Attachment.pdf

GENERAL NOTES:

ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.

THE CONTRACTOR SHALL WORK STRUCTURAL DRAWINGS TOGETHER WITH ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL AND CIVIL DRAWINGS AS APPLICABLE TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS, REGLETS, BOLT SETTINGS, GRADES, ETC. ANY DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK. DO NOT PENETRATE STRUCTURAL ELEMENTS (BEAMS, COLUMNS, WALLS, SLABS, STEEL DECKS, ETC.)

WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER.

THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONNECTIONS, EMBED PLATE AND ANCHOR BOLT LOCATIONS FROM EQUIPMENT MANUFACTURER'S APPROVED DRAWINGS AND STEEL FABRICATOR'S ANCHOR BOLT AND EMBED PLATE SETTING

PLANS, WHICH HAVE BEEN APPROVED BY THE ARCHITECT/ENGINEER.

ALL MATERIALS AND WORKMANSHIP SHALL COMPLY WITH PROJECT DRAWINGS AND SPECIFICATIONS2.

3.

6.

9.

1. DESIGN IS BASED ON THE APPLICABLE CODES AND STANDARDS REFERENCED IN THE DESIGN STANDARDS.

THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, ELEVATIONS AND CONDITIONS PRIOR TO ORDERING ANY MATERIALS AND SHALL NOTIFY THE ARCHITECT/ENGINEER IF DIFFERENT FROM WHAT IS SHOWN ON THE DRAWINGS.

4.

THE CONTRACTOR SHALL REVIEW THESE DRAWINGS AND VISIT THE PROJECT SITE BEFORE CONSTRUCTION BEGINS TO COMPARE ALL EXISTING CONDITIONS WITH WHAT IS SHOWN ON THESE DRAWINGS. IF THERE ARE CONDITIONS WHICH ARE DIFFERENT FROM WHAT IS SHOWN, THE STRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIED.

THE CONTRACTOR SHALL ARRANGE A PRE-CONSTRUCTION MEETING WITH THE ARCHITECT/ENGINEER TO ENSURE THAT THE CONTRACTOR'S UNDERSTANDING OF THESE DRAWINGS AND PLAN FOR THE WORK IS IN ACCORDANCE WITH THE DESIGN INTENT

AND TO CLARIFY ANY QUESTIONS THAT THE CONTRACTOR MAY HAVE.

7.

8.

ALL STRUCTURES ARE DESIGNED TO BE STABLE AND SELF-SUPPORTING IN THEIR COMPLETED CONSTRUCTED STATE AT THE END OF CONSTRUCTION. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES THAT ENSURE THE STABILITY OF STRUCTURES AND ITS COMPONENTS DURING CONSTRUCTION. THIS INCLUDES BUT IS NOT LIMITED TO THE ADDITION OF SUPPORTS, BRACING, GUYS WIRES, TIE DOWNS, SHORING AND RE-SHORING. SUCH TEMPORARY SUPPORTS SHALL BE DESIGNED BY QUALIFIED REGISTERED PROFESSIONAL ENGINEERS RETAINED BY THE CONTRACTOR, IN ACCORDANCE WITH LOCAL STATUTES AND REGULATIONS. TEMPORARY SUPPORTS SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AND INFORMATION RELATED TO THEM IS NOT INCLUDED IN THE CONTRACT DOCUMENTS.

5.

12. ELEVATIONS:

FINISHED GROUND FLOOR EL = 0'-0" (TYP. U.N.O.)

FINISHED GROUND FLOOR REF EL = SEE CIVIL DWGS FOR PROJECT SPECIFIC DATUM & ELEVATION

13. SHOP DRAWING SUBMITTALS:

A. CONTRACTOR SHALL SUBMIT TO BRPH FOR REVIEW SHOP DRAWINGS FOR ALL APPLICABLE TRADES IN ACCORDANCE WITH

THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.

B. IN ORDER TO EXPEDITE REVIEW OF SHOP DRAWINGS BY BRPH AND AVOID ANY NEED FOR RE-SUBMITTAL BY THE CONTRACTOR, SUBMITTED SHOP DRAWINGS SHALL BE COMPLETE WITH ADEQUATE AND NECESSARY INFORMATION SHOWN

TO FACILITATE THEIR REVIEW.

C. CONTRACTOR SHALL REVIEW THE SHOP DRAWINGS THOROUGHLY AND VERIFY DIMENSIONS, ELEVATIONS, QUANTITIES, ETC. BEFORE SUBMITTING TO BRPH FOR REVIEW. SHOP DRAWINGS NOT REVIEWED AND MARKED APPROVED BY THE

CONTRACTOR WILL BE REJECTED AND RETURNED.

D. CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION BETWEEN SHOP DRAWINGS AND DRAWINGS OF DIFFERENT TRADES. ANY FIELD ISSUES AS A RESULT OF THE LACK OF SUCH COORDINATION SHALL BE THE

RESPONSIBILITY OF THE CONTRACTOR.

THAT WHICH IS REFERENCED AS BEING ON "HOLD" SHALL BE INCLUDED IN THE BID AND WORK, HOWEVER FABRICATION AND/OR

CONSTRUCTION SHALL NOT PROCEED UNTIL THE "HOLD" REFERENCE IS REMOVED.

10.

DO NOT SCALE THE STRUCTURAL DRAWINGS TO DETERMINE DIMENSIONS OR MATERIAL QUANTITIES.11.

DESIGN CRITERIA:

3. DESIGN LIVE LOADS:

DESIGN WIND LOAD: (PER ASCE 7)4.

