOWELS SHALL BE GRADE 40 WITH SPACING INDICATED REDUCED BY 1/3.

4. UNLESS NOTED OTHERWISE, REINFORCEMENT SHALL HAVE THE FOLLOWING CONCRETE COVERAGE :

a. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ….. 3”

b. EXPOSED TO EARTH OR WEATHER :

1. #6 & LARGER ….. 2”

2. #5 & SMALLER …..1-1/2”

5. EXCEPT WHERE NOTED ON PLANS OR DETAILS CONTINUOUS REINFORCEMENT SHALL BE SPLICED AT

POINTS OF MINIMUM STRESS BY LAPPING PER THE REBAR LAP SCHEDULE.

6. REINFORCING STEEL MAY BE SPLICED WITH MECHANICAL COUPLERS THAT HAVE A TENSION CAPACITY OF AT LEAST 125% OF THE STRENGTH OF THE BAR. MECHANICAL COUPLERS SHALL BE A POSITIVE CONNECTING TYPE COUPLER, AND SHALL BE INSTALLED IN ACCORDANCE WITH AN APPROVED ICC RESEARCH REPORT. WHERE THESE ARE USED, SPLICES ON ADJACENT BARS SHALL BE STAGGERED

AT LEAST 24 INCHES ALONG THE LENGTH OF THE BARS.

7. ALL VERTICAL REINFORCING IN STRUCTURAL ELEMENTS ABOVE SHALL BE SPLICED WITH MATCHING DOWELS EMBEDDED WITHIN THE FOOTINGS OR STRUCTURE BELOW. SPLICE LENGTHS SHALL COMPLY WITH REBAR LAP SCHEDULE. DOWELS INTO FOOTINGS SHALL TERMINATE WITH A STANDARD HOOK, AND SHALL EXTEND TO WITHIN 4” OF THE BOTTOM OF THE FOOTING, BUT NEED NOT EXTEND MORE

THAN 20” INTO FOOTING.

8. DO NOT WELD REINFORCING EXCEPT AS NOTED ON PLANS, WHERE REINFORCING IS WELDED, USE

ASTM A-706 REINFORCING.

9. REINFORCING BARS, TIES, AND TENDONS SHALL BE SUPPORTED BY NYLON CONES, PLASTIC-COATED TIE-WIRES, OR PLASTIC-COATED CHAIRS. REINFORCING IN FOOTINGS IS PERMITTED TO BE SUPPORTED

ON CONCRETE DOBIES.

10. UNLESS NOTED OTHERWISE, HOOKS, STIRRUPS, TIES, AND OTHER BENDS IN REINFORCING STEEL SHALL MEET THE STANDARDS SET FORTH IN ACI 318/318R-19. UNLESS OTHERWISE PERMITTED BY THE ENGINEER, ALL REINFORCEMENT SHALL BE BENT COLD. REINFORCEMENT PARTIALLY EMBEDDED IN

CONCRETE SHALL NOT BE FIELD BENT, EXCEPT AS SHOWN ON THESE DRAWINGS OR OTHERWISE

PERMITTED BY THE ENGINEER.

11. UNLESS SPECIFICALLY NOTED AND/OR DETAILED IN THE STRUCTURAL DRAWINGS CONDUIT SHALL NOT

BE IN CONTACT WITH REINFORCING STEEL.

STRUCTURAL NOTES CONTINUED ON SHEET S002

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Structural Sheet Index

SHEET

NUMBER SHEET NAME

S001 STRUCTURAL NOTES

S002 STRUCTURAL NOTES

S010 SCHEDULES

S011 SCHEDULES

S012 SCHEDULES

S101 FOOTING & FOUNDATION PLAN

S102 ROOF FRAMING PLAN

S201 TYPICAL DETAILS

H. STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION

OF THE FOLLOWING:

a. ANSI/AISC 360-16 “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”, WITH “COMMENTARY” AND

“SUPPLEMENTS” AS REQUIRED BY BUILDING CODE.

b. AISC 303-16 “CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES” EXCLUDING THE

FOLLOWING SECTIONS: 4.4, 4.4.1, AND 4.4.2.

c. AISI “SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS”.

d. AISC “SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS”.

e. AWS D1.1 AND 1.3, “STRUCTURAL WELDING CODE” (EXCEPT SPECIFIC ITEMS DO NOT APPLY IF THEY

CONFLICT WITH AISC).

f. ANSI/AISC 341-16 “SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS”.

g. AWS D1.8, "STRUCTURAL WELDING CODE - SEISMIC".

2. STRUCTURAL STEEL SHALL COMPLY WITH THE FOLLOWING:

a. WIDE FLANGE SHAPES, CHANNELS, AND WT SHAPES - ASTM A992 (Fy = 50 ksi)

b. OTHER SHAPES, PLATES, ANGLES, AND BARS - ASTM A572 (Fy = 50 ksi) (UNO)

c. HOLLOW STRUCTURAL SECTIONS (HSS) - ASTM A500, GRADE C (Fy = 50 ksi)

d. THREADED ROD - ASTM A-449.

e. NON-SHRINK GROUT - ASTM C1107. NON-SHRINK GROUT SHALL BE PRE-PACKAGED, NON-METALLIC, WITH A 28-DAY COMPRESSIVE STRENGTH OF 6,000 PSI.

3. CONNECTIONS SHALL COMPLY WITH THE STRUCTURAL DRAWINGS UNLESS WRITTEN APPROVAL TO

CHANGE IS GIVEN BY THE STRUCTURAL ENGINEER.

4. ALL SHOP FABRICATIONS SHALL BE PERFORMED BY AN APPROVED FABRICATOR IN ACCORDANCE

WITH SECTIONS 1702 AND 1704 OF THE CBC OR WITH SHOP INSPECTION BY AN INDEPENDENT AGENCY

IN ACCORDANCE WITH SECTION 1704.2.5 OF THE CBC.

