DNR Storage_Struc Note 2_12.8.21.pdf

STRUCTURAL STEEL (CONT.)

FABRICATION AND ERECTION

9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL DAMAGE CAUSED BY THE ERECTION OF STRUCTURAL

STEEL AS HEREIN SPECIFIED. THE CONTRACTOR SHALL REIMBURSE THE OWNER ACTUAL COST OF REPAIR AND

OR REPLACEMENT.

10. THE CONTRACTOR SHALL BE RESPONSIBLE TO REMOVE/DEMOLISH AND PROPERLY DISPOSE OF EXISTING

STEEL, AS REQUIRED FOR THE INSTALLATION OF NEW STEEL.

11. CONTRACTOR IS RESPONSIBLE TO DESIGN, PROVIDE AND INSTALL NECESSARY SHORING DURING DEMOLITION

AND REPLACEMENT OF STRUCTURAL STEEL. THE SHORING PLAN SHALL BE DESIGNED AND SEALED BY A

PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF MICHIGAN.

12. TEMPORARILY SUPPORT ALL EXISTING UTILITIES IN WORK AREA AS REQUIRED TO COMPLETE SCOPE-OF-WORK

ITEMS.

13. PRIOR TO THE COMPLETION OF THE SCOPE OF WORK, INSTALL PERMANENT SUPPORTS TO ALL EXISTING

UTILITIES AFFECTED BY WORK AREA AS REQUIRED TO THE SATISFACTION OF THE OWNER.

OPEN WEB JOISTS

1. ALL OPEN WEB STEEL JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE

LATEST "STEEL JOIST INSTITUTE" (SJI) SPECIFICATIONS.

2. WHERE NOTED, JOISTS SHALL BE DESIGNED FOR ADDITIONAL CONCENTRATED LOADS AND MOMENTS

INDICATED IN SCHEDULES. SUBMIT DESIGN CALCULATIONS FOR REVIEW BY ARCHITECT-ENGINEER.

3. ALL JOISTS TO RECEIVE ONE COAT OF PAINT OR BE HOT-DIP GALVANIZED PER SPECIFICATIONS.

4. JOIST TO STEEL CONNECTIONS SHALL BE A MINIMUM OF TWO 3/16" FILLET WELDS 1

" LONG, EXCEPT AT

COLUMNS OR AS REQUIRED TO RESIST LOADS SHOWN ON THE DRAWINGS. AT COLUMNS, JOISTS SHALL BE

ATTACHED BY 3/4" DIAMETER BOLTS. JOISTS BEARING ON MASONRY OR CONCRETE SHALL BE FIELD WELDED TO

ANCHORED BEARING PLATES, SIZED AS INDICATED.

5. EXTEND JOIST BOTTOM CHORDS AT COLUMNS. CONNECT BOTTOM CHORD AFTER DEAD LOAD IS APPLIED, IF

INDICATED AS SUCH ON THE DRAWING. SIZE CONNECTION TO SUIT DETAILED LOADS.

6. MODIFY STANDARD JOIST FOR ADDITIONAL LOADS GIVEN ON PLAN OR FOR THE SPECIAL LOADING DIAGRAMS

ON THE DRAWINGS. MODIFY JOIST SEATS WHERE INDICATED.

7. BRIDGING SHALL MEET THE MINIMUM REQUIREMENTS OF SJI UNLESS DETAILED OTHERWISE. HORIZONTAL

BRIDGING SHALL BE CONTINUOUS TOP AND BOTTOM, ANCHORED AT EACH END AND WELDED TO EACH JOIST.

DIAGONAL BRIDGING SHALL BE BOLTED TO EACH JOIST AND CLAMPED AT THE INTERSECTION WITH THE

OPPOSITE BRIDGING.

8. ALL STEEL JOISTS SHALL BE CAMBERED FOR DEFLECTION DUE TO DEAD LOADS OR AS SPECIFICALLY NOTED ON

PLAN.

9. FOR JOISTS AND SPECIAL JOISTS LIVE LOAD DEFLECTION SHALL NOT EXCEED L/360.

10. FOR POINT LOADS SUPPORTED BY THE JOIST NOT AT THE PANEL POINTS, ADD SUPPLEMENTAL BRACING OR

STRUTS IN ACCORDANCE WITH SJI.

METAL DECK

1. ALL METAL DECK SHALL BE AS NOTED ON DRAWINGS, FABRICATED AND ERECTED IN ACCORDANCE WITH THE

LATEST "STEEL DECK INSTITUTE" (SDI) SPECIFICATIONS.

