Big Bear Bridge Structural Drawings.pdf

ALL CONTRACTORS AND SUBCONTRACTORS PERFORMING WORK SHOWN ON OR RELATED TO THESE

PLANS SHALL CONDUCT THEIR OPERATIONS SO THAT ALL EMPLOYEES ARE PROVIDED A SAFE PLACE TO WORK AND THE PUBLIC IS PROTECTED. ALL CONTRACTORS AND SUBCONTRACTORS SHALL COMPLY WITH THE "OCCUPATIONAL SAFETY AND HEALTH REGULATIONS OF THE U.S. DEPARTMENT OF LABOR AND THE STATE OF UTAH DEPARTMENT OF INDUSTRIAL RELATIONS CONSTRUCTION SAFETY ORDERS." THE

STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE IN ANY WAY FOR THE CONTRACTORS AND

SUBCONTRACTORS COMPLIANCE WITH SAID REGULATIONS AND ORDERS.

CONTRACTOR FURTHER AGREES TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB-SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER AND THE STRUCTURAL ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING

FROM THE SOLE NEGLIGENCE OF THE OWNER OR ENGINEER.

NOTICE TO CONTRACTOR

UNAPPROVED DRAWINGS REPRESENT WORK IN PROGRESS, ARE SUBJECT TO CHANGE, AND DO NOT

CONSTITUTE A FINISHED ENGINEERING PRODUCT. ANY WORK UNDERTAKEN BY DEVELOPER OR

CONTRACTOR BEFORE PLANS ARE APPROVED IS UNDERTAKEN AT THE SOLE RISK OF THE DEVELOPER, INCLUDING BUT NOT LIMITED TO BIDS, ESTIMATION, FINANCING, BONDING, SITE CLEARING, GRADING, INFRASTRUCTURE CONSTRUCTION, ETC.

NOTICE TO DEVELOPER/CONTRACTOR

SHEET INDEX

S000 COVER SHEET

S001 GENERAL STRUCTURAL NOTES

S002 GENERAL STRUCTURAL NOTES

S011 SPECIAL INSPECTIONS

S012 SPECIAL INSPECTIONS

S111 OVERALL BRIDGE PLAN VIEW

S112 BRIDGE DEMOLITION PLAN

S113 ABUTMENT BACKWALL MODIFICATIONS & APRON

S114 BRIDGE SUPERSTRUCTURE STEEL FRAMING

S115 WOOD DECKING PLAN VIEW

S301 BRIDGE SECTIONS

S501 STRUCTURAL DETAILS

TOTAL: 12

SANDY

LAYTON

TOOELE

CEDAR CITY

RICHFIELD

45 W 10000 S, Suite 500 Sandy, UT 84070 Phone: 801.255.0529

Phone: 801.547.1100

Phone: 435.843.3590

Phone: 435.865.1453

Phone: 435.896.2983

WWW.ENSIGNENG.COM

PROJECT MANAGER

DATEPROJECT NUMBER

FOR:

DESIGNED BY

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SUMMIT COUNTY UTAH -

LANDS AND NATURAL RESOURCES

60 N MAIN STREET

P.O. BOX 128

COALVILLE UTAH, 84017

LWC

BIG BEAR BRIDGE

EAST CANYON ROAD

SUMMIT COUNTY, UT NEAR BIG BEAR HOLLOW

PROJECT VICINITY

NO. DATE REVISION

GENERAL

1. ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE GOVERNING BUILDING CODE AND SUPPLEMENTS UNLESS

HIGHER STANDARD IS REQUIRED BY LOCAL BUILDING OFFICIAL.

2. THE CONTRACTOR SHALL FURNISH AND INSTALL ALL ELEMENTS AS SHOWN ON THE CONTRACT DOCUMENTS UNLESS

SPECIFICALLY NOTED OTHERWISE.

3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE.

4. THE CONTRACTOR IS RESPONSIBLE FOR MEETING ALL APPLICABLE OSHA SAFETY REQUIREMENTS DURING CONSTRUCTION AND SHALL BE RESPONSIBLE FOR SAFETY AND PROTECTION WITHIN AND ADJACENT TO THE SITE.

5. AT ANY GIVEN TIME DURING AND AFTER CONSTRUCTION, THE CONTRACTOR AND/OR OWNER SHALL ENSURE THE LOADS ON THE STRUCTURE DO NOT EXCEED THE SPECIFIED DESIGN LOADS. CONSTRUCTION MATERIAL SHALL BE

SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF.

6. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE IN QUESTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR

OBTAINING CLARIFICATION FROM THE ENGINEER BEFORE CONTINUING WITH CONSTRUCTION.

7. THE TYPICAL DETAILS SHALL BE USED WHEREVER APPLICABLE UNLESS OTHERWISE NOTED ON THE DRAWINGS.

SPECIFIC NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL

DETAILS.

8. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK INVOLVED. IN CASE OF CONFLICT, FOLLOW MOST STRINGENT REQUIREMENT AS DETERMINED BY

STRUCTURAL ENGINEER WITHOUT COST TO OWNER.

9. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SHORING, SEQUENCES, AND PROCEDURES.

10. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE

LATEST EDITION AND/OR ADDENDUM.

11. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING

WITH APPROPRIATE TRADES, DRAWINGS, AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.

12. DO NOT PENETRATE ANY STRUCTURAL ELEMENTS (BEAMS, COLUMNS, WALLS, SLABS, STEEL DECKS, ETC.) WITHOUT

PRIOR WRITTEN APPROVAL OF STRUCTURAL ENGINEER THROUGH ARCHITECT.

13. ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THE SEAL OF A CIVIL OR

STRUCTURAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED.

PRE-CONSTRUCTION MEETINGS

1. A PRE-CONSTRUCTION MEETING IS RECOMMENDED PRIOR TO THE START OF CONSTRUCTION OF THE STRUCTURE. AT THE CONTRACTOR'S OPTION, THE PRE-CONSTRUCTION MEETING MAY TAKE PLACE PRIOR TO THE START OF SHOP

DRAWING PRODUCTION.

2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO SCHEDULE THE PRE-CONSTRUCTION MEETING WITH ALL APPLICABLE PARTIES INCLUDING (BUT NOT LIMITED TO) THE CONTRACTOR, SUB-CONTRACTORS, ARCHITECT, STRUCTURAL ENGINEER, AND SPECIAL INSPECTOR.

1. TYPICAL REINFORCING BAR STRENGTHS:

A. REINFORCING (NON-WELDABLE) = ASTM A615, DEFORMED, Fy = 60 KSI (420 MPa) B. REINFORCING (WELDABLE) = ASTM A706, DEFORMED, Fy = 60 KSI (420 MPa)

2. TYPICAL CLEAR CONCRETE COVERAGES:

A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3"

B. FORMED CONCRETE WATER RETENTION STRUCTURES OR

OTHERWISE COVERED UNDER ACI 350 = 2"

C. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER = 2" (#6 AND LARGER)

= 1-1/2" (#5 AND SMALLER)

D. ALL OTHERS PER LATEST EDITION OF ACI 318.

3. TYPICAL CLEAR MASONRY COVERAGES:

A. MASONRY FACE EXPOSED TO EARTH OR WEATHER: = 2" (#6 AND LARGER)

= 1-1/2" (#5 AND SMALLER)

B. MASONRY NOT EXPOSED TO EARTH OR WEATHER: = 1-1/2"

4. ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. LATEST ACI CODE AND DETAILING MANUAL APPLY. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE OR MASONRY. REINFORCING BAR SPACINGS GIVEN ARE

MAXIMUM ON CENTERS.

5. ALL REINFORCING TO BE WELDED SHALL BE WELDED IN ACCORDANCE WITH AWS D1.4. NO TACK WELDING OF REINFORCING BARS IS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE BY STRUCTURAL ENGINEER.

6. ASTM A706 BARS ARE REQUIRED IN CONCRETE SPECIAL MOMENT FRAMES, SPECIAL STRUCTURAL WALLS, AND PEDESTALS FOR SPECIAL SEISMIC SYSTEMS IN SEISMIC DESIGN CATEGORIES C, D, E, AND F. ASTM A615 BARS ARE PERMITTED IF MILL TESTS SHOW THAT THE REINFORCEMENT MEETS THE REQUIREMENTS OF ACI 318-19, SECTION 20.0.0.5(b).