5. WELDING

a. ALL WELDING AND CUTTING SHALL BE PERFORMED BY AWS QUALIFIED WELDERS IN ACCORDANCE

WITH ANSI/AWS D1.1 (LATEST EDITION).

b. USE E-70XX ELECTRODES UNLESS NOTED OTHERWISE. E-60XX MAY BE USED FOR WELDING STEEL

DECKS.

c. ALL INTERSECTING STEEL SHAPES WHICH ARE NOT CONNECTED WITH BOLTS SHALL BE WELDED

TOGETHER WITH A FILLET WELD ALL AROUND UNLESS NOTED OTHERWISE. WHERE WELD SIZES

ARE NOT SHOWN, USE THE FOLLOWING:

1. WHERE THE THICKNESS OF THE CONNECTED PARTS IS EQUAL TO OR THICKER THAN 1/4”, WELD

SIZE SHALL BE 1/16” LESS THAN THE THICKNESS OF THE THINNEST PART.

2. WHERE ANY OF THE CONNECTED PARTS IS LESS THAN 1/4” THICK, WELD SIZE SHALL BE THE

SAME AS THE THICKNESS OF THE THINNEST PART.

d. WELDING OF HSA’S (HEADED STUD ANCHORS) AND DBA’S (DEFORMED BAR ANCHORS) SHALL

CONFORM TO THE MANUFACTURER’S SPECIFICATIONS AND AWS D1.1 REINFORCING BARS SHALL

NOT BE SUBSTITUTED FOR HSA'S OR DBA'S.

e. WHEREVER POSSIBLE, WELDS SHALL BE SHOP WELDS. SPECIAL CONSIDERATIONS, SUCH AS ITEMS

WHICH MAY NEED ADJUSTMENT AT THE SITE, REQUIRE THAT SOME WELDS BE FIELD WELDS.

WHERE QUESTIONS OR DISCREPANCIES OCCUR THE CONTRACTOR SHALL COORDINATE THE

WORK BETWEEN THE SHOP FABRICATOR AND THE STEEL ERECTOR.

6. BOLTING

a. UNLESS NOTED OTHERWISE, ALL STRUCTURAL STEEL TO STEEL CONNECTIONS SHALL USE HIGH

STRENGTH BOLTS CONFORMING TO ASTM F3125 GR. A325.

b. UNLESS NOTED OTHERWISE, ALL BOLTING IS CLASSIFIED AS NON-SLIP CRITICAL BEARING TYPE

CONNECTIONS WITH THREADS INCLUDED IN SHEAR PLANE. TIGHTEN BOLTS TO A SNUG TIGHT

CONDITION, WITH ALL PLIES OF THE JOINT IN FIRM CONTACT.

c. WHERE OVERSIZED OR SLOTTED HOLES OCCUR IN THE OUTER PLY, AN ASTM F436 WASHER OR 5/16” THICK COMMON PLATE WASHER SHALL BE USED AS REQUIRED TO COMPLETELY COVER THE

HOLE.

d. BOLTS SHALL BE CENTERED IN SLOTTED HOLES, UNLESS NOTED OTHERWISE.

e. WHERE A STEEL BEAM TO BEAM CONNECTION IS NOT SHOWN, PROVIDE AN AISC STANDARD

FRAMED CONNECTION SIZED FOR 1/2 OF THE TOTAL LOAD CAPACITY OF THE BEAM FOR THE SPAN

AND STEEL SPECIFIED.

7. METAL DECKING

a. UNLESS NOTED OTHERWISE, NEW METAL ROOF DECK ON SNOW CANOPY SHALL BE 20 GAUGE

TYPE B, PAINTED STEEL. SEE ROOF DECK SCHEDULE FOR ATTACHMENTS. ROOF & WALL PATCHING

SHALL MATCH EXISTING PROFILE, COLOR, AND GAUGE.

b. PAINTED STEEL DECK SHALL CONFORM TO EITHER ASTM A1008 OR A1039, GRADE 50 STEEL AND GALVANIZED STEEL DECK SHALL CONFORM TO EITHER ASTM A653 OR A1063, GRADE 50 STEEL, WITH A ZINC COATING DESIGNATION OF G60.

c. BUILDING ELEMENTS MAY BE SUPPORTED BY HANGING DIRECTLY FROM METAL DECKING, PROVIDED THAT THE TOTAL WEIGHT PER CONNECTION IS LESS THAN 50 LBS AND THAT THE

ATTACHMENT TO THE DECKING IS DISTRIBUTED ACROSS AT LEAST TWO RIBS AND SPACED AT

LEAST 6 FEET APART IN ANY DIRECTION.

8. PROVIDE FULL DEPTH WEB STIFFENER PLATES AT EACH SIDE OF STEEL BEAMS AT ALL BEARING (EXCEPT SECONDARY FRAMING) POINTS. STIFFENER PLATES SHALL BE THICKNESS SHOWN UNLESS

NOTED OTHERWISE AND SHALL BE WELDED BOTH SIDES WITH FILLET WELDS ALL AROUND.

FLANGE WIDTH STIFFENER THICKNESS WELD THICKNESS

< 8 1/4” 1/4” 3/16”

8 1/4” < BF < 12 1/2” 3/8” 1/4”

12 1/2” < BF < 18” 1/2” 5/16”

9. FABRICATORS AND SUPPLIERS SHALL COORDINATE PAINT/FINISHES WITH REQUIREMENTS FOR DIRECT

APPLIED INSULATION, FIREPROOFING, ETC. AS NOTED IN THE PROJECT SPECIFICATIONS.

10. UNLESS NOTED OTHERWISE, ALL HORIZONTAL FRAMING MEMBERS SHALL BE ERECTED WITH THE

NATURAL CROWN UP.

11. UNLESS OTHERWISE SHOWN OR DETAILED IN THE PLANS, ALL STEEL COLUMNS, BEAMS, BRACES, STRUTS, ETC. SHALL BE CONTINUOUS BETWEEN CONNECTIONS OR SUPPORTS. SPLICES IN MEMBERS

SHALL NOT BE PERMITTED WITHOUT WRITTEN APPROVAL BY THE ENGINEER OF RECORD.