2. THE CONTRACTOR SHALL FURNISH ALL ACCESSORIES INCLUDING CLOSURES, "Z" CLOSURES, COLUMN

CLOSURES, SCREED ANGLES AND GIRDER FILLERS AS REQUIRED.

3. ROOF DECK SHALL HAVE A GALVANIZED COATING CONFORMING TO ASTM A653 - COATING DESIGNATION G-60.

4. DESIGN OF FLOOR DECK AS A FORM SHALL CONFORM TO THE REQUIREMENTS OF SDI SPECIFICATIONS AND

COMMENTARIES FOR COMPOSITE STEEL FLOOR DECK, EXCEPT THAT CALCULATED THEORETICAL DEFLECTIONS

AS DEFINED UNDER PARAGRAPH 3.3 SHALL NOT EXCEED L/240 OR 1 INCH, WHICHEVER IS SMALLER.

5. THE METAL DECK SHALL BE DESIGNED TO BE CONTINUOUS OVER THREE (3) SPANS IN THE DIRECTION

INDICATED. SINGLE AND DOUBLE SPANS, IF REQUIRED, SHALL SATISFY LOAD AND DEFLECTION REQUIREMENTS.

6. COMPOSITE FLOOR DECK SHALL HAVE A GALVANIZED COATING CONFORMING TO ASTM A653 - COATING

DESIGNATION G-60.

7. THE FABRICATOR/ERECTOR SHALL PROVIDE ENGINEERING CALCULATIONS, PUBLISHED MANUFACTURER'S DATA

AND INDEPENDENTLY CERTIFIED TEST DATA, VERIFYING THE SPECIFIED DECK REQUIREMENTS TO THE

ENGINEER FOR REVIEW. PROVIDE ENGINEERING AND CHECKED SHOP DRAWINGS, INDICATING LOCATION, GAGE

AND SIZE OF EACH PIECE OF DECKING. THE DRAWING SHALL CLEARLY SHOW WELDING DETAILS TO

STRUCTURAL FRAMING AND SIDE LAP CONNECTION DETAILS.

8. ALL NON-CELLULAR METAL DECK SHALL BE WIDE-RIB, SUITABLE FOR SHEAR STUD PLACEMENT WHERE STUDS

ARE REQUIRED. THE CONFIGURATION OF THE METAL DECK SHALL BE SUCH AS TO DEVELOP THE FULL SHEAR

VALUE OF THE STUD FOR THE PARTICULAR WEIGHTS OF THE CONCRETE AS LISTED IN THE AISC

SPECIFICATIONS, LATEST EDITION. THE METAL DECK CONTRACTOR SHALL PROVIDE VERIFICATION OF THE STUD

VALUES AND PROVIDE ADDITIONAL STUDS AS REQUIRED.

9. ALL DECKING SHALL BE WELDED TO THE STRUCTURAL STEEL BY QUALIFIED WELDERS USING PRE-QUALIFIED

PROCEDURES IN ACCORDANCE WITH AWS D1.1 SECTION 7, LATEST EDITION. THE ERECTOR SHALL ESTABLISH A

WELDING PROCEDURE FOR THE STEEL DECKING TO THE STRUCTURAL STEEL FOR THE PARTICULAR GAGE

USED. PRIOR TO THE START OF ERECTION OF THE STEEL DECK, EACH WELDER SHALL BE QUALIFIED USING THIS

PROCEDURE AS WITNESSED BY THE OWNER'S TESTING AGENCY.

10. ALL METAL DECK SHALL BE WELDED AT 12-INCHES ON CENTER MAXIMUM SPACING TO THE SUPPORTING STEEL

WITH A MINIMUM 5/8 INCH DIAMETER PUDDLE WELD. SIDE LAPS SHALL BE FASTENED AT 36-INCHES ON CENTER

MAXIMUM SPACING.

11. NO LOADS SHALL BE PERMITTED TO BE HUNG FROM ANY ROOF DECK. ALL HANGERS FOR CEILINGS, DUCTWORK, ELECTRICAL CONDUIT, PIPING, ETC. SHALL BE HUNG DIRECTLY FROM STRUCTURAL STEEL WORK OR

SUPPLEMENTARY MEMBERS.

12. ALTERNATE PAF OR SCREW FASTENERS ARE ACCEPTABLE ALTERNATES.

WELDING

1. WELDING SHALL BE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY AWS D1.1 - LATEST ADOPTION

"STRUCTURAL WELDING CODE-STEEL".

2. FILLER METAL FOR WELDING SHALL BE IN ACCORDANCE WITH SECTION 3, TABLE 3.1., OF THE AWS D1.1

"STRUCTURAL WELDING CODE - STEEL”.