OCCUPANCY RISK CATEGORY III

EXPOSURE CATEGORY D

ULTIMATE WIND SPEED, Vult 170 MPH

NOMINAL WIND SPEED, Vasd 132 MPH

ENCLOSURE CLASSIFICATION ENCLOSED

INTERNAL PRESSURE COEFFICIENT ±0.18

DESIGN SEISMIC LOAD: (PER ASCE 7) 6.

RISK CATEGORY III

MAPPED ACCELERATION PARAMETERS:

SITE CLASS C

SHORT DURATION DESIGN ACCELERATION, Sds 1.9

SEISMIC DESIGN CATEGORY E

DESIGN SNOW LOAD: (PER ASCE 7)5.

GROUND SNOW LOAD 30 PSF

FLAT ROOF SNOW LOAD 40 PSF

EXPOSURE FACTOR, Ce 0.8

IMPORTANCE FACTOR, I 1.1

THERMAL FACTOR, Ct 1.2

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

SEE S-006

1. DESIGN DEAD LOADS:

SEE S-006

DESIGN COLLATERAL LOADS (NOT FOR UPLIFT RESISTANCE):

SEE S-006

2.

ROOF SLOPE FACTOR, Cs 1.0

DRIFT HEIGHT SEE S-006

SS = 2.3 S1 = 1.2

SPECTRAL RESPONSE COEFFICIENTS: SDS =1.9 SD1 =1.1

SEISMIC DRIFT:

BUILDING ELEMENTS INCLUDING EXTERIOR CLADDING; STAIRS, ELEVATORS, AND MISCELLANEOUS METALS;

MECHANICAL/ELECTRICAL/PLUMBING SYSTEM SUPPORTS; INTERIOR METAL STUD FRAMING; AND ANY OTHER ELEMENTS AS REQUIRED BY THE BUILDING CODE SHALL BE DESIGNED TO ACCOMMODATE THE PRIMARY STRUCTURE STORY DRIFTS WITH ANY APPLICABLE ELEMENT-SPECIFIC MODIFICATIONS PER CHAPTER 13 OF ASCE 7.

FOUNDATIONS AND SLABS ON GROUND:

FOUNDATIONS ARE DESIGNED FOR MAXIMUM ALLOWABLE SOIL BEARING CAPACITY OF 2,500 PSF BASED ON INFORMATION AND RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT PREPARED BY SHANNON AND WILSON, DATED 5/20/2025. THIS VALUE SHALL BE VERIFIED BY A REGISTERED GEOTECHNICAL ENGINEER (OR HIS REPRESENTATIVE) PRIOR TO PLACEMENT OF

CONCRETE FOR FOOTINGS.

1.

SUBGRADE FOR ALL NEW FOUNDATIONS SHALL BE PREPARED AND COMPACTED IN ACCORDANCE WITH RECOMMENDATIONS STATED IN THE GEOTECHNICAL REPORT MENTIONED ABOVE. REFER TO GEOTECH REPORT FOR DETAILS ON LOOSE SOIL

REMOVAL, COMPACTION RECOMMENDATIONS, AND STRUCTURAL FILL REQUIREMENTS.

2.

WHERE EARTH FORMING IS USED, EXCAVATION FOR FOUNDATIONS SHOWN ON DRAWINGS SHALL NOT BE LESS THEN INDICATED FOUNDATION SIZE, NOR LARGER THAN THE INDICATED FOUNDATION SIZE BY MORE THAN 3" IN EACH DIRECTION.

3.

THE FOLLOWING LATERAL EQUIVALENT FLUID PRESSURES WERE USED FOR RETAINING STRUCTURES BASED ON TYPICAL

VALUES FOR GRAVEL BACK-FILLED WALLS.

4.

ACTIVE CONDITION

AT-REST CONDITION

PASSIVE CONDITION

SEE ARCHITECTURAL AND CIVIL DRAWINGS FOR EXTERIOR CONCRETE SLAB LAYOUTS, CONTROL JOINTS, AND ELEVATIONS.5.

PROVIDE THICKENED EDGE IN SLAB ON GROUND AT ALL EXTERIOR BUILDING DOORS AND AT EXTERIOR SLAB EDGES.6.

EXCAVATIONS FOR SPREAD FOOTINGS, COMBINED FOOTINGS, CONTINUOUS FOOTINGS AND/OR MAT FOUNDATIONS SHALL BE CLEANED AND HAND TAMPED TO A UNIFORM SURFACE. FOOTING EXCAVATIONS SHALL HAVE THE SIDES AND BOTTOMS TEMPORARILY LINED WITH 6 MIL VISQUEEN IF PLACEMENT OF CONCRETE DOES NOT OCCUR WITHIN 24 HOURS OF THE

EXCAVATION OF THE FOOTING.

7.

FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM THOSE DESCRIBED IN THE GEOTECHNICAL REPORT SHALL BE REPORTED TO BRPH AND THE GEOTECHNICAL ENGINEER BEFORE CONSTRUCTION IS CONTINUED.

8.

REINFORCEMENT PLACEMENT SEQUENCE FOR FOOTINGS IS NOTED ONLY FOR MAJOR REINFORCEMENT BAR LAYERS. IN SPREAD FOOTINGS AND MATS THE CONTRACTOR SHALL SEQUENCE ALL OTHER BAR PLACEMENTS AS REQUIRED TO CONFORM

TO THE CONTRACT DOCUMENTS.

11.