STEEL REINFORCING

STRUCTURAL STEEL

1. ALL STRUCTURAL STEEL SHALL CONFORM WITH ASTM STANDARDS AS OUTLINED IN THE AISC "STEEL CONSTRUCTION MANUAL" (LATEST EDITION) CONTAINING SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS, STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS AND THE CODE OF STANDARD PRACTICE FOR STRUCTURAL STEEL BUILDINGS, AND AS OUTLINED IN THE AISC "SEISMIC DESIGN MANUAL" (LATEST EDITION) CONTAINING SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS AND PREQUALIFIED CONNECTIONS, UNLESS OTHERWISE NOTED ON DRAWINGS.

2. STRUCTURAL STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING UNLESS NOTED OTHERWISE:

A. W-SHAPES: ASTM A992, Fy = 50 KSI B. RECTANGULAR HSS SHAPES: ASTM A500, GR. C, Fy = 50 KSI C. ROUND HSS SHAPES: ASTM A500, GR. C, Fy = 46 KSI D. PIPES: ASTM A53, GR. B, Fy = 35 KSI E. CHANNELS, ANGLES AND ALL OTHER SHAPES: ASTM A36, Fy = 36 KSI F. PLATES AND BARS: ASTM A36, Fy = 36 KSI G. STAINLESS STEEL (WHERE INDICATED ON DRAWINGS): TYPE 316 w/ MIN. Fy = 42 KSI AND Fu = 84 KSI

H. HIGH-STRENGTH BOLTS (ALL STEEL TO STEEL CONNECTIONS): ASTM A325 OR A490

I. COMMON BOLTS (NON-STEEL TO STEEL CONNECTIONS): ASTM A307

J. HEADED STUD ANCHORS (HSA): ASTM A108

K. ANCHOR RODS: ASTM F1554, GR. 36

L. HEAVY HEX NUTS: ASTM A563

M. STEEL PLATE WASHERS: ASTM A36

N. HARDENED WASHERS: ASTM F436

3. UNLESS OTHERWISE NOTED, ALL STRUCTURAL STEEL TO STEEL BOLTED CONNECTIONS SHALL USE 3/4" DIAMETER

HIGH-STRENGTH BOLTS AND SHALL BE SNUG-TIGHTENED.

4. WHERE SLIP-CRITICAL/PRETENSIONED CONNECTIONS ARE REQUIRED, A HARDENED WASHER SHALL BE PLACED DIRECTLY UNDER THE TURNED ELEMENT (NUT OR BOLT HEAD) IN THE BOLT ASSEMBLY. PRETENSIONING MAY BE COMPLETED USING EITHER THE TURN OF THE NUT METHOD, DTI WASHERS, OR TZ BOLTS. ALL OTHER PROCEDURES INCLUDING FAYING SURFACE PREPARATION, BOLT ASSEMBLY PREPARATION, STORAGE, AND INSPECTION SHALL BE

COMPLETED PER AISC STANDARDS.

5. HEADED STUD ANCHORS SHALL BE TYPE B CONFORMING TO REQUIREMENTS OF AWS D1.1 AND SHALL BE ATTACHED

PER MANUFACTURER'S SPECIFICATIONS.

6. REMOVE RUST, OILS, MILL SCALE AND APPLY ONE COAT RED LEAD IRON OXIDE SHOP PAINT, 2 MILS (DRY) THICK.

PROVIDE TOUCH UP FIELD COAT AT ALL ABRADED AND WELDED AREAS, 2 MILS (DRY) THICK.

7. SHOP DRAWINGS FOR ALL STEEL ITEMS SHALL BE PREPARED FOR AND REVIEWED BY THE STRUCTURAL ENGINEER

PRIOR TO FABRICATION AND INSTALLATION.

8. ALL WELDS SHALL BE MADE WITH E70XX ELECTRODES UNLESS NOTED OTHERWISE ON DRAWINGS. WELDS SHALL BE PERFORMED BY WELDERS CERTIFIED BY AWS STANDARDS WITHIN THE LAST 12 MONTHS (PROVIDE WRITTEN CERTIFICATION IF REQUESTED). STAINLESS STEEL WELDS SHALL BE MADE WITH APPROPRIATE E308 ELECTRODES UNLESS NOTED OTHERWISE ON DRAWINGS. STAINLESS STEEL WELDS SHALL BE PERFORMED BY WELDERS CERTIFIED TO WELD STAINLESS STEEL BY AWS STANDARDS WITHIN THE LAST 12 MONTHS (PROVIDE WRITTEN CERTIFICATION IF

REQUESTED).

WHERE NOTED ON THE DRAWING:

A. ALL FIELD WELDING SHALL BE VISUALLY INSPECTED BY AN INDEPENDENT TESTING LABORATORY AS SELECTED BY

THE OWNER OR ENGINEER.

B. ALL FULL PENETRATION OR FUSION WELDS SHOWN ON DRAWINGS ARE TO BE TESTED BY X-RAY PER AWS

SPECIFICATION.

C. THE OWNER MAY TEST ALL FILLET WELDS OR PORTIONS THERE OF WITH INSPECTIONS.

D. COPIES OF TEST RESULTS SHALL BE SENT TO STRUCTURAL ENGINEER.

DESIGN CRITERIA

1. GOVERNING BUILDING CODE: AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS 10TH EDITION 2024

A. RISK CATEGORY = II

2. LOAD MODIFIERS:

A. DUCTILITY FACTOR, nD = 1.0 B. REDUNDANCY FACTOR, nR = 1.0 C. OPERATIONAL IMPORTANCE FACTOR, nI = 1.0

3. TRANSIENT LOADING:

A. VEHICULAR LIVE LOAD, LL

a. DESIGN TRUCK LOAD = TYPE 2 ENGINE (10 KIP FRONT AXLE & 20 KIP REAR AXLE)

b. DESIGN SNOW GROOMER = 5712 LB

B. PEDESTRIAN LIVE LOAD, PL = 0.075 KSF

4. SEISMIC LOADING:

A. SS = 0.625g B. S1 = 0.224g

C. SEISMIC ZONE = D

D. SITE CLASS = D (DEFAULT)

E. PEAK GROUND ACCELERATION, PGA = 0.274

F. SITE FACTOR AT ZERO-PERIOD, FPGA = 1.33

G. MODIFIED PEAK SEISMIC GROUND

ACCELERATION, AS = 0.363

5. WIND LOADING:

A. BASIC WIND SPEED, V

a. STRENGTH II = 103 MPH - 3 SEC GUST

6. SERVICEABILITY CRITERIA:

A. DEFLECTION LIMITS: LIVE

a. VEHICULAR LOAD L/420

b. PEDESTRIAN LOADS L/1000

1. CONCRETE SHALL CONFORM TO ALL REQUIREMENTS OF ACI 318-19 "BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE", EXCEPT AS MODIFIED BY THE SUPPLEMENTAL REQUIREMENTS BELOW:

NO WATER TO BE ADDED TO CONCRETE ON SITE EITHER BEFORE OR AFTER PLACEMENT

2. CONCRETE SHALL ATTAIN THE LISTED MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS.

3. AIR CONTENT TOLERANCE IS +/- 1-1/2% AT THE TIME OF FINAL PLACEMENT.

4. AIR ENTRAINMENT SHALL BE ADJUSTED FOR THE USE OF ADMIXTURES AND FLY ASH.

5. SUPERPLASTICIZER MAY BE ADDED TO INCREASE SLUMP AS REQUIRED FOR PLACEMENT.

6. CALCIUM CHLORIDE SHALL NOT BE ADDED TO THE CONCRETE MIX.

7. FOR EXPOSURE CLASS F3, THE MAXIMUM PERCENTAGE OF POZZOLAN IN CONCRETE MIX SHALL BE IN ACCORDANCE

WITH SECTION 26.4.2.2 (B) OF ACI 318-19.

8. USE TYPE V OR TYPE IL (HS) CEMENT WHEN HIGH SULFATE RESISTANCE IS REQUIRED BY THE GEOTECHNICAL REPORT OR WHEN THE 'S' EXPOSURE CLASS IS DESIGNATED AS S2 OR S3. IF S3 IS REQUIRED, POZZOLAN OR SLAG CEMENT IN

ACCORDANCE WITH ASTM C1012 IS ALSO REQUIRED.