3. ALL WELDED JOINTS SHALL BE MADE USING PRE-QUALIFIED WELDS OR QUALIFIED PER SECTION 4 OF THE AWS

D1.1 "STRUCTURAL WELDING CODE - STEEL”. ALL QUALIFIED JOINTS ARE LIMITED TO THOSE MADE BY THE

FOLLOWING WELDING PROCEDURES:

1) MANUAL SHIELDED METAL ARC.

2) SUBMERGED ARC.

3) GAS METAL ARC (EXCEPT SHORT CIRCUITING TRANSFER).

4) FLUX-CORED ARC.

4. ALL FIELD WELDING SHALL BE PERFORMED USING THE MANUAL SHIELDED METAL ARC PROCESS OR FCAW @

ERECTORS OPTION.

5. WELDS, INCLUDING TACK WELDS, SHALL BE MADE ONLY BY WELDERS AND WELDING OPERATORS WHO HAVE

BEEN PREVIOUSLY QUALIFIED BY TESTS AS PRESCRIBED BY THE AWS D1.1 "STRUCTURAL WELDING CODE -

STEEL” AND HAVE CURRENT PAPERS FOR THE TYPE OF JOINT, POSITION AND PROCESS TO BE WELDED.

6. CONTRACTOR TO SUBMIT CURRENT WELDER QUALIFICATION PAPERS TO ENGINEER PRIOR TO COMMENCING

WELDING OPERATIONS.

7. THE MINIMUM SIZE FILLET WELD SIZE SHALL BE 3/16". THE SIZE AND LENGTH OF ALL FILLETS SHALL BE

PROPORTIONED NOT TO LOCALLY OVERSTRESS THE CONNECTED MEMBERS.

8. FILLET WELDS ON CONNECTING ANGLES OR OTHER UNSYMMETRICAL SECTIONS SHALL BE DESIGNED

ACCORDING TO THE ACTUAL STRESSES CARRIED BY THE INDIVIDUAL LINES OF WELDING. SHOP DRAWINGS

SHALL INDICATE WELDS REQUIRED.

9. BEFORE WELDING MEMBERS TO EXISTING BEAMS OR COLUMNS, THOROUGHLY CLEAN ALL SURFACES TO

REMOVE RUST, PAINT, OILS, DIRT OR OTHER FOREIGN MATTER IN THE AREA OF WELD.

10. WHERE WELDING IS USED, THE OWNER MAY DECIDE TO MAKE NON-DESTRUCTIVE TESTS OF THE WELDS USING

RADIOGRAPHY, ULTRASONIC, MAGNETIC AND/OR DYE PENETRANT WELD TEST METHODS IN COMBINATION OR

SINGULARLY. THE NON-DESTRUCTIVE INVESTIGATION WILL BE PERFORMED BY AN INDEPENDENT TESTING

LABORATORY QUALIFIED IN THIS TYPE OF WORK. THE COST OF THIS INVESTIGATION WILL BE ASSUMED BY THE

OWNER. THE CONTRACTOR SHALL BE RESPONSIBLE TO PROVIDE ACCESS AS REQUIRED FOR TESTING

PERSONNEL.

11. WELD ACCEPTABILITY SHALL BE BASED ON AWS D1.1-LATEST EDITION "STRUCTURAL WELDING - CODE STEEL"

CLAUSE 6. IN THE EVENT THE WELDING IS NOT ACCEPTABLE, THE CONTRACTOR SHALL REMOVE ALL REJECTED

WELDS AND REWELD ALL SUCH AREAS. THE CONTRACTOR WILL ASSUME ALL COSTS IN CONNECTION WITH THE

REWELDING AND RE-EXAMINATION OF THE REWELDED CONNECTIONS UNTIL THE WELDING IS ACCEPTED BY

OWNER.

HIGH STRENGTH BOLTS

1. HIGH STRENGTH BOLTS, NUTS AND WASHERS SHALL CONFORM TO ASTM DESIGNATION A325 AND SHALL BE

USED IN ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS" LATEST

REVISION, BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS.

2. ALL BOLTED CONNECTIONS SHALL USE ONLY STANDARD HOLES; EXCEPT SHORT SLOTS, OVERSIZED HOLES

AND LONG SLOTS SHALL BE USED WHERE SPECIFICALLY SHOWN OR CALLED OUT ON THE DESIGN DRAWINGS

OR MENTIONED HEREIN. OVERSIZED HOLES, AND SHORT AND LONG SLOTS MUST BE TREATED AS SLIP-CRITICAL

TYPE CONNECTIONS. HARDENED WASHERS SHALL BE INSTALLED OVER ALL OVERSIZED HOLES AND SHORT

SLOTS IN AN OUTER PLY. A PLATE WASHER OR A CONTINUOUS BAR IS REQUIRED FOR ALL LONG SLOTTED

HOLES USED IN AN OUTER PLY.