DURING CONSTRUCTION, THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING OF WALLS WHICH ARE ULTIMATELY SUPPORTED TOP AND BOTTOM. SUCH SHORING SHALL NOT BE REMOVED UNTIL THE SUPPORTING ELEMENTS ARE IN PLACE, THE CONCRETE IN THE WALLS AND SUPPORTING ELEMENTS HAS ATTAINED THE SPECIFIED 28 DAY COMPRESSIVE STRENGTH (f'c) AND COMPACTION OF THE BACKFILL AGAINST THE WALL HAS BEEN COMPLETED.

12.

THE FLOOR SUBGRADE SHALL BE PROPERLY COMPACTED AND PROOF-ROLLED AND SHALL BE FREE OF STANDING WATER, MUD AND FROZEN SOIL.

13.

SLABS ON GROUND CONTROL JOINTS SHALL BE MADE USING A "SOFT-CUT" CONCRETE SAW AS SOON AS THE SLAB WILL SUPPORT THE WEIGHT OF THE SAW AND OPERATOR WITHOUT DISTURBING THE FINAL FINISH. THE CRACK CONTROL JOINTS SHALL BE CUT A MAXIMUM WIDTH OF 1/8 INCH AND A MINIMUM DEPTH OF 1/4 THE SLAB THICKNESS. REFER TO THE DRAWINGS FOR INFORMATION ON CONTROL JOINTS, CONSTRUCTION JOINTS, REINFORCEMENT DETAILS AND JOINT SEALANT DETAILS.

14.

WHERE THE SLAB IS TO RECEIVE SENSITIVE ARCHITECTURAL FLOOR FINISHES, ALL JOINTS IN THE SLAB CONSTRUCTION

SHALL BE PLACED TO ALIGN WITH JOINTS IN THE FLOOR FINISHES

15.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING "DIG SAFE" AS WELL AS ALL APPROPRIATE AGENCIES AND MUNICIPALITIES TO AVOID DAMAGE TO UNDERGROUND UTILITIES PRIOR TO THE START OF ANY SITE WORK.

9.

THE CONTRACTOR SHALL PROVIDE CONTINUOUS CONTROL OF THE SURFACE AND SUBSURFACE WATER DURING CONSTRUCTION SUCH THAT FOUNDATION WORK IS DONE IN THE DRY AND ON UNDISTURBED SUBGRADE MATERIAL AS

APPLICABLE.

10.

35 PCF

55 PCF

225 PCF

CONCRETE:

1.

5.

2. CONCRETE SHALL BE NORMAL WEIGHT CONCRETE EXCEPT AS NOTED. ALL CONCRETE STRENGTHS (AT 28 DAYS) SHALL BE AS

FOLLOWS:

ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064 AND SHALL BE LAPPED ONE FULL MESH PANEL PLUS 2 INCHES AT

SIDES AND ENDS AND WIRED TOGETHER.

SEE CONCRETE MIX TABLE

ALL CONCRETE WORK SHALL COMPLY WITH THE LATEST ADOPTED PROVISIONS OF ACI 318, AND ACI 301 AND THE APPLICABLE

CODES AND STANDARDS REFERENCED IN THE DESIGN STANDARDS.

PERMANENTLY EXPOSED TO EARTH) 3 INCHES

SLABS (IN CONTACT WITH EARTH) 2 INCHES

FOOTINGS AND WALLS (CAST-IN-FORMS

FOOTINGS, (CAST AGAINST &

STRUCTURAL ELEMENT CLEAR COVER

CONCRETE PROTECTION FOR REINFORCING (U.N.O):

SLABS (EXPOSED TO WEATHER) 1 1/2 INCHES

4.

PERMANENTLY EXPOSED TO EARTH) 2 INCHES

3. CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM.

6. ALL REINFORCING STEEL SHALL BE PLACED WITHIN TOLERANCES SPECIFIED IN ACI 315.

7. REINFORCING LAP SPLICE TABLE: SEE SHEET S-004

REINFORCING FOR CONTINUOUS FOUNDATIONS SHALL BE CONTINUOUS AT CORNERS AND INTERSECTIONS. PROVIDE CORNER LAP BARS AT ALL CORNERS AND INTERSECTIONS. SEE TYPICAL CORNER REINFORCING DETAIL ON DRAWINGS.

WHERE CONTINUOUS FOUNDATIONS INTERSECT COLUMN FOUNDATIONS, REBAR FROM CONTINUOUS FOUNDATION SHALL BE CONTINUOUS THROUGH 6'-0" AND SMALLER COLUMN FOUNDATIONS, AND SHALL EITHER BE CONTINUOUS THROUGH, OR EXTEND A MINIMUM OF 2'-6" (BUT NOT LESS THAN THE STRAIGHT BAR DEVELOPMENT LENGTH) INTO COLUMN FOUNDATIONS

LARGER THAN 6'-0" WIDE.

ALL REINFORCEMENT SHALL BE BENT COLD. REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT UNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. HOOKS SHALL BE ACI STANDARD HOOKS IN

ACCORDANCE WITH CHAPTER IN ACI 318. SEE TABLES ON SHEET S-004.

10.

11.

IT IS PERMITTED TO SUBSTITUTE MECHANICAL SPLICES (MEETING THE REQUIREMENTS OF SECTION 25.5.7 IN ACI 318) FOR LAP SPLICES AT NO ADDITIONAL COST. MECHANICAL SPLICES SHALL DEVELOP 125% (MIN) OF THE YIELD STRENGTH OF THE

REBAR IN TENSION OR COMPRESSION.

9.

AT THE TIME CONCRETE IS PLACED, REINFORCEMENT SHALL BE FREE FROM MUD, OIL OR OTHER NONMETALLIC COATINGS

THAT DECREASE BOND.