9. MATERIAL DESIGNATIONS:

A. CEMENT = ASTM C150 OR ASTM C595

B. NORMAL WEIGHT AGGREGATES = ASTM C33

C. LIGHTWEIGHT AGGREGATES = ASTM C330

D. FLY ASH, CLASS F POZZOLAN = ASTM C618

E. DEFORMED BAR ANCHORS (DBA) = ASTM A496

F. HEADED STUD ANCHORS (HSA) = ASTM A108

G. AIR ENTRAINMENT ADMIXTURES = ASTM C260

H. WATER REDUCING ADMIXTURES = ASTM C494, TYPE 'A'

I. RETARDING ADMIXTURES = ASTM C494, TYPE 'B'

J. WATER REDUCING & RETARDING ADMIXTURES = ASTM C494, TYPE 'D'

K. HIGH RANGE WATER REDUCING ADMIXTURES = ASTM C494, TYPE 'F'

L. HIGH RANGE WATER REDUCING & RETARDING ADMIXTURES = ASTM C494, TYPE 'G'

M. ADMIXTURES ARE TO COME FROM AN ISO9001 QUALITY CERTIFIED MANUFACTURER. ALL ADMIXTURES ARE TO

COME FROM THE SAME MANUFACTURER TO ENSURE COMPATIBILITY.

N. NO ALUMINUM CONDUIT OR PRODUCTS CONTAINING ALUMINUM OR ANY OTHER PRODUCTS THAT REACT

ADVERSELY WITH THE CONCRETE SHALL BE EMBEDDED IN THE CONCRETE.

10. A STATEMENT OF MIX DESIGN FOR ALL CONCRETE SHALL BE SUBMITTED AND APPROVED BY THE ENGINEER PRIOR TO

COMMENCING WORK.

11. PLACEMENT, CURING, AND PROTECTION OF CONCRETE SHALL CONFORM TO ACI 318-19. THE USE OF CHEMICALS OR ADDITIVES TO PREVENT FREEZING SHOULD NOT BE PERMITTED, REFER TO SPECIFICATIONS AND TO DIRECTIVES BY STRUCTURAL ENGINEER FOR ADDITIONAL COLD WEATHER REQUIREMENTS. ALL CONCRETE SHALL BE PROPERLY

VIBRATED IN PLACE USING INTERNAL VIBRATING RODS (MECHANICAL OR ELECTRICAL).

12. ALL SLABS ON GRADE SHALL BE PLACED WITH CONTROL JOINTS OR SAW CUTS AT NO MORE THAN 30 TIMES THE SLAB THICKNESS ON CENTER (MAXIMUM) OR AS SHOWN/NOTED ON DRAWINGS. LENGTH TO WIDTH RATIO OF THE SLAB BETWEEN CONTROL JOINTS EACH WAY SHALL BE NO MORE THAN 1.25. COMPLETE CONTROL JOINTS WITHIN 12 HOURS OF CONCRETE PLACEMENT. TOOLED CONTROL JOINTS ARE TO BE AT MINIMUM 1/4 OF THE SLAB THICKNESS AND NO MORE THAN 1/3 OF THE SLAB THICKNESS. FOR SAW CUT CONTROL JOINTS, SEE THE TYPICAL SLAB ON GRADE

JOINT DETAILS.

13. SLAB ON GRADE CONSTRUCTION JOINTS SHALL NOT EXCEED 125' - 0" O.C. IN ANY DIRECTION. CONSTRUCTION JOINTS MAY BE EITHER A DOWEL TYPE CONSTRUCTION JOINT OR A KEYWAY TYPE CONSTRUCTION JOINT. SEE THE SLAB

JOINT TYPICAL DETAILS FOR MORE INFORMATION.

14. CONCRETE TESTS WILL BE MADE ON MAJOR POURS AND AT SUCH OTHER TIMES AS MAY BE REQUIRED BY THE ENGINEER. EACH TEST SHALL CONSIST OF (4) CYLINDERS OF WHICH ONE SHALL BE TESTED AT SEVEN DAYS, TWO TESTED AT TWENTY-EIGHT DAYS AND ONE RETAINED IN RESERVE FOR LATER TESTS, IF REQUIRED. IN GENERAL, ONE TEST SHALL BE MADE FOR EACH 150 CUBIC YARDS OF CONCRETE OR EVERY 5000 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS ON EACH DAY'S POUR. SPECIMENS SHALL BE MADE AND TESTED IN ACCORDANCE WITH ASTM C31 & C39 STANDARDS. SLUMP AND AIR ENTRAINMENT TESTS SHALL ALSO BE MADE WITH EACH SET OF CYLINDERS

TAKEN.

15. BEFORE CONCRETE IS POURED, CHECK WITH ALL TRADES TO INSURE PROPER PLACEMENT OF ALL OPENINGS, SLEEVES, CURBS, CONDUITS, BOLTS, INSERTS, ETC., RELATED TO THE WORK.

16. THE CONTRACTOR IS RESPONSIBLE FOR THE PLACEMENT, REMOVAL, AND DESIGN OF ALL FORMWORK AND SHORING.

17. SUSPENDED CONCRETE STRUCTURAL MEMBERS SHALL NOT BE STRIPPED OF FORMS UNTIL CONCRETE HAS REACHED

ITS DESIGN STRENGTH.

18. FOR LAP SPLICE LENGTH, SEE CONCRETE REINFORCING LAP SPLICE LENGTH SCHEDULE.

19. SEE CIVIL DRAWINGS FOR SITE CONCRETE REQUIREMENTS.

CONCRETE

1. DEFERRED SUBMITTALS ARE THOSE PORTIONS OF THE DESIGN WHICH ARE NOT SUBMITTED AT THE TIME OF PERMIT APPLICATION AND WHICH ARE TO BE SUBMITTED TO THE BUILDING OFFICIAL WITHIN A SPECIFIED PERIOD.

2. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD THROUGH THE ARCHITECT AND GENERAL CONTRACTOR WITHIN 6 WEEKS OF AWARD OF CONTRACT TO THE GENERAL CONTRACTOR. ONCE THE SUBMITTAL DOCUMENTS HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE TO THE CONTRACT DOCUMENTS, THE ENGINEER OF RECORD WILL FORWARD THEM TO THE ARCHITECT WITH A NOTATION INDICATING THAT THEY ARE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE ARCHITECT WILL FORWARD THE DEFERRED SUBMITTAL DOCUMENTS TO THE GENERAL CONTRACTOR WHO WILL MAINTAIN ONE SET ON SITE FOR REFERENCE BY THE CITY INSPECTOR. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL

THE SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL.

3. ITEMS THAT ARE SUBMITTED FOR CONSIDERATION AS DEFERRED SUBMITTALS ARE AS FOLLOWS:

A. PRE-ENGINEERED METAL GATE

DEFERRED SUBMITTALS

NOTES:

1. ALL LAP SPLICE LENGTHS ARE CLASS B UNLESS NOTED OTHERWISE ON PLANS.

2. HORIZONTAL BARS ARE CLASSIFIED AS TOP BARS WHERE 12" OR MORE OF FRESH CONCRETE IS CAST BELOW THE LAP SPLICE.

3. FOR ALL EPOXY-COATED BARS, LAP SPLICE LENGTHS SHALL BE MULTIPLIED BY:

• 1.5 WHEN CLEAR COVER IS LESS THAN 3 BAR DIAMETERS & CLEAR SPACING IS LESS THAN 6 BAR DIAMETERS, OR

• 1.2 FOR ALL OTHER EPOXY-COATED BARS.

4. FOR ALL LIGHT-WEIGHT CONCRETE, LAP SPLICE LENGTHS SHALL BE MULTIPLIED BY 1.33.

1. SHOP DRAWINGS SHALL BE SUBMITTED TO THE GENERAL CONTRACTOR PRIOR TO FABRICATION OR ERECTION FOR

THE FOLLOWING ITEMS:

A. CONCRETE MIX DESIGNS

B. REINFORCING STEEL

C. STRUCTURAL STEEL

D. MISCELLANEOUS METALS (INCLUDING BUT NOT LIMITED TO PREFABRICATED STEEL STAIRS, HANDRAILS, GUARDRAILS, LADDERS, ETC.)

E. WEIGHT RESTRICTION REFERENCE SIGN

2. THE GENERAL CONTRACTOR SHALL SUBMIT ELECTRONIC COPIES OF ALL SHOP DRAWINGS TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OR ERECTION. FIVE (5) WORKING DAYS (MINIMUM) SHALL BE

ALLOWED FOR THE REVIEW OF THESE SHOP DRAWINGS BY THE STRUCTURAL ENGINEER.