3. THE TIGHTENING MECHANISM USED SHALL BE THE TURN-OF-THE-NUT METHOD. CONTACT SURFACE SHALL NOT

BE PAINTED. IN EACH JOINT OR GROUP OF BOLTS 10% (BUT NOT LESS THAN TWO (2) BOLTS) SELECTED AT

RANDOM AND NOT IN UNIFORM PATTERN SHALL BE CHECKED. THIS SHALL BE DONE IN THE PRESENCE OF THE

OWNER'S DESIGNATED REPRESENTATIVE. IF BOLTING IS FOUND TO BE INADEQUATE UNDER TEST, ALL BOLTS IN

THE DEFECTIVE GROUP SHALL BE CHECKED AT THE CONTRACTOR'S EXPENSE.

HANDLING OF STEEL

1. WHEN THE STRUCTURAL STEEL IS DELIVERED, IT SHALL BE STACKED OFF THE GROUND. CARE SHALL BE TAKEN

IN HANDLING AND STACKING THE MEMBERS TO PREVENT BUCKLING, KINKING OR DISTORTION. RAIL AND

CARRIER SHIPMENTS SHALL HAVE SUFFICIENT AND SATISFACTORY DUNNAGE TO PREVENT DAMAGE IN TRANSIT.

2. MEMBERS WHICH ARE BENT IN FABRICATION OR IN HANDLING SHALL BE STRAIGHTENED OR REPLACED BEFORE

ERECTION.

3. ALL DIRT, MUD AND DEBRIS SHALL BE CLEANED FROM STEEL BEFORE ERECTION.

LIGHT GAUGE METAL FRAMING

1. ALL LIGHT GAUGE FRAMING MEMBERS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH

THE AISI SPECIFICATIONS FOR DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS AND IN ACCORDANCE

WITH MANUFACTURER'S WRITTEN INSTRUCTIONS.

2. ALL MATERIAL SHALL CONFORM TO ASTM A653 AND TO THE APPLICABLE REQUIREMENTS OF ASTM A924 UNLESS

OTHERWISE PROVIDED HEREIN. MATERIAL SHALL HAVE A MINIMUM YIELD POINT OF 33 KSI FOR 18 GAUGE AND 50

KSI FOR 16 GAUGE AND HEAVIER MATERIAL, AND SHALL HAVE A GALVANIZED COATING CONFORMING TO ASTM

A653 - COATING DESIGNATION G-60.

3. ALL WELDING SHALL CONFORM TO AWS D1.3 SPECIFICATIONS FOR WELDING SHEET STEEL STRUCTURES, AND

AWS D19.0 WELDING ZINC COATED STEEL.

4. UNLESS SPECIFICALLY NOTED, ALL MATERIAL SHALL BE OF A MINIMUM 18 GAUGE THICKNESS, AND SHALL MEET

THE DEFLECTION REQUIREMENTS OF THE FINISH MATERIAL TO BE ATTACHED TO THE LIGHT GAUGE FRAMING

WORK. DEFLECTION OF LIGHT GAUGE STUDS, UNDER WIND LOAD SERVING AS BACK-UP FOR THE BRICK VENEER

SHALL NOT EXCEED SPAN/720. WHEN NOT SPECIFICALLY DESIGNED. THE CONTRACTOR SHALL SUBMIT

CALCULATIONS PREPARED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OF MICHIGAN FOR REVIEW

AND APPROVAL BY THE ARCHITECT/ENGINEER.

5. ALL STUDS AND JOISTS SHALL BE INSTALLED AT SPACING INDICATED ON THE DRAWINGS, UNLESS NOTED, EACH

SIDE OF THE OPENINGS SHALL BE FRAMED WITH DOUBLE STUDS.

6. ALL STUDS AND JOISTS SHALL HAVE A BRIDGING LINE INSTALLED AT A MAXIMUM DISTANCE OF 4'-0" AND 5'-0", RESPECTIVELY.

7. ALL JOISTS SHALL HAVE WEB STIFFENERS AT REACTION POINTS AND CONCENTRATED LOADS.

8. THE NOMENCLATURE USED FOR THE DESIGN OF THE LIGHT GAGE METAL FRAMING IS FROM THE DALE/INCOR

CATALOG. DESIGN IS BASED ON A STEEL MINIMUM YIELD STRENGTH OF 33,000 PSI UNLESS A GREATER STRENGTH

IS INDICATED. SECTIONS SUPPLIED BY OTHER MANUFACTURER'S SHALL MEET OR EXCEED THE STRENGTH OF THE

DESIGN MEMBERS.