12.

SLABS ABOVE GROUND 3/4 INCHES

PEDESTALS (TO TIES) 2 INCHES

BEAMS (TO STIRRUPS) 1 1/2 INCHES

COLUMNS ABOVE GRADE (TO TIES) 1 1/2 INCHES

WELDABLE DEFORMED REBAR (WHERE INDICATED): FY = 60 KSI (A706, GRADE 60)

DEFORMED REBAR (TYP UNO): FY = 60 KSI (A615, GRADE 60)

CHAMFER EXPOSED CORNERS OF CONCRETE CONSTRUCTION WITH STANDARD 3/4" CHAMFERS, UNO.13.

WHERE STRIP WATER STOP IS INDICATED ON DRAWINGS, WATERSTOP-RX (RX-101) BY CETCO, SWELLSTOP (3/4" x 1" BY GREENSTREAK, SF312-SYNKOFLEX WATER STOP BY HENRY COMPANY OR APPROVED EQUAL. INSTALL PER MANUFACTURE'S

INSTRUCTIONS.

14.

FOR NON-CONTACT SPLICES, THE CENTER TO CENTER SPACING OF SPLICED BARS SHALL NOT EXCEED THE LESSER OF ONE-

FIFTH THE REQUIRED LAP SPLICE LENGTH AND 6 INCHES

8.

STRUCTURAL STEEL:

CUTS, HOLES AND THEIR REINFORCEMENT (REQUIRED BY OTHER TRADES) SHALL BE SHOWN ON THE STRUCTURAL STEEL SHOP DRAWINGS AND SHALL BE MADE IN THE SHOP. FIELD BURNING OF HOLES & CUTS IN STRUCTURAL STEEL SHALL NOT BE PERMITTED EXCEPT BY WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER OF RECORD, UNLESS NOTED

OTHERWISE ON THE DRAWINGS.

13.

12.

11.

10.

9.

ALL STRUCTURAL STEEL SHALL HAVE THE FOLLOWING ASTM SPECIFICATION AND YIELD STRENGTHS UNO:

ANGLES FY = 36 KSI (A36)

ALL OTHER SHAPES (U.N.O.) FY = 36 KSI (A36)

PLATES (U.N.O) FY = 36 KSI (A36)

ALL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE LATEST EDITION OF THE AISC STEEL CONSTRUCTION MANUAL AND THE APPLICABLE CODES AND STANDARDS REFERENCED IN THE DESIGN STANDARDS.

ALL FILLET WELDS SHALL BE AS INDICATED, BUT NOT LESS THAN AISC MINIMUM. SEE CHART BELOW:

ALL WELDING ELECTRODES SHALL BE E70XX, UNO. ALL WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS AND

SHALL CONFORM TO AWS D1.1/D1.1M STRUCTURAL WELDING CODE - STEEL, LATEST EDITION.

THE FABRICATOR SHALL FURNISH A STRUCTURAL SUBMITTAL WHICH SHALL BE CHECKED BY THE CONTRACTOR FOR COMPLETENESS AND CONTENT PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW. THE SUBMITTAL SHOULD INCLUDE FABRICATION AND ERECTION DRAWINGS. FABRICATION SHALL NOT COMMENCE UNTIL THIS

REVIEW IS COMPLETED.

MINIMUM SIZE FOR FILLET WELDS

MATERIAL THICKNESS OF THINNER

PART JOINED (INCHES)

TO 1/4" INCLUSIVE

MINIMUM SIZE OF

FILLET WELD (INCHES)

1/8"

OVER 1/4" TO 1/2" 3/16"

OVER 1/2" TO 3/4" 1/4"

OVER 3/4" 5/16"

AFTER ERECTION, ALL STEEL SHALL BE CLEANED OF ALL RUST, LOOSE MILL, SCALE, AND OTHER FOREIGN MATERIAL.

SCUFFS AND ABRASIONS SHALL BE FIELD TOUCHED-UP.

SIZE AND SHAPE OF STRUCTURAL STEEL SHALL BE AS SHOWN ON DRAWINGS. SUBSTITUTES MAY BE USED IF PRE-

APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD.

ALL STRUCTURAL STEEL TO BE PRIMED AND PAINTED. ALL FIELD CONNECTIONS ARE TO BE PAINTED TO MATCH

ATTACHED COMPONENTS.

1. DESIGN, FABRICATION AND ERECTION OF ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE LATEST ADOPTED

EDITION OF THE AISC STEEL CONSTRUCTION MANUAL.

PROVIDE 3" MINIMUM CONCRETE COVER AROUND STEEL BELOW GRADE OR COAT WITH ASPHALTIC OR BITUMASTIC PAINT.

3.

4.

5.

ALL GROUT FOR USE UNDER BEARING PLATES, LEVELING PLATES, ETC. SHALL BE PRE-MIXED, NON-SHRINK, NON-METALLIC CONFORMING TO ASTM C827. THE GROUT STRENGTH SHALL BE THE GREATER OF 8,000 PSI OR TWICE THE STRENGTH OF THE

SUPPORTING CONCRETE.

7.

8.

ALL WELDING WORK SHALL FOLLOW INFORMATION IN AN APPROVED WELDING PROCEDURE SPECIFICATION SUPPORTED BY A PRE-QUALIFICATION RECORD, FOLLOWING REQUIREMENTS IN THE CURRENT BUILDING CODE ADOPTED VERSION OF THE AMERICAN WELDING SOCIETY (AWS) D1.1 - STRUCTURAL WELDING CODE STEEL. ALL WELDING WORK SHALL BE PERFORMED BY WELDERS CERTIFIED TO PERFORM WELDING WORK IN ACCORDANCE WITH THE GOVERNING WPS.