3. THE GENERAL CONTRACTOR WILL REVIEW AND STAMP ALL SHOP DRAWINGS AND PRODUCT DATA FOR CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS PRIOR TO SUBMISSION. ANY SHOP DRAWINGS OR PRODUCT DATA NOT REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR WILL BE RETURNED WITHOUT REVIEW.

4. ANY SHOP DRAWING NOT CHECKED AND INITIALED BY THE SUPPLIER/DETAILER PRIOR TO SUBMITTING FOR

ARCHITECTURAL AND ENGINEERING REVIEW, WILL BE RETURNED WITHOUT REVIEW.

5. THE CONSTRUCTION DOCUMENTS MAY NOT BE REPRODUCED AND USED TO CREATE SHOP DRAWINGS WITHOUT THE

PERMISSION FROM THE ARCHITECT OR ENGINEER.

SHOP DRAWINGS

SANDY

LAYTON

TOOELE

CEDAR CITY

RICHFIELD

45 W 10000 S, Suite 500 Sandy, UT 84070 Phone: 801.255.0529

Phone: 801.547.1100

Phone: 435.843.3590

Phone: 435.865.1453

Phone: 435.896.2983

WWW.ENSIGNENG.COM

PROJECT MANAGER

DATEPROJECT NUMBER

FOR:

DESIGNED BY

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GENERAL

STRUCTURAL NOTES

PERMIT SET

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SUMMIT COUNTY UTAH -

LANDS AND NATURAL RESOURCES

60 N MAIN STREET

P.O. BOX 128

COALVILLE UTAH, 84017

LWC

NO. DATE REVISION

CONCRETE REINFORCING LAP SPLICE LENGTH SCHEDULE

BAR

SIZE

BAR

DIAMETER

(IN.)

f'c = 3,000 PSI f'c = 4,000 PSI f'c = 5,000 PSI

TYPICAL SPLICE (IN) TOP BAR SPLICE (IN) TYPICAL SPLICE (IN) TOP BAR SPLICE (IN) TYPICAL SPLICE (IN) TOP BAR SPLICE (IN)

CLASS A CLASS B CLASS A CLASS B CLASS A CLASS B CLASS A CLASS B CLASS A CLASS B CLASS A CLASS B

3 0.375 17 22 22 29 15 20 20 25 13 17 17 22

4 0.500 22 29 29 38 19 25 25 33 17 23 23 30

5 0.625 28 36 36 47 24 31 31 40 22 29 29 36

6 0.750 33 43 43 56 29 38 38 48 26 34 34 44

7 0.875 48 63 63 82 42 55 55 70 38 49 49 64

8 1.000 55 72 72 94 48 62 62 81 43 56 56 73

9 1.128 62 81 81 105 54 70 70 91 48 63 63 82

10 1.270 70 91 91 118 61 79 79 103 54 71 71 92

11 1.410 78 101 101 131 67 87 87 113 60 78 78 101

ELEMENT TYPE

MINIMUM

COMP.

STRENGTH,

f'c (psi)

EXPOSURE

CLASSES

CEMENT

TYPE

MAX.

W/C

RATIO

AIR

CONTENT

MAX.

AGG.

SIZE

MAX.

FLY

ASH

APPLICABLE *SPECIFIC

INSTRUCTION NOTESF S W C

EXTERIOR BACKWALL 5000 F2 S0 W0 C2 II OR IL 0.40 6 3/4" 25

WATER WAY 5000 F2 S0 W1 C1 II OR IL 0.40 5-1/2 3/4" 25

WOOD

1. ALL STRUCTURAL WOOD SHALL CONFORM WITH STANDARDS OUTLINED IN THE LATEST EDITION OF THE ANSI "NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION", THE ANSI "NDS SUPPLEMENT, DESIGN VALUES FOR WOOD CONSTRUCTION", THE ANSI "SPECIAL DESIGN PROVISIONS FOR WIND & SEISMIC (SDPWS)", AND ASTM

STANDARDS.

2. STRUCTURAL WOOD MATERIALS SHALL CONFORM TO THE FOLLOWING UNLESS NOTED OTHERWISE:

A. DIMENSIONAL LUMBER (BUILT-UP POSTS & BEAMS) = ALASKAN YELLOW CEDAR No. 1 OR BETTER B. SOLID SAWN LUMBER (SOLID POSTS & BEAMS) = ALASKAN YELLOW CEDAR No. 1 OR BETTER

C. ENGINEERED LUMBER

a. BUILT-UP BEAMS = 2.0E MICROLLAM LVL

b. SOLID POSTS

• MAXIMUM DIMENSION ≤ 7" = 1.8E PARALLAM PSL

• MAXIMUM DIMENSION > 7" = 2.0E PARALLAM PSL

c. GLUED LAMINATED TIMBER:

• ALL PLANKS AND RAILING MEMBERS = 20F-V12 AC/AC

D. SHEATHING PANELS (WALLS, FLOOR, ROOF) = SEE BELOW

E. ALL DIMENSIONAL OR SOLID SAWN ALASKAN YELLOW CEDAR LUMBAR SHALL BE HARVESTED AT MINIMUM 60 PLUS

DAYS AND NATURALLY DRIED IN A YARD.

3. INSTALL BRIDGING ON ALL SOLID-SAWN RECTANGULAR LUMBER MEMBERS PER SECTION 2308.4.6 OF THE 2021 IBC.

4. ALL POSTS SHALL MAINTAIN A CONTINUOUS LOAD PATH DOWN TO THE FOUNDATION. SQUASH BLOCKS (SIZE & GRADE OF SQUASH BLOCK TO MATCH POST IN LEVEL BELOW) ARE REQUIRED IN STACK FRAMED CONSTRUCTION.

5. ALL EXTERIOR WOOD WALLS SHALL BE INSTALLED AS SHEAR WALL TYPE SW-1 UNLESS NOTED OTHERWISE ON THE

DRAWINGS.

6. FRAMING CONNECTORS:

A. ALL SPECIFIED HARDWARE IS SIMPSON STRONG-TIE. ALL HARDWARE SUBSTITUTION REQUESTS SHALL BE

SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION.

B. INSTALL ALL HARDWARE PER MANUFACTURER'S SPECIFICATIONS.

C. ALL MEMBERS FRAMING INTO SIDE OF BEAMS OR FACE OF WALLS SHALL BE ATTACHED USING METAL JOIST

HANGERS.

7. FASTENERS:

A. ALL NAILING OF FRAMING LUMBER AND PLYWOOD SHALL CONFORM TO THE STANDARDS OUTLINED IN TABLE

2304.10.2 OF THE 2021 IBC UNLESS NOTED OTHERWISE.

B. ALL BOLTS FOR CONNECTIONS SHALL HAVE WASHERS PLACED UNDER NUTS AND HEADS. BOLT HOLES SHALL BE

DRILLED 1/16" LARGER THAN BOLT DIAMETERS.

C. ALL FASTENERS, INCLUDING NUTS AND WASHERS INSTALLED IN PRESERVATIVE-TREATED WOOD OR FIRE-TREATED

WOOD SHALL BE HOT-DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICONE BRONZE, OR COPPER.

THESE FASTENERS SHALL MEET THE REQUIREMENTS OF SECTION 2304.10.6 OF THE 2021 IBC.

a. EXCEPTION: PLAIN CARBON STEEL FASTENERS, INCLUDING NUTS AND WASHERS IN SBX/DOT AND ZINC BORATE

PRESERVATIVE-TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT ARE PERMITTED PER SECTION 2304.10.6.1

OF THE 2021 IBC.

8. WOOD STRUCTURAL PANEL SHEATHING:

A. ALL WOOD STRUCTURAL PANELS SHALL BE APA RATED AND SHALL BE IDENTIFIED WITH THE APPROPRIATE APA

TRADEMARK.

B. ALL WOOD STRUCTURAL PANELS SHALL MEET THE REQUIREMENTS OF THE LATEST EDITION OF VOLUNTARY

PRODUCT STANDARD PS 1, VOLUNTARY PRODUCT STANDARD PS 2, OR APA PRP-108 PERFORMANCE STANDARDS.

C. PANEL THICKNESS, GRADE, AND GROUP NUMBER OR SPAN INDEX RATING SHALL BE AT LEAST EQUAL TO THAT

SHOWN ON THE DRAWINGS.