I. EXISTING BUILDING NOTES

1. ARW ENGINEERS EXPRESSLY DISCLAIMS RESPONSIBILITY FOR ANY PORTION OF THE EXISTING

BUILDING NOT SPECIFICALLY ADDRESSED IN THESE DRAWINGS.

2. DRAWINGS AND DETAILS HAVE BEEN PREPARED TO REFLECT THE EXISTING CONDITIONS AND

CONFIGURATIONS OF STRUCTURAL ELEMENTS. HOWEVER, THE CONTRACTOR IS ULTIMATELY

RESPONSIBLE FOR VERIFYING ALL EXISTING CONDITIONS AND ALERTING THE ENGINEER OF ANY

DISCREPANCIES FOUND PRIOR TO FABRICATING OR INSTALLING STRUCTURAL ELEMENTS.

3. THE CONTRACTOR IS RESPONSIBLE FOR MAKING SURE THAT THE BUILDING AND ELEMENTS WITHIN THE BUILDING REMAIN STABLE UNTIL CONSTRUCTION IS COMPLETE. AT NO ADDITIONAL COST TO THE OWNER, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING SHORING OR OTHER TEMPORARY

SUPPORT OF STRUCTURAL MEMBERS UNTIL THE FINAL CONFIGURATION HAS BEEN COMPLETED.

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S T R U C T U R A L

N O T E S

ROOF DECK SCHEDULE

FASTENING PATTERNS

KEY PLAN

ATTACHMENT

SPACINGPATTERNGA.TYPEDEPTH TYPE2

AREA

DECK

SUPPORTS SIDE SEAMS

SPACINGTYPE2

SUPPORTS PARALLEL

TO FLUTES

MIN. SHEAR

CAPACITY,

lb/ft (ASD)TYPE2

A 1 1/2 B 20 PAF 36/7 VSC2/SCREWS 24" PAF 24" N/A

NOTES :

1. ALL ROOF DECKING TO BE SUPPLIED BY VERCO, OR APPROVED EQUAL. ALTERNATE DECKING SHALL BE SUBMITTED WITH CURRENT ICC APPROVAL

TO ENGINEER FOR REVIEW AND APPROVAL. ALTERNATE DECKING SYSTEMS SHALL MEET OR EXCEED THE MINIMUM SHEAR CAPACITY AND SHALL PROVIDE GREATER THAN OR EQUAL TO THE MINIMUM SHEAR STIFFNESS LISTED IN THE SCHEDULE.

2. PAF = HILTI X-HSN 24 POWDER ACTUATED FASTENERS, VSC2 = VERCO SIDELAP CONNECTION WITH PUNCHLOK TOOL, SCREWS = SELF DRILLING

SCREW PER ASTM C1513, SPOT WELD = 3/4" VISIBLE DIAMETER SPOT WELD.

3. USE NESTABLE (OVERLAPPING) SIDE SEAMS AT SCREW ATTACHMENTS AND INTERLOCKING SIDE SEAMS AT WELDS.

4. IF N DECK IS NOT NESTABLE, N DECK END BUTT JOINTS OVER STEEL JOISTS SHALL USE 16 GA. x 6" CONTINUOUS SHEET BETWEEN DECK AND JOIST

TOP CHORD ANGLES. DECK WELDS TO PENETRATE SHEET AND ENGAGE JOIST CHORD.

5. ALL DECK WITH A PROFILE DEPTH OF 2" OR LESS SHALL HAVE NESTED OR TELESCOPED END LAPS.

6. WHERE WELDS ARE USED, SUPPORT WELDS AT INTERLOCKING SIDELAPS MAY BE 3/8" x 1-1/4" ARC SEAM WELDS IN LIEU OF ARC SPOT WELDS.

PATTERN : 36/7

MIN. SHEAR

STIFFNESS

G' (kip/in)

N/A

COMMENTS

(6)

EXISTING BUILDING

TYPE STRENGTH

FOR CONCRETE APPLICATIONS (ACI 318 - 19)

BAR LOCATION

CONCRETE

#3

BAR SIZE

CONCRETE REINFORCING & SPLICE LENGTHS (IN)

2022 CBC CONCRETE REBAR LAP SPLICE SCHEDULE (60KSI REBAR)

VERT. WALL BARS,

FILL ON METAL DECK

NWC 4500 PSI 14

NOTES :

1. MECHANICAL COUPLERS MAY BE USED IN LIEU OF LAP SPLICES SHOWN. SEE STRUCTURAL NOTES FOR MINIMUM COUPLER CAPACITY. WHERE MECHANICAL COUPLERS ARE USED, STAGGER ADJACENT SPLICES A MINIMUM OF 24" AS

INDICATED ABOVE.

2. WHERE EPOXY COATING IS USED, LENGTHS INDICATED IN THIS SCHEDULE SHALL BE INCREASED BY 50%. HOOKED DEVELOPMENT LENGTHS (ℓdh) SHALL INCREASE BY 20%.

3. WHEN SPLICING BARS OF DIFFERENT SIZES, USE LAP SPLICE LENGTH OF LARGER BARS UNO.

4. SPLICE BARS LARGER THAN #11 USING MECHANICAL COUPLERS.

5. SLAB TOP BARS ONLY FOR SLABS 12" OR GREATER IN THICKNESS.

HORIZ. WALL BARS,

FOOTING TOP BARS

BEAM BOTTOM BARS,

COLUMN BARS

SLAB TOP BARS5

BEAM TOP BARS

NWC 4500 PSI

NWC 4500 PSI

NWC 4500 PSI

NWC 4500 PSI

ℓd ℓs ℓdh

18 6

14 18 6

12 16 6

18 23 6

#4 ℓd ℓs ℓdh

23 6

#5 ℓd ℓs ℓdh

#6 ℓd ℓs ℓdh

#7 ℓd ℓs ℓdh

18 23 9

12 16 6

24 31 9

#8 ℓd ℓs ℓdh

#9 ℓd ℓdh

#10 ℓd ℓdh

#11 ℓd ℓdh

23 30 8

23 30 12

13 17 8

30 39 12

27 35 10

27 35 16

16 21 10

35 46 16

40 52 12

40 52 20

23 30 12

51 66 20

45 59 15

45 59 24

26 34 15

59 77 24

66 18

66 29

38 18

86 29

74 21

74 34

43 21

96 34

83 25

83 40

47 25

107 40

DEVELOPMENT LENGTH

ℓd

LAP SPLICE LENGTH

ℓs

FACE OF JOINT OR

CRITICAL SECTION

FACE OF JOINT OR

CRITICAL SECTION

ℓdh

CLEAR

2' - 0"