2.

CONCRETE MIX TABLE:

CONC

MIX

TYPE INTENDED USE

EXPOSURE

CATEGORIES

AND CLASSES

COMPRESSIVE

STRENGTH

(PSI)

TEST AVG

(DAYS)

CONC

WEIGHT

MAX

W/C

RATIO

MAX

AGGREGATE

SIZE (IN)

TOTAL AIR

CONTENT

OTHER

REQ'S

A FOOTINGS F1, S0, W1, C1 4000 28 NWC 4.5 -

B.1 LAUNCH PAD F3, S0, W1, C1 5000 56 NWC 0.4 5.5

B.2 L/M RUNWAY F3, S0, W1, C1 5000 56 NWC 0.4

1 1/2"

(NOTE 1)

5.5

C INTERIOR SLABS-ON-

GRADE

F1, S0, W0, C0 4000 28 NWC 4.5

D ALL CONC EXPOSED TO

WEATHER OR DEICERS:

WALLS, CURBS,

TRENCH WALLS AND

TRENCH SLABS

F3, S0, W1, C2 4000 28 NWC 0.45 3/4,(NOTE 1) 6

E ALL CONCRETE

OTHERWISE NOT

SPECIFIED

F3, S0, W1, C1 4000 28 NWC 0.40 1" (NOTE 1) 6 -

CONCRETE MIX TABLE ABBREVIATIONS:

• F# = FREEZING AND THAWING CLASS

• S# = SULFATE CLASS

• W# = IN CONTACT WITH WATER CLASS

• C# = CORROSION PROTECTION OF REINFORCEMENT CLASS

• LWC = LIGHTWEIGHT CONCRETE

• MSS = MAXIMUM SHRINKAGE STRAIN LIMITED

• NWC = NORMAL WEIGHT CONCRETE

CONCRETE MIX NOTES:

1. AGGREGATE SIZE NOT TO EXCEED 1/5 OF NARROWEST DIMENSION BETWEEN FORMS; 1/3 OF SLAB DEPTH; OR

3/4 OF MINIMUM CLEAR SPACING BETWEEN REINFORCEMENT

2. CONCRETE MIXES FOR SLAB ON GROUND CONSTRUCTION SHALL COMPLY WITH ACI 302.1R-15, SECTION 8.9

REGARDING AGGREGATE GRADATIONS.

[MSS]

[MSS]

0.5

0.45

1 1/2"

(NOTE 1)

1 1/2"

(NOTE 1)

1" (NOTE 1)

LIMITS ON CEMENTITIOUS MATERIALS

CEMENTITIOUS MATERIALS MAXIMUM % OF TOTAL CEMENTITIOUS

MATERIAL BY MASS

FLY ASH OR OTHER POZZOLANS CONFORMING TO ASTM C618

SLAG CEMENT CONFORMING TO ASTM C989

SILICA FUME CONFORMING TO ASTM C1240

TOTAL OF FLY ASH OR OTHER POZZOLANS AND SILICA FUME

TOTAL OF FLY ASH OR OTHER POZZOLANS, SLAG CEMENT, AND SILICA FUME

AIR ENTRAINMENT NOTES:

REQUIRED ONLY WHERE CONCRETE WILL BE EXPOSED TO ENVIRONMENTAL CONDITIONS FOR EXPOSURE CLASS F1, F2, OR F3 (PER ACI 318) AND HARD TROWEL FINISH IS NOT SPECIFIED, UNLESS OTHERWISE SPECIFIED BY ARCHITECT OR ENGINEER. THE PROPER AIR ENTRAINMENT RATE IS PER THE TABLE ABOVE, COMPLIMENTED WITH THE FOLLOWING INFORMATION WITH A TOLERANCE ON THE AS- DELIVERED CONCRETE OF ± 1.5 PERCENT. THE PROPER AIR ENTRAINMENT RATE IS DEPENDENT ON THE EXPOSURE CONDITION AND THE SIZE OF THE COARSE AGGREGATE EXPRESSED AS THE MAXIMUM NOMINAL AGGREGATE SIZE. (ACI 318-14 TABLE 19.3.2.1)

EXPOSURE CLASS F1 - WHERE THE CONCRETE IN A COLD CLIMATE WILL BY ONLY OCCASIONALLY EXPOSED TO MOISTURE PRIOR TO

FREEZING AND WHERE NO DEICING SALTS ARE USED.

A. 1-1/2" OR 1" NOMINAL MAXIMUM AGGREGATE SIZE: 4.5 PERCENT

B. 3/4" NOMINAL MAXIMUM AGGREGATE SIZE: 5 PERCENT

C. 1/2" NOMINAL MAXIMUM AGGREGATE SIZE: 5.5 PERCENT

D. 3/8" NOMINAL MAXIMUM AGGREGATE SIZE: 6 PERCENT

EXPOSURE CLASS F2 & F3 - WHERE THE CONCRETE IN A COLD CLIMATE MAY BE IN ALMOST CONTINUOUS CONTACT WITH MOISTURE

PRIOR TO FREEZING AND WHERE DEICING SALTS ARE USED.