D. APPLICATIONS SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF APA.

9. STRUCTURAL GLUED LAMINATED TIMBER:

A. STRUCTURAL GLUED LAMINATED TIMBER OF SOFTWOOD SPECIES SHALL BE IN CONFORMANCE WITH ANSI

STANDARD A190.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER, OR OTHER

CODE-APPROVED DESIGN, MANUFACTURING AND/OR QUALITY ASSURANCE PROCEDURES.

B. ALL MEMBERS SHALL BE MARKED WITH THE ENGINEERED WOOD SYSTEMS APA EWS TRADEMARK INDICATING CONFORMANCE WITH THE MANUFACTURING, QUALITY ASSURANCE, AND MARKING PROVISIONS OF ANSI STANDARD A190.1.

10. ENGINEERED WOOD I-JOISTS:

A. I-JOISTS SHALL BE MARKED WITH THE APA PRI TRADEMARK INDICATING CONFORMANCE WITH THE

MANUFACTURING QUALITY ASSURANCE, AND MARKING PROVISIONS OF APA EWS STANDARD PRI-400, AND

PERFORMANCE STANDARD FOR APA EWS I-JOISTS.

B. APPROVED EQUIVALENT I-JOISTS PRODUCED BY MANUFACTURERS OTHER THAN AS NOTED ON DRAWINGS MAY

ALSO BE USED.

11. PRE-ENGINEERED OPEN-WEB WOOD TRUSSES:

A. THIS WORK INCLUDES THE COMPLETE FURNISHINGS AND INSTALLATION OF PRE-ENGINEERED OPEN-WEB WOOD

TRUSSES.

B. PRODUCTS SHALL BE CUSTOM DESIGNED TO FIT THE DIMENSIONS AND LOADS INDICATED ON THE PLANS. TRUSS

DESIGN LOADS INCLUDE (BUT ARE NOT LIMITED TO) GRAVITY, LATERAL, AND OUT-OF-PLANE LOADS. A COMPLETE SET OF DESIGN CALCULATIONS SHALL BE PREPARED UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL

ENGINEER.

C. SHOP DRAWINGS SHALL BE SUBMITTED SHOWING LAYOUT AND DETAILS NECESSARY FOR PROPER PRODUCT PLACEMENT IN THE BUILDING. DO NOT PROCEED WITH FABRICATION AND/OR CUTTING UNTIL SHOP DRAWINGS AND

DESIGN CALCULATIONS HAVE BEEN REVIEWED BY THE ENGINEER OF RECORD.

D. MATERIAL PROPERTIES:

a. TOP AND BOTTOM CHORDS SHALL BE CONTINUOUS LENGTH FINGER-JOINTED MACHINE STRESS RATED (MSR)

LUMBER PROOF LOADED PER ANSI A190.1.

b. WEBS SHALL BE MANUFACTURED FROM VISUALLY GRADED OR MSR LUMBER.

c. MOISTURE CONTENT FOR ALL LUMBER AT TIME OF MANUFACTURE SHALL NOT EXCEED 15%.

d. ALL MULTIPLE LUMBER PLIES SHALL BE FACE-BONDED (GLUED) IN ACCORDANCE WITH ANSI A190.1.

E. ALL TRUSSES SHALL BE MANUFACTURED WITH QUALITY AUDITS PERFORMED BY A THIRD-PARTY INSPECTION

AGENCY.

F. EACH TRUSS SHALL BE IDENTIFIED BY A STAMP INDICATING THE MANUFACTURER'S NAME, PLANT LOCATION, AND

THE INDEPENDENT INSPECTION AGENCY'S LOGO AND EVALUATION REPORT NUMBER.

G. IF OPEN-WEB TRUSSES ARE STORED PRIOR TO ERECTION, SHALL BE STORED IN A VERTICAL POSITION AND

PROTECTED FROM THE WEATHER.

H. HANDLE TRUSSES WITH CARE SO THEY ARE NOT DAMAGED.

I. TRUSSES SHALL BE ERECTED AND INSTALLED IN ACCORDANCE WITH THE STRUCTURAL DRAWINGS AND ANY

MANUFACTURER'S DRAWINGS / INSTALLATION SUGGESTIONS THAT ARE PROVIDED.

J. TEMPORARY CONSTRUCTION LOADS THAT CAUSE STRESSES BEYOND DESIGN LIMITS ARE NOT PERMITTED.

K. ERECTION BRACING SHALL BE PROVIDED TO KEEP TRUSSES STRAIGHT PLUMB AS REQUIRED AND TO ASSURE

ADEQUATE LATERAL SUPPORT FOR THE INDIVIDUAL TRUSSES AND THE ENTIRE SYSTEM UNTIL THE SHEATHING

MATERIAL HAS BEEN INSTALLED.

L. APPARENT DAMAGE TO TRUSSES, IF ANY, SHALL BE REVIEWED AND APPROVED BY THE MANUFACTURER PRIOR TO

INSTALLATION.

M. CUTTING OR ALTERING THE TRUSSES IS NOT PERMITTED.

N. COMPRESSION WEB MEMBERS SHALL BE BRACED AS REQUIRED BY THE TRUSS MANUFACTURER ACCORDING TO

THE TRUSS MANUFACTURERS DETAILS.

O. THE TRUSSES SHALL BE FREE FROM MANUFACTURING ERRORS OR DEFECTS IN WORKMANSHIP AND MATERIAL.

DRYPACK / FLOWABLE GROUT

1. THE SPACE BENEATH ALL BASE PLATES AND BEARING PLATES SHALL BE THOROUGHLY CLEANED BEFORE DRYPACKING OR GROUTING. DRYPACK / GROUT SOLID BENEATH ALL BASE PLATES AND BEARING PLATES. NO VOIDS ARE PERMISSIBLE. USE OF DRYPACK OR FLOWABLE GROUT IS AT THE CONTRACTORS OPTION UNLESS SPECIFICALLY

NOTED ON THE PLANS OR DETAILS. DRYPACK / GROUT PER THE FOLLOWING:

A. DRYPACK: PORTLAND CEMENT, ASTM C150, TYPE I; AND CLEAN, NATURAL SAND, ASTM C404, SIZE NO. 2. MIX AT RATIO OF 1 PART CEMENT TO 2-1/2 PARTS SAND, BY VOLUME, WITH MINIMUM WATER REQUIRED FOR PLACEMENT AND HYDRATION. MINIMUM COMPRESSIVE STRENGTH SHALL BE 5,000 PSI AT 28 DAYS WHEN TESTED IN

ACCORDANCE WITH ASTM C1107.

B. FLOWABLE GROUT: PREMIXED, NONMETALLIC, NONCORROSIVE, NONSTAINING GROUT CONTAINING SELECTED SILICA SANDS, PORTLAND CEMENT, SHRINKAGE COMPENSATING AGENTS, PLASTICIZING AND WATER-REDUCING AGENTS, COMPLYING WITH ASTM C1107, OF CONSISTENCY SUITABLE FOR APPLICATION, AND A 30-MINUTE WORKING TIME. MINIMUM COMPRESSIVE STRENGTH SHALL BE 5000 PSI AT 28 DAYS WHEN TESTED IN

ACCORDANCE WITH ASTM C1107.

1. ACCEPTABLE MANUFACTURER'S (UNLESS NOTED OTHERWISE ON PLANS, ALL ADHESIVE SHALL BE APPROVED AND

RATED FOR CRACKED CONCRETE):

A. SIMPSON STRONG-TIE:

a. SET-3G, SEE ESR-4057 REPORT FOR CONCRETE SPECIFICATIONS

b. AT-XP, SEE IAPMO 263 REPORT FOR CONCRETE SPECIFICATIONS OR IAPMO 281 REPORT FOR MASONRY

SPECIFICATIONS

B. HILTI:

a. HIT-RE 500 V3, SEE ESR-3814 REPORT FOR CONCRETE SPECIFICATIONS

b. HIT-HY 200 V3, SEE ESR-4868 REPORT FOR CONCRETE SPECIFICATIONS

C. DEWALT:

a. PURE 220+, SEE ESR-5144 REPORT FOR CONCRETE SPECIFICATIONS

b. PURE 110+, SEE ESR-3298 REPORT FOR CONCRETE SPECIFICATIONS

c. AC 200+, SEE ESR-4027 FOR CONCRETE SPECIFICATIONS

d. AC 100+ GOLD, SEE ESR-2582 REPORT FOR CONCRETE SPECIFICATIONS

2. ANCHOR INSTALLATION:

A. INSTALL ANCHORS PER MANUFACTURER'S REQUIREMENTS. THESE REQUIREMENTS INCLUDE, BUT ARE NOT

LIMITED TO, HOLE PREPARATION, HOLE SIZE, EPOXY PROPORTIONS AND QUANTITIES, INSTALLATION

TEMPERATURE, AND CURE TIMES.