COUPLER OR

WELDED SPLICE

HOOK DEVELOPMENT

LENGTH

COMMENTS

ℓs ℓsℓs

18 23 6 24 31 6 30 39 8 35 46 10 51 66 12 59 77 15 86 18 96 21 107 2566 74 82

FOOTING BOTTOM BARS,

SLAB ON GRADE

ESTABLISHED PER 2022 CBC SECTION 110 AND CHAPTER 17

ITEM

GENERAL SPECIAL INSPECTION NOTES :

PERIODIC3CONTINUOUS3 REFERENCE COMMENTS

GROUTING BONDED TENDONS

APPLICATION OF PRESTRESSING FORCES

SEE CBC TABLE 1705.3 - REF. NOTE C1

REFERENCE NOTE C4

REFERENCE NOTE C5

REFERENCE NOTE C2

REFERENCE NOTE C3

REFERENCE NOTE F1

REFERENCE NOTE F3

REFERENCE NOTE F1

REFERENCE NOTE F2

REFERENCE NOTE F1

REFERENCE NOTE F2

POST-INSTALLED ANCHOR PLACEMENT

VERIFICATION OF IN-SITU STRENGTH

ERECTION OF PRECAST MEMBERS

PRESTRESSED CONCRETE

CURING TEMPERATURE / TECHNIQUES

CONCRETE PLACEMENT / SAMPLING

VERIFYING REQUIRED DESIGN MIX

ANCHORS CAST IN CONCRETE

WELDING OF REINFORCING STEEL

REINFORCING STEEL PLACEMENT

PROPERLY PREPARED SITE AND SUB-GRADE PRIOR

TO FILL.

VERIFY ADEQUATE MATERIALS BELOW FOOTINGS

EXCAVATIONS EXTEND TO PROPER DEPTH AND

REACH PROPER MATERIAL

CLASSIFY & TEST CONTROLLED FILL MATERIALS

FILL MATERIAL AND PLACEMENT

CONCRETE CONSTRUCTION (CBC 1705.3)

SPECIAL INSPECTION SCHEDULE 1, 2

SOILS (CBC 1705.6)

1. SPECIAL INSPECTION IS NOT REQUIRED FOR CONC. ISOLATED SPREAD FOOTINGS, CONTINUOUS FOOTINGS, NON-STRUCTURAL SLABS, FOUNDATION WALLS, PATIOS, DRIVEWAYS, AND SIDEWALKS PROVIDED THE REQUIREMENTS OF CBC 1705.3 ARE MET.

2. PERIODIC SPECIAL INSPECTION IS ALLOWED FOR VERIFICATION OF THE WELDABILITY OF REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS, AND SHEAR REINFORCEMENT. PERIODIC SPECIAL INSPECTION IS ALLOWED FOR WELDING OF OTHER ASTM A 706 REINFORCING STEEL NOT INCLUDED IN THE CONTINUOUS SPECIAL INSPECTION REQUIREMENTS NOTED ABOVE.

3. PERFORM AIR, SLUMP AND TEMP. TESTS WHEN CONCRETE SAMPLES ARE CAST.

4. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR VERIFICATION OF IN-SITU CONCRETE STRENGTH PRIOR TO STRESSING OF TENDONS

IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS.

5. EPOXY AND EXPANSION ANCHORS INTO MASONRY OR CONCRETE MAY BE USED ONLY WHEN APPROVED BY ARCHITECT AND/OR

ENGINEER USING AN APPROVED PRODUCT WITH CURRENT PUBLISHED ICC RESEARCH REPORT NUMBERS. COORDINATE CONTINUOUS/PERIODIC SPECIAL INSPECTION REQUIREMENTS WITH ICC REPORT AND ACI 318: 17.8.2.4.

6. CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR PRECAST CONCRETE DIAPHRAGM CONNECTIONS OR REINFORCEMENT AT JOINTS CLASSIFIED AS MODERATE OR HIGH DEFORMABILITY ELEMENTS IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E, OR F.

7. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE INSTALLATION TOLERANCES OF PRECAST CONCRETE DIAPHRAGM

CONNECTIONS FOR COMPLIANCE WITH ACI 550.5.

8. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR FORMWORK SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING

FORMED.

1. SPECIAL INSPECTION OF SOILS SHALL REFERENCE THE APPROVED GEOTECHNICAL REPORT TO DETERMINE COMPLIANCE.

2. WHERE GEOTECHNICAL REPORT IS NOT PROVIDED SPECIAL INSPECTIONS ARE REQUIRED TO VERIFY THAT THE IN-PLACE DRY

DENSITY OF THE COMPACTED FILL IS NOT LESS THAN 90 PERCENT OF THE MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE

CONTENT DETERMINED IN ACCORDANCE WITH ASTM D1557.

3. CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING FILL PLACEMENT. VERIFY USE OF PROPER MATERIALS AND PROCEDURES IN ACCORDANCE WITH THE PROVISIONS OF THE APPROVED GEOTECHNICAL REPORT. VERIFY DENSITIES AND

LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.

1. THE ITEMS MARKED WITH A " " IN THE SPECIAL INSPECTION SCHEDULE SHALL BE INSPECTED IN ACCORDANCE WITH CBC CHAPTER 17 BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS, REFER TO THE MATERIAL SAMPLING AND TESTING SECTION, THE PROJECT SPECIFICATIONS, AND THE SPECIFIC GENERAL NOTES SECTIONS. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THE ARCHITECT, ENGINEER, CONTRACTOR, AND BUILDING OFFICIAL.