A. 1-1/2" NOMINAL MAXIMUM AGGREGATE SIZE: 5.5 PERCENT

B. 3/4" OR 1" NOMINAL MAXIMUM AGGREGATE SIZE: 6 PERCENT

C. 1/2" NOMINAL MAXIMUM AGGREGATE SIZE: 7 PERCENT

D. 3/8" NOMINAL MAXIMUM AGGREGATE SIZE: 7.5 PERCENT

B.3 SOUTH RAT SLAB F3, S0, W1, C1 5000 56 NWC 0.4

1 1/2"

(NOTE 1)

5.5 [MSS]

ADHESIVE ANCHORS:

FOR POST-INSTALLED ADHESIVE ANCHORS INTO CRACKED CONCRETE, PRODUCTS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI355.4 AND ICC-ES AC308. INSTALLATION SHALL COMPLY WITH MANUFACTURE'S LATEST

ICCC-ES APPROVAL. PRE-APPROVED ADHESIVES INCLUDE:

1.

FOR POST-INSTALLED ADHESIVE ANCHORS INTO CONCRETE MASONRY, PRODUCTS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58. ALL MASONRY CELLS TO RECEIVE ANCHORS SHALL BE GROUTED SOLID. INSTALLATION SHALL COMPLY WITH MANUFACTURES LATEST ICCC-ES APPROVAL. PRE-APPROVED ADHESIVES

INCLUDE:

2.

FOR POST-INSTALLED ADHESIVE ANCHORS INTO BRICK MASONRY, PRODUCTS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58. INSTALLATION SHALL COMPLY WITH MANUFACTURES LATEST ICCC-ES

APPROVAL. PRE-APPROVED ADHESIVES INCLUDE:

3.

SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED ABOVE MAY BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD (EOR) FOR REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS HAVING A CODE REPORT RECOGNIZING THE PRODUCT FOR THE APPROPRIATE APPLICATION. SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS DEMONSTRATING THE SUBSTITUTION IS THE EQUIVALENT CAPABLE OF ACHIEVING PERFORMANCE

VALUES OF THE PRE-APPROVED PRODUCTS.

4.

ADHESIVE ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTRUCTIONS. THE CONTRACTOR SHALL CONTACT THE MANUFACTURER FOR PRODUCT INSTALLATION TRAINING. MANUFACTURER'S FIELD REPRESENTATIVE SHALL PROVIDE INSTALLATION TRAINING FOR ALL PRODUCTS TO BE USED, PRIOR TO COMMENCEMENT OF WORK. ONLY TRAINED INSTALLERS SHALL PERFORM POST INSTALLED ANCHOR INSTALLATION. A RECORD OF TRAINING SHALL BE KEPT ON SITE

AND BE MADE AVAILABLE TO THE EOR AS REQUESTED.

5.

INSTALLATION OF ADHESIVE ANCHORS IN HORIZONTAL TO VERTICALLY OVERHEAD ORIENTATION, OR OTHER CONFIGURATION THAT RESULTS IN SUSTAINED TENSION, SHALL BE DONE BY A CERTIFIED ADHESIVE ANCHOR INSTALLER (AAI), AS CERTIFIED THROUGH ACI AND IN ACCORDANCE WITH ACI 318. PROOF OF CURRENT CERTIFICATION SHALL BE

SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO COMMENCEMENT OF INSTALLATION.

6.

ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT THE TIME OF ANCHOR

INSTALLATION, IN ACCORDANCE WITH ACI 318.

7.

A. SIMPSON STRONG-TIE SET-3G

B. HILTI HIT-RE 500 V3 SLOW CURE A (APPROVED FOR DYNAMIC LOADING)

C. HILTI HIT-HY 200 A/R V3 FAST CURE.

D. DEWALT PURE110+

E. DEWALT AC200+ FAST CURE.

A. SIMPSON STRONG-TIE SET-XP

B. HILTI HIT-HY 270

C. DEWALT AC100+GOLD

A. SIMPSON STRONG-TIE SET-3G

B. HILTI HIT-HY 270

C. DEWALT AC100+GOLD

THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER’S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL ANCHOR PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF ANCHOR

INSTALLATION.

8.

THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER’S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL ANCHOR PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF ANCHOR

INSTALLATION.

9.

ADHESIVE ANCHOR RODS SHALL BE PRECUT THREADED ROD SUPPLIED WITH NUT AND WASHER MEETING AISI 304

STAINLESS STEEL.

10.

MECHANICAL ANCHORS:

FOR POST-INSTALLED MECHANICAL ANCHORS INTO CRACKED CONCRETE, PRODUCTS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI355.2 AND ICC-ES AC193. INSTALLATION SHALL COMPLY WITH

MANUFACTURE'S LATEST ICCC-ES APPROVAL. PRE-APPROVED ANCHORS INCLUDE:

1.

FOR POST-INSTALLED MECHANICAL ANCHORS INTO CONCRETE MASONRY, PRODUCTS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC01 OR ICC-ES106. ALL MASONRY CELLS TO RECEIVE ANCHORS SHALL BE GROUTED SOLID. INSTALLATION SHALL COMPLY WITH MANUFACTURES LATEST ICCC-ES APPROVAL PRE-APPROVED

ANCHORS INCLUDE:

2.

SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED ABOVE MAY BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD (EOR) FOR REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS HAVING A CODE REPORT RECOGNIZING THE PRODUCT FOR THE APPROPRIATE APPLICATION. SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS DEMONSTRATING THE SUBSTITUTION IS THE EQUIVALENT CAPABLE OF ACHIEVING PERFORMANCE

VALUES OF THE PRE-APPROVED PRODUCTS.

3.