3. INSTALLATION OF ADHESIVE ANCHORS THAT ARE TO BE UNDER SUSTAINED TENSION LOADING HORIZONTAL TO VERTICALLY OVERHEAD INSTALLATION SHALL BE DONE BY A CERTIFIED ADHESIVE ANCHOR INSTALLER (AAI) AS CERTIFIED THROUGH ACI AND IN ACCORDANCE WITH ACI 318-19 (SECTION 26.7.2.e). PROOF OF CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO COMMENCEMENT OF

INSTALLATION.

4. PER ACI 318-19 (SECTION 26.7.2.f) ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF ANCHOR INSTALLATION. FOR INSTALLATIONS SOONER THAN 21 DAYS CONSULT ADHESIVE

MANUFACTURER.

5. IF TEMPERATURE OF BASE MATERIAL AT TIME OF ADHESIVE INSTALLATION IS AT 45 DEGREES (FAHRENHEIT) OR LESS, AN ACRYLIC ADHESIVE (DEWALT AC200+, HILTI HIT-HY 200 V3, SIMPSON AT-XP) IS REQUIRED.

ADHESIVE ANCHORING SYSTEMS

SANDY

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CEDAR CITY

RICHFIELD

45 W 10000 S, Suite 500 Sandy, UT 84070 Phone: 801.255.0529

Phone: 801.547.1100

Phone: 435.843.3590

Phone: 435.865.1453

Phone: 435.896.2983

WWW.ENSIGNENG.COM

PROJECT MANAGER

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GENERAL

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COALVILLE UTAH, 84017

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SPECIAL INSPECTIONS:

1. SPECIAL INSPECTIONS ARE REQUIRED AS DESCRIBED IN CHAPTER 17 OF THE 2021 IBC. THE OWNER OR OWNER'S AGENT, OTHER THAN THE CONTRACTOR, SHALL EMPLOY ONE OR MORE APPROVED AGENCIES TO PROVIDE SPECIAL INSPECTIONS AND TESTS DURING CONSTRUCTION ON THE TYPES OF WORK SPECIFIED IN SECTION 1705 AND IDENTIFY THE APPROVED AGENCIES TO THE BUILDING OFFICIAL. THESE SPECIAL INSPECTIONS AND TESTS ARE IN ADDITION TO

THE INSPECTIONS BY THE BUILDING OFFICIAL THAT ARE IDENTIFIED IN SECTION 110.

2. THE SPECIAL INSPECTION REQUIREMENTS OF THIS SECTION OF THE GENERAL STRUCTURAL NOTES SERVE AS THE ENGINEER OF RECORD'S STATEMENT OF SPECIAL INSPECTIONS REQUIRED BY CHAPTER 17 OF THE 2021 IBC.

SPECIAL INSPECTOR QUALIFICATIONS & RESPONSIBILITIES:

1. PRIOR TO THE START OF CONSTRUCTION, THE APPROVED AGENCIES SHALL PROVIDE WRITTEN DOCUMENTATION TO THE BUILDING OFFICIAL DEMONSTRATING THE COMPETENCE AND RELEVANT EXPERIENCE OR TRAINING OF THE SPECIAL INSPECTORS WHO WILL PERFORM THE SPECIAL INSPECTIONS AND TESTS DURING CONSTRUCTION.

2. APPROVED AGENCIES SHALL KEEP RECORDS OF ALL SPECIAL INSPECTIONS AND TESTS. THE APPROVED AGENCY SHALL SUBMIT REPORTS OF SPECIAL INSPECTIONS AND TEST TO THE BUILDING OFFICIAL AND TO THE ARCHITECT /

ENGINEER OF RECORD.

A. REPORTS SHALL INDICATE THAT WORK INSPECTED OR TESTED WAS OR WAS NOT COMPLETED IN CONFORMANCE

TO THE APPROVED CONSTRUCTION DOCUMENTS.

B. ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION.

C. ANY DISCREPANCIES THAT ARE NOT CORRECTED SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING

OFFICIAL AND THE ARCHITECT/ENGINEER OF RECORD PRIOR TO COMPLETION OF THAT PHASE OF WORK.

D. THE INSPECTOR SHALL KEEP A MARKED-UP SET OF DRAWINGS SHOWING THE EXTENT AND TIME OF ALL

INSPECTIONS AND TESTING.

E. A FINAL SIGNED REPORT DOCUMENTING ALL REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF ANY

DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND ARCHITECT/ENGINEER OF RECORD AT A POINT IN TIME AGREED UPON PRIOR TO THE START OF WORK BY THE OWNER OR OWNER'S AGENT. THE REPORT SHALL INCLUDE THE MARKED-UP SET OF DRAWINGS OUTLINED ABOVE.

CONTRACTOR RESPONSIBILITIES:

1. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND/SEISMIC FORCE RESISTING SYSTEM, DESIGNATED WIND/SEISMIC SYSTEM, OR A WIND/SEISMIC FORCE RESISTING COMPONENT SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THAT SYSTEM OR COMPONENT. THIS STATEMENT SHALL CONTAIN ACKNOWLEDGEMENT OF AWARENESS OF

THE SPECIAL INSPECTION REQUIREMENTS.

2. THE CONTRACTOR SHALL COORDINATE AND COOPERATE WITH ALL REQUIRED INSPECTIONS, TESTING AND STRUCTURAL OBSERVATIONS. THE CONTRACTOR SHALL NOT PROCEED WITH SUBSEQUENT WORK UNTIL REQUIRED

INSPECTIONS, TESTING AND STRUCTURAL OBSERVATIONS HAVE BEEN COMPLETED.

3. ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN ACCESSIBLE AND EXPOSED UNTIL COMPLETION OF THE

REQUIRED SPECIAL INSPECTIONS.

4. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF RECORD AT LEAST (2) DAYS PRIOR TO ANY REQUIRED

STRUCTURAL OBSERVATIONS.

SPECIAL INSPECTION OF FABRICATED ITEMS:

1. ALL FABRICATION OF STRUCTURAL, LOAD-BEARING OR LATERAL LOAD-RESISTING MEMBERS OR ASSEMBLIES

PERFORMED OFFSITE SHALL BE SPECIAL INSPECTED PER SECTION 1704.2.5.

2. WHERE THE FABRICATOR IS REGISTERED AND APPROVED IN ACCORDANCE WITH SECTION 1704.2.5.1, THEY SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE OWNER OR THE OWNER'S AGENT FOR SUBMITTAL TO THE BUILDING OFFICIAL AT THE COMPLETION OF FABRICATION STATING THE WORK WAS PERFORMED IN ACCORDANCE WITH THE

APPROVED CONSTRUCTION DOCUMENTS.

SUBMITTALS TO THE BUILDING OFFICIAL:

1. IN ADDITION TO THE SUBMITTAL OF REPORTS OF SPECIAL INSPECTIONS AND TESTS IN ACCORDANCE WITH SECTION 1704.2.4, REPORTS AND CERTIFICATES SHALL BE SUBMITTED BY THE OWNER OR OWNER'S AGENT TO THE BUILDING

OFFICIAL FOR EACH OF THE FOLLOWING:

A. CERTIFICATES OF COMPLIANCE FOR APPROVED FABRICATORS.

B. CERTIFICATES OF COMPLIANCE FOR SEISMIC QUALIFICATIONS OF NON-STRUCTURAL COMPONENTS, SUPPORTS, AND ATTACHMENTS.

C. CERTIFICATES OF COMPLIANCE FOR DESIGNATED SEISMIC SYSTEMS.

D. REPORTS OF PRE-CONSTRUCTION TESTS FOR SHOTCRETE.

E. CERTIFICATES OF COMPLIANCE FOR OPEN-WEB STEEL JOISTS AND JOIST GIRDERS.

F. REPORTS OF MATERIAL COMPLIANCE FOR WELDABILITY OF REINFORCING BARS IN CONCRETE.

G. REPORTS OF MILL TESTS FOR REINFORCING BARS USED IN SPECIAL CONCRETE MOMENT FRAMES, SPECIAL

STRUCTURAL WALLS OR COUPLING BEAMS.