ANY ITEMS WHICH FAIL TO COMPLY WITH THE APPROVED CONSTRUCTION DOCUMENTS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF DISCREPANCIES ARE NOT CORRECTED, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL, ARCHITECT, AND ENGINEER PRIOR TO COMPLETION OF THAT PHASE OF WORK. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS.

2. ANY CONSTRUCTION OR MATERIAL THAT HAS FAILED INSPECTION SHALL BE SUBJECT TO REMOVAL AND REPLACEMENT.

3. CONTINUOUS SPECIAL INSPECTION MEANS 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. PERIODIC SPECIAL INSPECTION MEANS 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. (CBC SECTION 202)

F F

F

C

C

C C

C

C

C

C

CONCRETE AND SHOTCRETE PLACEMENT /

APPLICATION TECHNIQUES

PRECAST CONCRETE DIAPHRAGM CONNECTIONS REFERENCE NOTE C6 AND C7

INSTALLATION OF THE EMBEDED PARTS

CONTINUITY OF REINFORCEMENT ACROSS JOINTS

CONNECTION COMPLETION IN THE FIELD

FORMWORK REFERENCE NOTE C8

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S C H E D U L E

ESTABLISHED PER 2022 CBC SECTION 1705.2.1

WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE

STRUCTURAL STEEL SPECIAL INSPECTION SCHEDULE

INSPECTION TASKS PRIOR TO WELDING (TABLE N5.4-1)

MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

MATERIAL IDENTIFICATION (TYPE / GRADE)

WELDER IDENTIFICATION SYSTEM1

* JOINT PREPARATION

FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

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

* CLEANLINESS (CONDITION OF STEEL SURFACES)

* TACKING (TACK WELD QUALITY AND LOCATION)

* BACKING TYPE AND FIT (IF APPLICABLE)

CONFIGURATION AND FINISH OF ACCESS HOLES

* DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

FIT-UP OF FILLET WELDS

* CLEANLINESS (CONDITION OF STEEL SURFACES)

* TACKING (TACK WELD QUALITY AND LOCATION)

CHECK WELDING EQUIPMENT

1THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW-STRESS TYPE.

INSPECTION TASKS DURING WELDING (TABLE N5.4-2)

* PACKAGING

CONTROL AND HANDLING OF WELDING CONSUMABLES

* EXPOSURE CONTROL

NO WELDING OVER CRACKED TACK WELDS

* WIND SPEED WITHIN LIMITS

ENVIRONMENTAL CONDITIONS

* PRECIPITATION AND TEMPERATURE

* SETTINGS ON WELDING EQUIPMENT

WPS FOLLOWED

* TRAVEL SPEED

* SELECTED WELDING MATERIALS

* SHIELDING GAS TYPE / FLOW RATE

* PREHEAT APPLIED

* INTERPASS TEMPERATURE MAINTAINED (MIN. / MAX)

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

* INTERPASS AND FINAL CLEANING

WELDING TECHNIQUES

* EACH PASS WITHIN PROFILE LIMITATIONS

* EACH PASS MEETS QUALITY REQUIREMENTS

WELDS CLEANED

INSPECTION TASKS AFTER WELDING (TABLE N5.4-3)

SIZE, LENGTH AND LOCATION OF WELDS

* CRACK PROHIBITION

WELDS MEET VISUAL ACCEPTANCE CRITERIA

* WELD / BASE-METAL FUSION

* CRATER CROSS SECTION

* WELD PROFILES

* WELD SIZE

* UNDERCUT

* POROSITY

ARC STRIKES

K-AREA1

BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)

REPAIR ACTIVITIES

DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

1WHEN 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 IN. (75mm) OF THE WELD) 2AFTER ROLLED HEAVY SHAPES (SEE SECTION A3.1c) AND BUILT-UP HEAVY SHAPES (SEE SECTION A3.1d) ARE WELDED, VISUALLY INSPECT THE WELD ACCESS HOLE FOR CRACKS.

NOTES

GENERAL STEEL SPECIAL INSPECTION NOTES :

INSPECTION TASKS PRIOR TO BOLTING (TABLE N5.6-1)

MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

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

LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)

PROPER BOLTING PROCEDURES SELECTED FOR JOINT DETAIL

CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION

AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS

PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL

OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED

PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER

COMPONENTS

INSPECTION TASKS DURING BOLTING (TABLE N5.6-2)

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

POSITIONED AS REQUIRED

JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING

OPERATION

FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING

FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION,

PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE

EDGES

INSPECTION TASKS AFTER BOLTING (TABLE N5.6-3)

DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS

NOTES

FABRICATOR

QUALITY CONTROL

SPECIAL INSPECTOR

QUALITY ASSURANCE

CONTINUOUS PERIODIC PERIODICCONTINUOUS

CONTINUOUS PERIODIC PERIODICCONTINUOUS

CONTINUOUS PERIODIC PERIODICCONTINUOUS

CONTINUOUS PERIODIC PERIODICCONTINUOUS

CONTINUOUS PERIODIC PERIODICCONTINUOUS

CONTINUOUS PERIODIC PERIODICCONTINUOUS

1. PERIODIC - OBSERVE THESE ITEMS ON A RANDOM BASIS.

OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

2. CONTINUOUS - PERFORM THESE TASKS FOR EACH WELDED JOINT

OR MEMBER.

3. QUALITY CONTROL (QC) SHALL BE PROVIDED BY THE FABRICATOR

AND ERECTOR.

4. QUALITY ASSURANCE (QA) SHALL BE PROVIDED BY OTHERS WHEN

REQUIRED BY THE AUTHORITY HAVING JURISDICTION (AHJ),

APPLICABLE BUILDING CODE (ABC), PURCHASER, OWNER, OR

ENGINEER OF RECORD (EOR). NONDESTRUCTIVE TESTING (NDT)

SHALL BE PERFORMED BY THE AGENCY OR FIRM RESPONSIBLE

FOR QUALITY ASSURANCE, EXCEPT AS PERMITTED IN

ACCORDANCE WITH SECTION N6.