MECHANICAL ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTRUCTIONS. THE CONTRACTOR SHALL CONTACT THE MANUFACTURER FOR PRODUCT INSTALLATION TRAINING. MANUFACTURER'S FIELD REPRESENTATIVE SHALL PROVIDE INSTALLATION TRAINING FOR ALL PRODUCTS TO BE USED, PRIOR TO COMMENCEMENT OF WORK. ONLY TRAINED INSTALLERS SHALL PERFORM POST INSTALLED ANCHOR INSTALLATION. A RECORD OF TRAINING SHALL BE KEPT ON SITE

AND BE MADE AVAILABLE TO THE EOR AS REQUESTED.

4.

A. SIMPSON STRONG-TIE STRONG-BOLT 2

B. SIMPSON STRONG-TIE TITEN HD

C. HILTI KWIK BOLT TZ2

D. HILTI KWIK KH-EZ

E. DEWALT-STUD+ SD2

F. DEWALT SCREW-BOLT+

A. SIMPSON STRONG-TIE STRONG-BOLT 2

B. SIMPSON STRONG-TIE TITEN HD

C. HILTI KWIK BOLT 3

D. HILTI KWIK KH-EZ

E. DEWALT POWER-STUD+ SD1

F. DEWALT SCREW-BOLT+

DESIGN STANDARDS:

1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE BUILDING CODE AND PUBLICATIONS LISTED BELOW. IN THE CASE OF

CONFLICTING REQUIREMENTS, THE BUILDING CODE SHALL GOVERN.

2. APPLICABLE CODES AND STANDARDS:

BUILDING CODE

ACI 318-19

TMS 402/602-16

RCSC-14

AISC 341-16

AISC 360-16

AISI S100-16(2020) w/S2-20

ASCE 7-16 WITH SUPPLEMENT 1

ASTM

ICC

AWS D1.1-D1.1M-2020

AWS D1.2-D1.2M-2014

AWS D1.3-D1.3M-2018

AWS D1.4-D1.4M-2018

AWS D1.8-D1.8M-2009

FM GLOBAL

SLD 45 IFS

UFC 1-200-1

UFC 3-301-01

UFC 4-010-01

KSC-STD-Z-004G

ANSI/AWC NDS-2018

AISI D100-17

AISI S240-20

INTERNATIONAL BUILDING CODE 2021 (IBC). (INCLUDING BUILDING

CODE AMENDMENTS SPECIFIC TO THE PROJECT SITE

JURISDICTION)

AMERICAN CONCRETE INSTITUTE, "BUILDING CODE REQUIREMENTS

FOR STRUCTURAL CONCRETE AND COMMENTARY"

THE MASONRY SOCIETY, "BUILDING CODE REQUIREMENTS AND

SPECIFICATION FOR MASONRY STRUCTURES"

RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS,

"SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH

BOLTS"

AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SEISMIC

PROVISIONS FOR STRUCTURAL STEEL BUILDINGS"

AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SPECIFICATION

FOR STRUCTURAL STEEL BUILDINGS"

AMERICAN IRON AND STEEL INSTITUTE, "NORTH AMERICAN

SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL

STRUCTURAL MEMBERS"

AMERICAN SOCIETY OF CIVIL ENGINEERS, "MINIMUM DESIGN LOADS

AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER

STRUCTURES"

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM

INTERNATIONAL)

INTERNATIONAL CODE COUNCIL, INTERNATIONAL CODE COUNCIL -

EVALUATION SERVICES (ICC-ES)

AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING

CODE - STEEL"

AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING

CODE - ALUMINUM"

AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING

CODE - SHEET STEEL"

AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING

CODE - REINFORCING STEEL"

AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING

CODE - SEISMIC SUPPLEMENT"

PROPERTY LOSS PREVENTION DATA SHEETS 1-28, 1-29, AND OTHER

APPLICABLE FM GLOBAL REQUIREMENTS

SPACE LAUNCH DELTA 45 INSTALLTION STANDARDS

UNIFIED FACILITIES CRITERIA, DOD BUILDING CODE

UNIFIED FACILITIES CRITERIA, STRUCTURAL ENGINEERING

UNIFIED FACILITIES CRITERIA, DOD MINIMUM ANTITERRORISM

STANDARDS FOR BUILDINGS

KSC STANDARD FOR STRUCTURAL DESIGN

NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD

CONSTRUCTION WITH 2018 NDS SUPPLEMENT

COLD FORMED STEEL DESIGN MANUAL, 17TH EDITION"

NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL

STRUCTURAL FRAMING, 2020 EDITION

1. UNLESS SPECIFICALLY DETAILED ON DRAWINGS, THE FOLLOWING SHALL BE DESIGNED BY THE CONTRACTOR'S DELEGATED DESIGN ENGINEER. SHOP DRAWINGS AND CALCULATIONS FOR COMPLETE DESIGN SHALL BE PREPARED AND SUBMITTED TOGETHER FOR REVIEW BY THE ENGINEER OF RECORD AND BY THE OWNER. CALCULATIONS AND DETAILS SHALL BE SIGNED AND SEALED BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE WHICH THE STRUCTURE RESIDES. BEFORE SUBMITTING TO THE ENGINEER OF RECORD, SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR FOR COMPLETENESS AND COMPLIANCE TO THE CONTRACT DOCUMENTS. SHOP DRAWINGS NOT REVIEWED BY THE CONTRACTOR WILL BE REJECTED AND RETURNED. NO FABRICATION SHALL BEGIN UNTIL THE REVIEW PROCESS OF THE SHOP DRAWINGS BY THE ENGINEER OF

RECORD IS COMPLETED, APPROVED, AND RETURNED TO THE CONTRACTOR.