STRUCTURAL OBSERVATIONS:

1. STRUCTURAL OBSERVATIONS ARE REQUIRED PER SECTION 1704.6.1 OF THE 2021 IBC. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY A REPRESENTATIVE FROM ENSIGN ENGINEERING AS REQUIRED FOR CRITICAL PHASES OF CONSTRUCTION. THE STRUCTURAL OBSERVER SHALL VISUALLY OBSERVE REPRESENTATIVE LOCATIONS OF STRUCTURAL SYSTEMS, DETAILS, AND LOAD PATHS FOR GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS. THIS INCLUDES, BUT IS NOT LIMITED TO, MAT FOUNDATIONS, FOOTINGS, FOUNDATION WALLS AND PIERS, MASONRY SHEAR WALLS, CONCRETE SHEAR WALLS, MOMENT FRAMES, BRACED FRAMES, AND STEEL ROOF/FLOOR

DECKING.

2. COPIES OF THE STRUCTURAL OBSERVATION REPORT WILL BE DISTRIBUTED TO THE OWNER, ARCHITECT, CONTRACTOR

AND BUILDING OFFICIAL.

3. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE SPECIAL INSPECTIONS REQUIRED BY THE 2021 IBC AND

SHALL NOT BE CONSTRUED AS APPROVAL OF CONSTRUCTION.

REQUIRED SPECIAL INSPECTION OR TESTING:

THE FOLLOWING MATERIALS, SYSTEMS AND COMPONENTS REQUIRE SPECIAL INSPECTION OR TESTING PER

CHAPTER 17 OF THE 2021 IBC:

1. SPECIAL CASES (SECTION 1705.1.1)

A. SPECIAL INSPECTION AND TESTING SHALL BE PROVIDED FOR POST INSTALLED ANCHORS PER THE ICC OR IAPMO

REPORT.

REQUIRED SPECIAL INSPECTION OR TESTING (CONTINUED):

2. STRUCTURAL STEEL (SECTION 1705.2.1 & SECTION 1705.13):

A. THE FABRICATOR OR ERECTOR SHALL SUBMIT THE DOCUMENTS LISTED IN SECTION N3 OF AISC 360 & SECTION J2

OF AISC 341 FOR REVIEW BY THE ENGINEER OF RECORD.

B. 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.

C. 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.

D. 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.

E. THE QAI SHALL REVIEW THE MATERIAL TEST REPORTS AND CERTIFICATIONS LISTED IN SECTION N3.2 OF AISC 360

FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS.

F. 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 CONCRETE.

G. 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.

H. 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 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.

I. 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 MATERIAL SUPPLIED AND WORK

PERFORMED BY THE ERECTOR ARE IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS.

J. 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.

K. NONCONFORMING MATERIAL OR WORKMANSHIP SHALL BE BROUGHT TO CONFORMANCE, OR MADE SUITABLE FOR

ITS INTENDED PURPOSE AS DETERMINED BY THE ENGINEER OF RECORD.

L. CONCURRENT WITH THE SUBMITTAL OF SUCH REPORTS TO THE AHJ, ENGINEER OF RECORD OR OWNER, THE QA

AGENCY SHALL SUBMIT TO THE FABRICATOR AND ERECTOR:

a. NONCONFORMANCE REPORTS.

b. REPORTS OF REPAIR, REPLACEMENT OR ACCEPTANCE OF NONCONFORMING ITEMS.

M. QA INSPECTION TASKS SHALL BE PERFORMED BY THE QAI IN ACCORDANCE WITH THE STRUCTURAL STEEL SPECIAL

INSPECTION TABLE, AS A MINIMUM.

N. THE AGENCY RESPONSIBLE FOR QUALITY ASSURANCE SHALL SUBMIT THE DOCUMENTS LISTED IN SECTION J3 OF

AISC 341 TO THE AHJ, THE ENGINEER OF RECORD AND THE OWNER.

3. CONCRETE CONSTRUCTION (SECTION 1705.3):

A. SPECIAL INSPECTION AND TESTS FOR CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CONCRETE

CONSTRUCTION SPECIAL INSPECTION TABLE AND SECTION 1705.3 OF THE 2021 IBC.

B. SEE TABLE 1705.3 OF THE 2021 IBC FOR APPLICABLE REFERENCE STANDARDS.

C. WELDING OF REINFORCING BARS: SPECIAL INSPECTION OF WELDING AND QUALIFICATIONS OF SPECIAL

INSPECTORS FOR REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF AWS D1.4 FOR

SPECIAL INSPECTION AND FOR SPECIAL INSPECTOR QUALIFICATIONS.

D. IN THE ABSENCE OF SUFFICIENT DATA OR DOCUMENTATION PROVIDING EVIDENCE OF CONFORMANCE TO QUALITY STANDARDS FOR MATERIAL IN CHAPTERS 19 AND 20 OF ACI 318, THE BUILDING OFFICIAL SHALL REQUIRE TESTING OF MATERIALS IN ACCORDANCE WITH THE APPROPRIATE STANDARDS AND CRITERIA FOR THE MATERIAL IN

CHAPTERS 19 AND 20 OF ACI 318.

4. WOOD CONSTRUCTION (SECTION 1705.5):

A. SPECIAL INSPECTIONS OF THE PREFABRICATED WOOD STRUCTURAL ELEMENTS AND ASSEMBLIES SHALL BE IN

ACCORDANCE WITH SECTION 1704.2.5 OF THE 2021 IBC AND THE SPECIAL INSPECTION OF FABRICATORS SECTION

OF THE SPECIAL INSPECTION GENERAL STRUCTURAL NOTES.

B. SPECIAL INSPECTIONS OF SITE-BUILT ASSEMBLIES SHALL BE IN ACCORDANCE WITH THE WOOD CONSTRUCTION

SPECIAL INSPECTION TABLE AND THE FOLLOWING:

a. METAL-PLATE-CONNECTED WOOD TRUSS SPANNING 60 FEET OR GREATER: WHERE A TRUSS CLEAR SPAN IS 60

FEET OR GREATER, THE SPECIAL INSPECTOR SHALL 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.

5. SOILS (SECTION 1705.6):

A. SPECIAL INSPECTIONS AND TESTS OF EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT AND LOAD-BEARING

REQUIREMENTS SHALL BE IN ACCORDANCE WITH THE SOILS SPECIAL INSPECTION TABLE AND THE FOLLOWING:

a. THE APPROVED GEOTECHNICAL REPORT AND APPROVED CONSTRUCTION DOCUMENTS SHALL BE USED TO

DETERMINE COMPLIANCE.

b. DURING FILL PLACEMENT, THE SPECIAL INSPECTOR SHALL DETERMINE THAT PROPER MATERIALS AND

PROCEDURES ARE USED IN ACCORDANCE WITH THE PROVISIONS OF THE APPROVED GEOTECHNICAL REPORT.

c. WHERE A GEOTECHNICAL REPORT IS NOT PROVIDED, THE SPECIAL INSPECTOR SHALL 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 D 1557.

6. SPECIAL INSPECTION FOR WIND-RESISTANCE (SECTION 1705.12):

A. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING SYSTEMS AND COMPONENTS:

a. ROOF COVERING, ROOF DECK, AND ROOF FRAMING CONNECTIONS.

b. EXTERIOR WALL COVERING AND WALL CONNECTIONS TO ROOF AND FLOOR DIAPHRAGMS AND FRAMING.

7. SPECIAL INSPECTION FOR SEISMIC-RESISTANCE (SECTION 1705.13):

A. DESIGNATED SEISMIC SYSTEMS FOR STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E,OR F, THE

SPECIAL INSPECTOR SHALL EXAMINE DESIGNATED SEISMIC SYSTEMS REQUIRING SEISMIC QUALIFICATIONS IN ACCORDANCE WITH SECTION 13.2.2 OF ASCE 7 AND VERIFY THAT THE LABEL, ANCHORAGE, AND MOUNTING

CONFORM TO THE CERTIFICATE OF COMPLIANCE.

B. ARCHITECTURAL COMPONENTS: PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE ERECTION AND FASTENING OF EXTERIOR CLADDING, INTERIOR AND EXTERIOR NON-BEARING WALLS AND INTERIOR AND EXTERIOR VENEER IN

STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY D, E, OR F.

C. MECHANICAL AND ELECTRICAL COMPONENTS: PERIODIC SPECIAL INSPECTION OF MECHANICAL AND ELECTRICAL COMPONENTS SHALL BE PERFORMED IN ACCORDANCE WITH SECTION 1705.13.6 OF THE 2021 IBC.