5. QC AND QA INSPECTORS SHALL BE QUALIFIED IN ACCORDANCE

WITH AISC 360-16 CHAPTER N4.

6. NONDESTRUCTIVE TESTING PERSONNEL SHALL BE QUALIFIED IN

ACCORDANCE WITH AISC 360-16 CHAPTER N4.3.

7. NONDESTRUCTIVE TESTING OF WELDED JOINTS SHALL COMPLY

WITH AISC 360-16 CHAPTER N5.5a AND b.

8. OBSERVATION OF WELDING OPERATIONS AND VISUAL INSPECTION

OF IN-PROCESS AND COMPLETED WELDS SHALL BE THE PRIMARY

METHOD TO CONFIRM THAT THE MATERIALS, PROCEDURES AND

WORKMANSHIP ARE IN CONFORMANCE WITH THE CONSTRUCTION

DOCUMENTS. FOR STRUCTURAL STEEL, ALL PROVISIONS OF AWS

D1.1 / D1.1M STRUCTURAL WELDING CODE - STEEL FOR

STATICALLY LOADED STRUCTURES SHALL APPLY.

9. THERMALLY CUT SURFACES OF ACCESS HOLES SHALL BE TESTED

BY QA USING MT OR PT, WHEN THE FLANGE THICKNESS EXCEEDS

2 IN. (50mm) FOR ROLLED SHAPES, OR WHEN THE WEB THICKNESS EXCEEDS 2 IN. (50mm) FOR BUILT-UP SHAPES. ANY CRACK SHALL

BE DEEMED UNACCEPTABLE REGARDLESS OF SIZE OR LOCATION.

10. WHEN REQUIRED BY APPENDIX 3, TABLE A-3.1, WELDED JOINTS

REQUIRING WELD SOUNDNESS TO BE ESTABLISHED BY

RADIOGRAPHICS OR ULTRASONIC INSPECTION SHALL BE TESTED

BY QA AS PRESCRIBED. REDUCTION IN THE RATE OF UT IS

PROHIBITED.

11. REDUCTION OF RATE OF ULTRASONIC TESTING - THE RATE OF UT

IS ONLY PERMITTED TO BE REDUCED IF APPROVED BY THE EOR

AND THE AHJ PER AISC 360-16 CHAPTER N5.5e.

12. FOR STRUCTURES IN RISK CATEGORY II, WHERE THE INITIAL RATE

FOR UT IS 10%, THE NDT RATE FOR AN INDIVIDUAL WELDER OR

WELDING OPERATOR SHALL BE INCREASED TO 100% SHOULD THE

REJECT RATE, THE NUMBER OF WELDS CONTAINING

UNACCEPTABLE DEFECTS DIVIDED BY THE NUMBER OF WELDS

COMPLETED, EXCEEDS 5% OF THE WELDS TESTED FOR THE

WELDER OR WELDING OPERATOR. A SAMPLING OF AT LEAST 20

COMPLETED WELDS FOR A JOB SHALL BE MADE PRIOR TO

IMPLEMENTING SUCH AN INCREASE. WHEN THE REJECT RATE FOR

THE WELDER OR WELDING OPERATOR, AFTER A SAMPLING OF AT

LEAST 40 COMPLETED WELDS, HAS FALLEN TO 5% OR LESS, THE

RATE OF UT SHALL BE RETURNED TO 10%. FOR EVALUATING THE

REJECT RATE OF CONTINUOUS WELDS OVER 3 FT (1M) IN LENGTH

WHERE THE EFFECTIVE THROAT IS 1 IN. (25mm) OR LESS, EACH 12 IN. (300mm) INCREMENT OR FRACTION THEREOF SHALL BE

CONSIDERED AS ONE WELD. FOR EVALUATING THE REJECT RATE

ON CONTINUOUS WELDS OVER 3 FT (1M) IN LENGTH WHERE THE

EFFECTIVE THROAT IS GREATER THAN 1 IN. (25mm), EACH 6 IN.

(150mm) OF LENGTH OR FRACTION THEREOF SHALL BE

CONSIDERED ON WELD.

13. ALL NDT PERFORMED SHALL BE DOCUMENTED. FOR SHOP

FABRICATION, THE NDT REPORT SHALL IDENTIFY THE TESTED

WELD BY PIECE MARK AND LOCATION IN THE PIECE. FOR FIELD

WORK, THE NDT REPORT SHALL IDENTIFY THE TESTED WELD BY

LOCATION IN THE STRUCTURE, PIECE MARK, AND LOCATION IN THE

PIECE. WHEN A WELD IS REJECTED ON THE BASIS OF NDT, THE

NDT RECORD SHALL INDICATE THE LOCATION OF THE DEFECT AND

THE BASIS OF REJECTION

14. DEMAND CRITICAL WELDS SHALL MEET THE PROVISION FOUND IN

AISC 341-16 AND WELDING METHODS, PROCEDURES AND QUALITY

CONTROL SHALL COMPLY WITH AWS D1.1 AND THE FOLLOWING:

a. ARC STRIKES, GOUGES AND OTHER IMPERFECTIONS WITHIN

OR ADJACENT TO THE JOINT, SHALL BE REPAIRED OR

REMOVED.

b. PREHEAT AND INTER-PASS REQUIREMENTS AS OUTLINED IN

SECTION 3.5.

c. UNREPAIRED CRACKS, GOUGES, AND NOTCHES WILL NOT BE

PERMITTED IN THE JOINT AREA.

d. USE ELECTRODES WITH CHARPY V-NOTCH ABSORBED

ENERGY EQUAL TO OR GREATER THAN 20 FT-LBS AT 20

DEGREES FAHRENHEIT UNDER AWS A5 CLASSIFICATION TEST

METHODS, AND 40 FT-LBS AT 70 DEGREES FAHRENHEIT USING

TEST PROCEDURES PRESCRIBED IN APPENDIX X OF AISC 358.