9. STRUCTURAL CONNECTIONS OF LIGHT GAGE METAL FRAMING MEMBERS SHALL BE MADE PER MANUFACTURER'S

RECOMMENDATIONS, ADEQUATE TO CARRY THE IMPOSED LOADS, AND CONFORMING TO THE ANSI AND AWS

SPECIFICATIONS. CONNECTION DESIGN TO BE BASED ON REACTIONS GIVEN ON THE DRAWINGS OR AS LISTED IN

THE MANUFACTURER'S UNIFORM LOADING CAPACITY TABLES, WHICHEVER IS GREATER.

MASONRY

1. CONCRETE MASONRY UNITS (CMU) SHALL BE LAID WITH TYPE S OR M MORTAR AND ALL MORTAR SHALL CONFORM TO

ASTM C270. MORTAR MAY BE EITHER TYPE N OR S U.N.O. - USE PORTLAND CEMENT/LIME FOR MORTAR.

2. CONCRETE MASONRY UNIT (CMU) PANELS SHALL HAVE HORIZONTAL JOINT REINFORCEMENT SPACED NOT MORE THAN

16 INCHES ON CENTER, LOCATED IN THE MORTAR BED JOINT, AND EXTENDING THE ENTIRE LENGTH OF THE PANEL, BUT

NOT ACROSS EXPANSION JOINTS. LONGITUDINAL WIRES SHALL BE LAPPED A MINIMUM OF 6 IN. AT SPLICES. JOINT

REINFORCEMENT SHALL BE PLACED IN THE PANEL. THE REINFORCEMENT SHALL BE PLACED IN THE BED JOINT

IMMEDIATELY BELOW AND ABOVE OPENINGS IN THE PANEL. THE REINFORCEMENT SHALL HAVE NOT LESS THAN TWO

PARALLEL LONGITUDINAL WIRES OF SIZE W1.7, AND HAVE WELDED CROSS WIRES OF SIZE W1.7.

3. CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE TMS 402/ACI 530/ASCE 5 BUILDING CODE

REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES AND TMS 602/ACI 530/ASCE 6 SPECIFICATION FOR MASONRY

STRUCTURES.

4. ALL CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C-90 GRADE N-1. CONCRETE MASONRY TO HAVE

28-DAY COMPRESSIVE STRENGTH FOR AN AVERAGE OF 3 UNITS OF AT LEAST f 'm=1900 psi.

5. SPECIAL INSPECTION OF MASONRY CONSTRUCTION IS REQUIRED. REFER TO ACI 530, PART 1 AND MICHIGAN BUILDING

CODE 2015, TABLE 1705.3 FOR MINIMUM QUALITY ASSURANCE REQUIREMENTS.

6. CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO THE FOLLOWING STANDARDS:

HOLLOW LOAD-BEARING UNITS: ASTM C90

TYPE I, GRADE N

SOLID LOAD-BEARING UNITS: ASTM C145

MEDIUM WEIGHT UNITS: 110 TO 125 PCF

REGULAR WEIGHT UNITS: 135 PCF

7. POURABLE CONSISTENCY GROUT SHALL BE USED TO FILL CAVITIES AT BEAM, JOIST AND METAL DECK BEARING, AT

VERTICAL FILL OF HOLLOW CORES, AND IN BOND BEAMS AND REINFORCED MASONRY BEAMS, PIERS OR COLUMNS.

GROUT SHALL CONFORM TO ASTM C476 WITH MINIMUM 28 DAY COMPRESSION STRENGTH OF 3000 PSI.

8. STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60. HORIZONTAL JOINT REINFORCEMENT SHALL BE

LADDER OR TRUSS TYPE.

9. VERTICAL CELLS CONTAINING REINFORCING AND GROUT SHALL FORM A CONTINUOUS CAVITY, FREE OF MORTAR

DROPPINGS.

10. VERTICAL REINFORCING SHALL BE FULLY GROUTED IN THE CORES OF THE CONCRETE MASONRY UNITS AND SHALL BE

LAPPED A MINIMUM OF 40 BAR DIAMETERS BUT NOT LESS THAN 24 INCHES. THE VERTICAL REINFORCEMENT SHALL BE

LAPPED WITH DOWELS OF SAME SIZE AND SPACING WHICH HAVE BEEN PREVIOUSLY INSTALLED IN THE FOUNDATIONS.

EMBEDMENT OF DOWELS SHALL CONFORM TO THE REQUIREMENTS OF ACI 318.