D. STORAGE RACKS: STEEL STORAGE RACKS & STEEL CANTILEVERED STORAGE RACKS THAT ARE 8 FEET IN HEIGHT OR GREATER AND ASSIGNED TO SEISMIC DESIGN CATEGORY D, E, OR F SHALL BE PROVIDED WITH PERIODIC

SPECIAL INSPECTION AS REQUIRED BY TABLE 1705.13.7.

8. TESTING AND QUALIFICATION FOR SEISMIC RESISTANCE (SECTION 1705.14):

A. TESTING FOR SEISMIC RESISTANCE SHALL BE REQUIRED AS SPECIFIED IN SECTIONS 1705.14.1 THROUGH 1705.14.4

OF THE 2021 IBC.

DEFINITIONS:

1. THE FOLLOWING DEFINITIONS APPLY TO ALL SPECIAL INSPECTION TABLES (WHERE APPLICABLE) UNLESS SPECIFICALLY

NOTED OTHERWISE:

A. CONTINUOUS – FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL

INSPECTOR.

B. PERIODIC – AN APPROVED SPECIAL INSPECTOR MUST OBSERVE THE WORK REQUIRING SPECIAL INSPECTION

PRIOR TO COMMENCEMENT OF WORK, INTERMITTENTLY DURING THE WORK, AND AT COMPLETION OF THE WORK.

SPECIAL INSPECTION SPECIAL INSPECTION (CONTINUED)

PERIODIC

INSPECT ALL OTHER WELDS

X

CONCRETE CONSTRUCTION SPECIAL INSPECTION PER

SECTION 1705.3 OF IBC 2021

VERIFICATION AND INSPECTION CONTINUOUS

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

REINFORCEMENT, INCLUDING PRE-STRESSING TENDONS AND VERIFYING PLACEMENT

CAST-IN-PLACE ANCHORS

X

X

X

X

REINFORCING BAR WELDING:

VERIFICATION OF WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706

POST-INSTALLED ANCHORS IN HARDENED CONCRETE MEMBERS(NOTE 1)

USE OF REQUIRED MIX DESIGN

PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TEST, PERFORM

SLUMP AND AIR CONTENT TESTS, AND DETERMINE CONCRETE TEMPERATURE

CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES

X

X

XMAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES

INSPECT PRE-STRESSED CONCRETE FOR:

XERECTION OF PRECAST CONCRETE

XIN-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

XFORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF CONCRETE MEMBER BEING

FORMED

NOTES:

1. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH SECTION 17.8.2 OF ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY

THE BUILDING OFFICIAL PRIOR TO COMMENCEMENT OF THE WORK.

X

ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS

X

MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED ABOVE X

APPLICATION OF PRE-STRESSING FORCES X

GROUTING OF BONDED PRE-STRESSING TENDONS X

FOR PRECAST CONCRETE DIAPHRAGM CONNECTIONS OR REINFORCEMENT AT JOINTS

CLASSIFIED AS MODERATE OR HIGH DEFORMABILITY ELEMENTS (MDE OR HDE) IN

STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E, OR F, INSPECT SUCH

CONNECTIONS AND REINFORCEMENT IN THE FIELD FOR:

INSTALLATION OF THE EMBEDDED PARTS

COMPLETION OF THE CONTINUITY OF REINFORCEMENT ACROSS JOINTS

COMPLETION OF CONNECTIONS IN THE FIELD

INSPECT INSTALLATION TOLERANCES OF PRECAST CONCRETE DIAPHRAGM CONNECTIONS

FOR COMPLIANCE WITH ACI 550.5

X

X

X

X

PERIODIC

NAIL OR STAPLE DIAMETER AND LENGTH

X

WOOD CONSTRUCTION SPECIAL INSPECTION PER

SECTION 1705.5 OF IBC 2021

VERIFICATION AND INSPECTION CONTINUOUS

NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES

X

FIELD GLUING OPERATIONS OF WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS,

BRACES, AND HOLD-DOWNS

X

X

NUMBER OF FASTENER LINES

X

X

HIGH-LOAD DIAPHRAGMS DESIGNED IN ACCORDANCE WITH SECTION 2306.2 SHALL BE

INSTALLED WITH SPECIAL INSPECTIONS AS INDICATED IN SECTION 1704.2:

WOOD STRUCTURAL PANEL SHEATHING (GRADE / THICKNESS)

NAILING, BOLTING, ANCHORING, AND OTHER FASTENING COMPONENTS WITHIN THE

FOLLOWING ELEMENTS: WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES,

AND HOLD-DOWNS

NOTES:

1. SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER COMPONENTS OF THE WOOD SHEAR WALLS, SHEAR PANELS AND DIAPHRAGMS WHERE THE FASTENER SPACING OF THE SHEATHING IS MORE THAN 4 INCHES ON

CENTER.

SPACING BETWEEN FASTENERS IN EACH LINE AND AT EDGE MARGINS

X

PERIODIC

X

SOIL SPECIAL INSPECTION

PER SECTION 1705.6 OF IBC 2021

VERIFICATION AND INSPECTION CONTINUOUS

X

X

X

VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE DESIGN

BEARING CAPACITY

VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER

MATERIAL

XPERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS

DURING FILL PLACEMENT, VERIFY PROPER MATERIALS AND PROCEDURES IN ACCORDANCE

w/ THE PROVISIONS OF THE APPROVED GEOTECHNICAL REPORT. VERIFY DENSITIES AND LIFT

THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.

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

PREPARED PROPERLY

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Phone: 435.865.1453

Phone: 435.896.2983

WWW.ENSIGNENG.COM

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COALVILLE UTAH, 84017

BACKING TYPE AND FIT (IF APPLICABLE)

QA

NOTES:

1. QUALITY ASSURANCE (QA) WELDING INSPECTORS SHALL BE QUALIFIED IN ACCORDANCE WITH

SECTION N4.2 OF AISC 360 AND SECTION J4 OF AISC 341.

2. 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.

3. NON-DESTRUCTIVE TESTING (NDT) PERSONNEL SHALL BE QUALIFIED IN ACCORDANCE WITH

SECTION N4.3 OF AISC 360 AND SECTION J4 OF AISC 341.

4. NDT OF WELDED JOINTS SHALL COMPLY WITH SECTION N5.5 OF AISC 360 AND SECTION J6 OF AISC 341.

5. 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.

6. THE 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.

7. 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 THE COMPLETION OF WELDING.

8. AFTER ROLLED HEAVY SHAPES AND BUILT-UP HEAVY SHAPES ARE WELDED, VISUALLY INSPECT THE WELD ACCESS HOLE FOR CRACKS.

DEFINITIONS:

O – OBSERVE THESE ITEMS ON A RANDOM BASIS, DAILY BASIS. OPERATIONS NEED NOT BE

DELAYED PENDING THESE INSPECTIONS.

P – PERFORM TASK FOR EACH WELDED JOINT OR MEMBER.

D - THE QA INSPECTOR SHALL PREPARE REPORTS AS DESCRIBED IN SECTION J5.3 OF AISC 341 INDICATING THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

WELDER QUALIFICATION RECORDS AND CONTINUITY RECORDS

WELDER IDENTIFICATION SYSTEM (NOTE 6) O

O

STRUCTURAL STEEL SPECIAL INSPECTION OF WELDED CONNECTIONS PER

SECTION 1705.2.1 OF IBC 2021AND SECTION 1705.13.1

INSPECTION TASKS PRIOR TO WELDING (AISC 360, TABLE N5.4-1)

MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLE AVAILABLE

MATERIAL IDENTIFICATION (TYPE/GRADE)

P

O

O

CONFIGURATION AND FINISH OF ACCESS HOLES O

FIT-UP OF FILLET WELDS O

QAINSPECTION TASKS DURING WELDING (AISC 360, TABLE N5.4-2)

EXPOSURE CONTROL

O

NO WELDING OVER CRACKED TACK WELDS O

ENVIRONMENTAL CONDITIONS O

FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

JOINT PREPARATION

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

CLEANLINESS (CONDITION OF STEEL SURFACES)

TACKING (TACK WELD QUALITY AND LOCATION)

TACKING (TACK WELD QUALITY AND LOCATION)

DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

CLEANLINESS (CONDITION OF STEEL SURFACES)

CONTROL & HANDLING OF WELDING CONSUMABLES

PACKAGING

PRECIPIT…