ACCEPTABLE ELECTRODES INCLUDE E70TG-K2, E71 T-1.

1. PERIODIC - OBSERVE THESE ITEMS ON A RANDOM BASIS.

OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

2. CONTINUOUS - PERFORM THESE TASKS FOR EACH BOLTED

CONNECTION.

3. QUALITY CONTROL (QC) SHALL BE PROVIDED BY THE FABRICATOR

AND ERECTOR.

4. QUALITY ASSURANCE (QA) SHALL BE PROVIDED BY OTHERS WHEN

REQUIRED BY THE AUTHORITY HAVING JURISDICTION (AHJ),

APPLICABLE BUILDING CODE (ABC), PURCHASER, OWNER, OR

ENGINEER OF RECORD (EOR). NONDESTRUCTIVE TESTING (NDT)

SHALL BE PERFORMED BY THE AGENCY OR FIRM RESPONSIBLE

FOR QUALITY ASSURANCE, EXCEPT AS PERMITTED IN

ACCORDANCE WITH SECTION N7.

5. FOR SNUG-TIGHT JOINTS, PRE-INSTALLATION VERIFICATION

TESTING AS SPECIFIED IN TABLE N5.6-1 AND MONITORING OF THE

INSTALLATION PROCEDURES AS SPECIFIED IN TABLE N5.6-2 ARE

NOT APPLICABLE. THE QCI AND QAI NEED NOT BE PRESENT

DURING THE INSTALLATION OF FASTENERS IN SNUG-TIGHT JOINTS.

6. FOR PRETENSIONED JOINTS AND SLIP-CRITICAL JOINTS, WHEN THE

INSTALLER IS USING THE TURN-OF-NUT METHOD WITH

MATCHMARKING TECHNIQUES, THE DIRECT-TENSION-INDICATOR

METHOD, OR THE TWIST-OFF-TYPE TENSION CONTROL BOLT

METHOD, MONITORING OF BOLT PRETENSIONING PROCEDURES

SHALL BE AS SPECIFIED IN TABLE N5.6-2. THE QCI AND QAI NEED

NOT BE PRESENT DURING THE INSTALLATION OF FASTENERS

WHEN THESE METHODS ARE USED BY THE INSTALLER.

7. FOR PRETENSIONED JOINTS AND SLIP-CRITICAL JOINTS, WHEN THE

INSTALLER IS USING THE CALIBRATED WRENCH METHOD OR THE

TURN-OF-NUT METHOD WITHOUT MATCHMARKING, MONITORING

OF BOLT PRETENSIONING PROCEDURES SHALL BE AS SPECIFIED

IN TABLE N5.6-2. THE QCI AND QAI SHALL BE ENGAGED IN THEIR

ASSIGNED INSPECTION DUTIES DURING INSTALLATION OF

FASTENERS WHEN THESE METHODS ARE USED BY THE INSTALLER.

8. OBSERVATION OF BOLTING OPERATIONS SHALL BE THE PRIMARY

METHOD USED TO CONFIRM THAT THE MATERIALS, PROCEDURES

AND WORKMANSHIP INCORPORATED IN CONSTRUCTION ARE IN

CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS AND THE

PROVISIONS OF THE RCSC SPECIFICATION.

1. QUALITY ASSURANCE (QA) INSPECTION OF FABRICATED ITEMS SHALL BE MADE AT THE FABRICATOR'S PLANT. THE QUALITY ASSURANCE INSPECTOR (QAI) SHALL SCHEDULE THIS WORK TO MINIMIZE

INTERRUPTION TO THE WORK OF THE FABRICATOR.

2. QA INSPECTION OF THE ERECTED STEEL SYSTEM SHALL BE MADE AT THE PROJECT SITE. THE QAI SHALL SCHEDULE THIS WORK TO MINIMIZE INTERRUPTION TO THE WORK OF THE ERECTOR.

3. WHERE A TASK IS NOTED TO BE PERFORMED BY BOTH QC AND QA, IT IS PERMITTED TO COORDINATE THE INSPECTION FUNCTION BETWEEN THE QCI AND QAI SO THAT THE INSPECTION FUNCTIONS ARE

PERFORMED BY ONLY ONE PARTY. WHERE QA RELIES UPON INSPECTION FUNCTIONS PERFORMED BY QC, THE APPROVAL OF THE ENGINEER OF RECORD AND THE AUTHORITY HAVING JURISDICTION IS

REQUIRED.

4. THE FABRICATOR'S QCI SHALL INSPECT THE FABRICATED STEEL TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE SHOP DRAWINGS, SUCH AS PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION. THE ERECTOR'S QCI SHALL INSPECT THE ERECTED STEEL FRAME TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE ERECTION DRAWINGS, SUCH AS BRACES, STIFFENERS, MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION.

5. THE QAI SHALL BE ON THE PREMISES FOR INSPECTION DURING THE PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING STRUCTURAL STEEL FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS. AS A MINIMUM, THE DIAMETER, GRADE, TYPE AND LENGTH OF THE ANCHOR ROD OR EMBEDDED ITEM, AND THE EXTENT OR DEPTH OF EMBEDMENT INTO THE CONCRETE, SHALL BE VERIFIED PRIOR TO PLACEMENT OF THE CONCRETE.

6. THE QAI SHALL INSPECT THE FABRICATED STEEL OR ERECTED STEEL FRAME, AS APPROPRIATE, TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS, SUCH AS BRACES, STIFFENERS, MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION.

7. QUALITY ASSURANCE (QA) INSPECTIONS, EXCEPT NONDESTRUCTIVE TESTING (NDT), MAY BE WAIVED WHEN THE WORK IS PERFORMED IN A FABRICATING SHOP OR BY AN ERECTOR APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ) TO PERFORM THE WORK WITHOUT QA. NDT OF WELDS COMPLETED IN AN APPROVED FABRICATOR'S SHOP MAY BE PERFORMED BY THAT FABRICATOR WHEN APPROVED BY THE AHJ. WHEN THE FABRICATOR PERFORMS THE NDT, THE QA AGENCY SHALL REVIEW THE FABRICATOR'S NDT REPORTS.