11. VERTICAL REINFORCING SHALL BE PLACED IN THE CENTER OF THE CELL, UNLESS SPECIFICALLY SHOWN OTHERWISE.

ALLOWABLE SPACING TOLERANCE IS ± ½”. THE USE OF REINFORCEMENT BAR POSITIONERS IS REQUIRED.

12. GROUTING OF MASONRY WALLS SHALL CONFORM TO THE RECOMMENDED PROCEDURE FOR "LOW LIFT GROUTING" OR

"HIGH LIFT GROUTING" AS OUTLINED IN THE NCMA - TEK NOTE #3-2A - GROUTING CONCRETE MASONRY WALLS.

SPECIAL INSPECTIONS & TESTS

SPECIAL INSPECTION SHALL MEET THE REQUIREMENTS OF IBC SECTION 1704. SPECIAL INSPECTOR(S) SHALL BE

HIRED BY THE OWNER TO PERFORM THE REQUIRED SPECIAL INSPECTIONS. THE NAMES OF PERSONS OR FIRMS

WHO ARE TO PERFORM THE SPECIAL INSPECTIONS SHALL BE FORWARDED TO THE BUILDING OFFICIAL FOR

APPROVAL. THE SPECIAL INSPECTOR(S) SHALL COMPLETE AND SUBMIT ALL FORMS REQUIRED BUILDING OFFICIAL.

1. THE SPECIAL INSPECTOR(S) SHALL:

A. OBSERVE THE WORK ASSIGNED FOR CONFORMANCE TO THE APPROVED DRAWING AND SPECIFICATIONS.

B. FURNISH INSPECTION REPORTS TO THE ENGINEER OF RECORD AND BUILDING DEPARTMENT. DISCREPANCIES

SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF NOT

CORRECTED, TO THE ENGINEER AND THE BUILDING DEPARTMENT.

C. SUBMIT TO THE ENGINEER OF RECORD AND THE BUILDING DEPARTMENT A SIGNED FINAL REPORT STATING

THAT THE WORK WAS IN CONFORMANCE WITH THE APPROVED DRAWINGS AND SPECIFICATIONS AND THE

APPLICABLE WORKMANSHIP PROVISIONS OF THE IBC.

2. SPECIAL INSPECTION NOTES:

A. CONTINUOUS SPECIAL INSPECTION IS ALWAYS REQUIRED DURING THE PERFORMANCE OF THE WORK UNLESS

SPECIFICALLY NOTED BELOW.

B. WHERE FABRICATION OF THE STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES IS BEING PERFORMED

ON THE PREMISES OF A FABRICATOR'S SHOP, CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING THE

PERFORMANCE OF THE WORK EXCEPT AS ALLOWED IN IBC SECTION 1704.2.5 AND UNLESS SPECIFICALLY

NOTED BELOW.

C. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE SPECIAL INSPECTOR(S) WITH ADVANCE

NOTICE, NO LESS THAN ONE WORKING DAY, OF THE INITIATION OF ANY WORK REQUIRED TO HAVE SPECIAL

INSPECTIONS. ALL WORK PERFORMED WITHOUT REQUIRED SPECIAL INSPECTION WILL BE SUBJECT TO

REMOVAL.

3. TYPES OF WORK REQUIRING SPECIAL INSPECTIONS ARE:

A. STRUCTURAL STEEL ELEMENTS OF BUILDINGS AND STRUCTURES AS REQUIRED BY IBC SECTION 1705.2.1 AND

AISC 360 SECTION 'N'.

B. COLD-FORMED STEEL DECK AS REQUIRED BY IBC SECTION 1705.2.2 AND SDI QA/QC.

C. OPEN-WEB STEEL JOISTS AND JOIST GIRDERS AS REQUIRED BY IBC SECTION 1705.2.3 AND TABLE 1705.2.3, AS

FOLLOWS:

PERIODIC SPECIAL INSPECTION IN COMPLIANCE WITH SJI SPECIFICATIONS, SECTION 2207.1 FOR INSTALLATION

OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS REQUIRED FOR:

a. END CONNECTIONS - WELDING OR BOLTED.

b. BRIDGING - HORIZONTAL OR DIAGONAL. APPLIES TO BOTH STANDARD BRIDGING AND BRIDGING THAT

DIFFERS FROM THE SJI SPECIFICATIONS LISTED IN SECTION 2207.1

D. CONCRETE CONSTRUCTION AS REQUIRED BY IBC SECTION 1705.3 AND TABLE 1705.3, AS FOLLOWS:

a. WELDING OF REINFORCING BARS AS REQUIRED BY IBC SECTION 1705.3.1 AND IN COMPLIANCE WITH

AWS D1.4 FOR SPECIAL INSPECTION AND AWS D1.4 FOR SPECIAL INSPECTOR QUALIFICATION.

b. MATERIAL TESTS AS REQUIRED BY IBC SECTION 1705.3.2 AND ACI 318, CHAPTERS 19 AND 20.

INSPECTION TYPE

1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND VERIFY

PLACEMENT.

2. REINFORCING BAR WELDING:

a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706

b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM

"; AND

c. INSPECT ALL OTHER WELDS

3. INSPECT ANCHORS CAST IN CONCRETE.

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS.

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS.

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.a.

5. VERIFY USE OF REQUIRED DESIGN MIX.

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE

OF THE CONCRETE.

7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES.

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

9. INSPECT PRESTRESSED CONCRETE FOR:

a. APPLICATION OF PRESTRESSING FORCES; AND

b. GROUTING OF BONDED PRESTRESSING TENDONS.

10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.

11. VERIFY 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.

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE

MEMBER BEING FORMED.

CONTINUOUS PERIODIC

INSPECTION INSPECTION

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

IBC TABLE 1705.3 - REQ'D. SPECIAL INSPECTION OF CONC. CONSTRUCTION

F. WOOD CONSTRUCTION : SITE-BUILT ASSEMBLIES AS REQUIRED BY IBC SECTION 1705.5, WITH THE

EXCEPTION OF PRE-FABRICATED STRUCTURAL WOOD CONSTRUCTION. PRE-FABRICATED STRUCTURAL

WOOD ELEMENTS AND ASSEMBLIES AS REQUIRED BY IBC SECTION 1704.2.5.

a. HIGH-LOAD DIAPHRAGMS AS REQUIRED BY IBC SECTION 1705.5.1. HIGH-LOAD DIAPHRAGMS

DESIGNED IN ACCORDANCE WITH IBC SECTION 2306.2 SHALL REQUIRE SPECIAL INSPECTIONS

REQUIRED BY IBC SECTION 1704.2.

a.a. WOOD STRUCTURAL PANEL SHEATHING TO ASCERTAIN WHETHER IT IS OF THE GRADE AND

THICKNESS SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS.

a.b. VERIFY NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES; FASTENER

DIAMETER AND LENGTH; NUMBER OF FASTENER UNITS; AND SPACING BETWEEN FASTENERS IN

EACH LINE AND AT EDGE MARGINS, AGREES WITH THE APPROVED CONSTRUCTION

DOCUMENTS.

b. METAL-PLATE-CONNECTED WOOD TRUSSES SPANNING 60 FEET OR GREATER AS REQUIRED BY IBC

1705.5.2.

b.a. VERIFY THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING AND THE PERMANENT

INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING ARE INSTALLED IN ACCORDANCE WITH THE

APPROVED TRUSS SUBMITTAL PACKAGE.

G. SOILS AS REQUIRED BY IBC 1705.6 AND TABLE 1705.6 AS FOLLOWS:

1. PERIODIC SPECIAL INSPECTION REQUIRED TO:

a. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN

BEARING CAPACITY.

b. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL.

c. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.

d. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN

PREPARED.

2. CONTINUOUS SPECIAL INSPECTION REQUIRED TO:

a. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL.

b. COMPACTED SOIL BACKFILL IN COMPLIANCE WITH SECTION 1803 SHALL REQUIRE

SPECIAL INSPECTIONS IN ACCORDANCE WITH ASTM D1557.

H. FABRICATED ITEMS AS REQUIRED BY IBC SECTION 1705.10 AND SECTION 1704.2.5.

I. SPECIAL INSPECTIONS FOR WIND RESISTANCE AS REQUIRED BY IBC SECTION 1705.11 AND AS FOLLOWS:

a. STRUCTURAL WOOD CONTINUOUS SPECIAL INSPECTION AS REQUIRED BY IBC SECTION 1705.11.1.

b. COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION PERIODIC SPECIAL INSPECTION AS REQUIRED

BY IBC SECTION 1705.11.2.

c. WIND-RESISTING COMPONENTS PERIODIC SPECIAL INSPECTION AS REQUIRED BY IBC SECTION

1705.11.3.

SPECIAL INSPECTIONS & TESTS (CONT.)

E. MASONRY CONSTRUCTION AS REQUIRED BY IBC SECTION 1705.4 AND LEVEL B

SPECIAL INSPECTIONS OF TMS 402/ACI 530/ASCE 5 AS FOLLOWS:

MASONRY (CONT.)

13. LIFTS OF GROUT SHALL BE KEYED 4 INCHES INTO THE PREVIOUS COURSE OF MASONRY BELOW.

14. SAMPLING AND TESTING OF MORTAR AND GROUT SHALL BE IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN THE

NCMA - TEK NOTE #107 LABORATORY AND FIELD TESTING OF MORTAR AND GROUT.