8. AT COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE AHJ STATING THAT THE MATERIALS SUPPLIED AND WORK PERFORMED BY THE FABRICATOR ARE IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS. AT COMPLETION OF ERECTION, THE APPROVED ERECTOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE AHJ STATING THAT THE MATERIALS SUPPLIED AND WORK PERFORMED BY THE ERECTOR ARE IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS.

9. IDENTIFICATION AND REJECTION OF MATERIAL OR WORKMANSHIP THAT IS NOT IN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS, SHALL BE PERMITTED AT ANY TIME DURING THE PROGRESS OF THE WORK. HOWEVER, THIS PROVISION SHALL NOT RELIEVE THE OWNER OR THE INSPECTOR OF THE OBLIGATION FOR TIMELY, IN-SEQUENCE INSPECTIONS. NONCONFORMING MATERIAL AND WORKMANSHIP SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE FABRICATOR OR ERECTOR, AS APPLICABLE.

10. NONCONFORMING MATERIAL OR WORKMANSHIP SHALL BE BROUGHT INTO CONFORMANCE, OR MADE SUITABLE FOR ITS INTENDED PURPOSE AS DETERMINED BY THE ENGINEER OF RECORD.

11. CONCURRENT WITH THE SUBMITTAL OF SUCH REPORTS TO THE AHJ, EOR OR OWNER, THE QA AGENCY SHALL SUBMIT TO THE FABRICATOR AND ERECTOR:

(1) NONCONFORMANCE REPORTS

(2) REPORTS OF REPAIR, REPLACEMENT OR ACCEPTANCE OF NONCONFORMING ITEMS.

WELDER QUALIFICATION RECORDS AND CONTINUITY RECORDS

FIT-UP OF CJP GROOVE WELDS OFHSS T-, Y-, AND K-JOINTS

WITHOUT BACKING (INCLUDING JOINT GEOMETRY)

* JOINT PREPARATIONS

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

* CLEANLINESS (CONDITION OF STEEL SURFACES)

* TACKING (TACK WELD QUALITY AND LOCATION)

PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS

WELD ACCESS HOLES IN ROLLED HEAVY SHAPES AND BUILT-UP

HEAVY SHAPES2

NO PROHIBITED WELDS HAVE BEEN ADDED WITHOUT THE

APPROVAL OF THE EOR

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ESTABLISHED PER 2022 CBC SECTION 1705.2.2 AND SDI QA/QC

GENERAL STEEL DECK SPECIAL INSPECTION NOTES :

NOTES

WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE

INSPECTION TASKS AFTER DECK PLACEMENT (TABLE 1.2)

COLD-FORMED STEEL DECK SPECIAL INSPECTION SCHEDULE

INSPECTION TASKS PRIOR TO DECK PLACEMENT (TABLE 1.1)

1. PERIODIC - INSPECT THESE ITEMS ON AN INTERMITTENT BASIS. OPERATIONS NEED

NOT BE DELAYED PENDING THESE INSPECTIONS. FREQUENCY OF OBSERVATIONS

SHALL BE ADEQUATE TO CONFIRM THAT THE WORK HAS BEEN PERFORMED IN

ACCORDANCE WITH THE APPLICABLE DOCUMENTS. ADDITIONAL INSPECTIONS

SHALL BE PERFORMED TO DETERMINE THE EXTENT OF NON-CONFORMANCE.

2. CONTINUOUS - PERFORM THESE TASKS PRIOR TO FINAL ACCEPTANCE FOR EACH

ITEM OR ELEMENT.

3. WITHIN THE LISTED TASKS, "DOCUMENT" SHALL MEAN THE INSPECTOR SHALL

PREPARE REPORTS OR OTHER APPROPRIATE WRITTEN DOCUMENTATION

INDICATING THAT THE WORK HAS OR HAS NOT BEEN PERFORMED IN ACCORDANCE

WITH THE CONSTRUCTION DOCUMENTS.

1. QUALITY CONTROL TASKS SHALL BE PERFORMED BY THE INSTALLER'S QUALITY CONTROL INSPECTOR (QCI).

2. FOR QUALITY CONTROL INSPECTION, THE CONSTRUCTION DOCUMENTS, INSTALLATION DRAWINGS, SHOP DRAWINGS, DESIGN DOCUMENTS AND THE APPLICABLE REFERENCED STANDARDS SHALL BE UTILIZED.

3. QUALITY ASSURANCE INSPECTION OF THE DECK SHALL BE MADE AT THE PROJECT SITE. THE OWNER'S DESIGNATED REPRESENTATIVE FOR CONSTRUCTION SHALL SCHEDULE THIS WORK WITH THE QUALITY ASSURANCE INSPECTOR (QAI) AND

THE INSTALLER TO MINIMIZE INTERRUPTIONS TO THE WORK OF THE INSTALLER.

4. THE QAI SHALL REVIEW THE MATERIALS TEST REPORTS AND CERTIFICATIONS LISTED IN SECTION 2.2 OF SDI QA/QC FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS.

5. QUALITY ASSURANCE TASKS SHALL BE PERFORMED BY THE QAI.

6. WHERE A TASK IS TO BE PERFORMED BY BOTH QA AND QC, IT SHALL BE PERMITTED TO COORDINATE INSPECTION FUNCTIONS BETWEEN THE QCI AND QAI SO THAT THE INSPECTIONS ARE PERFORMED BY ONLY ONE PARTY WHEN APPROVED

IN ADVANCE BY THE OWNER, DESIGNER , AND AHJ. WHEN QA TASKS ARE PERFORMED ONLY BY THE QCI, EACH INSPECTION IS TO BE DOCUMENTED IN A REPORT AND THE QAI SHALL PERIODICALLY REVIEW THE WORK OF THE QCI AT AN

INTERVAL ACCEPTABLE TO THE OWNER, DESIGNER, AND THE AHJ.

7. IN THE EVENT THAT THE REQUIREMENTS OF THE CONSTRUCTION…