15. TESTING OF MASONRY PRISMS SHALL BE IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN THE NCMA-TEK NOTE

#18-01B - EVALUATING THE COMPRESSIVE STRENGTH OF CONCRETE MASONRY - 2012 IBC/2011 MSJC.

16. HOLLOW MASONRY UNIT SHALL HAVE FACE SHELL BEDDING EXCEPT FOR PIERS, COLUMNS, PILASTERS, THE COURSE

IMMEDIATELY ABOVE FDNS, AND WHERE CONTAINMENT OF GROUT OR LOOSE FILL INSULATION REQUIRES THAT WEBS

AND FACE SHELLS BE MORTARED. IN FULLY GROUTED OR UNGROUTED MASONRY ONLY THE FACE SHELLS NEED TO BE

MORTARED UNLESS OTHERWISE NOTED.

17. PROVIDE CONTROL JOINTS IN ABOVE GRADE EXPOSED MASONRY WALLS FOR THE FOLLOWING CONDITIONS:

A. AT THE PERPENDICULAR WALLS; ONE-HALF CONTROL JOINT SPACING FROM THE CORNERS.

B. AT CHANGE IN WALL HEIGHT.

C. AT CHANGE IN WALL THICKNESS.

D. AT 25'-0" O.C. IN LONG CONTINUOUS WALLS.

INSPECTION TASK

1. VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS

2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN

COMPLIANCE:

a. PROPORTIONS OF SITE-PREPARED MORTAR

b. CONSTRUCTION OF MORTAR JOINTS

c. GRADE AND SIZE OF PRESTRESSING TENDONS AND ANCHORAGES

d. LOCATION OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING

TENDONS AND ANCHORAGES

e. PRESTRESSING TECHNIQUE

f. PROPERTIES OF THIN-BED MORTAR FOR AAC MASONRY

3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

a. GROUT SPACE

b. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND ANCHOR BOLTS, AND

PRESTRESSING TENDONS AND ANCHORAGES

c. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING

TENDONS AND ANCHORAGES

d. PROPORTIONS OF SITE-PREPARED GROUT AND PRESTRESSING GROUT

FOR BONDED TENDONS

e. CONSTRUCTION OF MORTAR JOINTS

4. VERIFY DURING CONSTRUCTION:

a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS

b. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF

ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR

OTHER CONSTRUCTION

c. WELDING OF REINFORCEMENT

d. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING

COLD WEATHER (TEMPERATURE BELOW 40°F (4.4°C)) OR HOT WEATHER

(TEMPERATURE ABOVE 90°F (32°))

e. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE

f. PLACEMENT OF GROUT AND PRESTRESSING GROUT FOR BONDED

TENDONS IS IN COMPLIANCE

g. PLACEMENT OF AAC MASONRY UNITS AND CONSTRUCTION OF THIN-BED

MORTAR JOINTS

5. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS, AND/OR

PRISMS

MINIMUM SPECIAL

INSPECTION FREQUENCY

X

X

X

X

X

X

X X

X

X

X

X

X

X

X

X

X

X

X

X X

X

TMS TABLE 3.1.2 - LEVEL B QUALITY ASSURANCE

S

S T

R U

C T

U R

A L

G

E N

E R

N

O T

E S

D E

P A

R T

M E

T

F

N

A T

U R

R

S

O U

R C

E S

S T

A T

E

O

F

M

I C

H I G

A N

D E

S I G

N

A

D

C

N

S T

R U

C T

I O

N

D

I V

I S

I O

N

B B

R M

R

R

W G

N A

E R

A

R

E V

P

E R

M I T

K W

G

D N

R

M

U L

T I D

I V

I S

I O

N

S

T O

R A

G

F

C

I L

I T

Y

G A

Y L O

R D

M

I

THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF

SIDOCK GROUP, INC. AND CANNOT BE REPRODUCED,

COPIED, OR USED IN ANY MANNER WITHOUT THE PRIOR

WRITTEN CONSENT OF SIDOCK GROUP, INC. 2019

B

I D

S

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KAB

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PRELIMINARY

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CONSTRUCTION

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FINAL RECORD

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DATE

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ISSUED FOR

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PROJECT

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IDENTIFICATION NO.

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DESIGNED

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DRAWN

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CHECKED

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APPROVED

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DEPARTMENT OF TECHNOLOGY, MANAGEMENT AND BUDGET

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FACILITIES AND BUSINESS SERVICES ADMINISTRATION

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ROBERT C. HALL, RA, NCARB, DIRECTOR

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SHEET TITLE:

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