DELEGATED DESIGNS:

DELEGATED DESIGN ITEMS:

A. WOOD LIGHT POLES

Architects Engineers, Inc.

www.brph.com Copyright © 2026

19020 33rd Ave W, Suite 500 Lynnwood, Washington 98036 T 425-921-3500

Alaska Business Entity Number: 56725F

These plans are protected by Federal Copyright protection. Unauthorized use may result in an infringement action.

Offices in Melbourne, Orlando, Atlanta, Lynnwood, Charleston and Huntsville

DOCUMENT HISTORY

DRAWING NO.

TITLE

PROJECT NUMBER

DRAWN BY

DESIGNED BY

ARCH/ENGR OF RECORD

DATE

FOR CONSTRUCTION

54321 6

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09/24/2024

02/19/2024

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GENERAL NOTES

BRIAN LEE SAYRE

ALASKA SE 215775

WELDED CONNECTION - PRIOR TO WELDING (TABLE N5.4-1, AISC 360-16):

ITEM

STRUCTURAL STEEL (IBC 1705.2.1)

INSPECTION ACTION INSTRUCTIONS

PERFORM OBSERVE

VERIFY WELDER QUALIFICATION RECORDS

AND CONTINUITY RECORDS

PERFORM OBSERVEMATERIAL IDENTIFICATION VERIFY TYPE AND GRADE OF MATERIAL.

PERFORM OBSERVEWELDER IDENTIFICATION A SYSTEM SHALL BE MAINTAINED BY WHICH A WELDER WHO HAS

WELDED A JOINT OR MEMBER CAN BE IDENTIFIED.

PERFORM OBSERVEFIT-UP GROOVE WELDS

VERIFY JOINT PREPARATION, DIMENSIONS, CLEANLINESS,

TACKING, AND BACKING TYPE AND FIT.

PERFORM OBSERVEACCESS HOLES VERIFY CONFIGURATION AND FINISH.

PERFORM OBSERVEFIT-UP OF FILLET WELDS

VERIFY ALIGNMENT, GAPS AT ROOT, CLEANLINESS OF STEEL

SURFACES, AND TACK WELD QUALITY AND LOCATION.

WELDED CONNECTION - DURING WELDING (TABLE N5.4-2, AISC 360-16):

ITEM INSTRUCTIONS

PERFORM OBSERVE

CONTROL AND HANDLING OF WELDING

CONSUMABLES

VERIFY PACKAGING AND EXPOSURE CONTROL.

PERFORM OBSERVE

PERFORM OBSERVE

PERFORM OBSERVE

PERFORM OBSERVE

CRACKED TACK WELDS

VERIFY THAT WELDING DOES NOT OCCUR OVER CRACKED TACK

WELDS.

ENVIRONMENTAL CONDITIONS

VERIFY WIND SPEED IS WITHIN LIMITS AS WELL AS

PRECIPITATION AND TEMPERATURE.

WPS FOLLOWED

VERIFY ITEMS SUCH AS SETTINGS ON WELDING EQUIPMENT,

TRAVEL SPEED, WELDING MATERIALS, SHIELDING GAS

TYPE/FLOW RATE, PREHEAT APPLIED, INTERPASS

TEMPERATURE MAINTAINED, AND PROPER POSITION.

WELDING TECHNIQUES

VERIFY INTERPASS AND FINAL CLEANING, EACH PASS IS WITHIN

PROFILE LIMITATIONS, AND QUALITY OF EACH PASS.

WELDED CONNECTION - AFTER WELDING (TABLE N5.4-3, AISC 360-16):

ITEM INSTRUCTIONS

PERFORM OBSERVEWELDS CLEANED

PERFORM OBSERVESIZE, LENGTH, AND LOCATION OF WELDS

PERFORM OBSERVE

PERFORM OBSERVE

PERFORM OBSERVE

PERFORM OBSERVE

VERIFY THAT WELDS HAVE BEEN PROPERLY CLEANED

WELDS MEET VISUAL ACCEPTANCE CRITERIA

ARC STRIKES

K-AREA

BACKING & WELD TABS REMOVED

PERFORM OBSERVEREPAIR ACTIVITIES

PERFORM OBSERVE

DOCUMENT ACCEPTANCE OR REJECTION OF

WELDED JOINT/MEMBER

NONDESTRUCTIVE TESTING (NDT) OF WELDED JOINTS (SECTION N5.5, AISC 360-16):

ITEM INSTRUCTIONS

PERFORM OBSERVE

COMPLETE-JOINT-PENETRATION (CJP) GROOVE

WELDS IN MATERIALS 5/16-INCH THICK OR GREATER

BOLTED CONNECTION - PRIOR TO BOLTING (TABLE N5.6-1, AISC 360-16):

ITEM INSTRUCTIONS

PERFORM OBSERVECERTIFICATIONS OF FASTENERS

BOLTED CONNECTION - DURING BOLTING (TABLE N5.6-2, AISC 360-16):

ITEM INSTRUCTIONS

PERFORM OBSERVEFASTENER ASSEMBLIES

** NOT REQUIRED IF ONLY SNUG-TIGHT JOINTS ARE SPECIFIED (PER SECTION N5.6a OF AISC 360-16).

BOLTED CONNECTION - AFTER BOLTING (TABLE N5.6-3, AISC 360-16):

ITEM INSTRUCTIONS

PERFORM OBSERVE

DOCUMENT ACCEPTANCE OR REJECTION OF

BOLTED CONNECTIONS

OTHER STEEL INSPECTIONS (SECTION N5.7 & N5.8, AISC 360-16):

ITEM INSTRUCTIONS

PERFORM OBSERVESTRUCTURAL STEEL DETAILS

ULTRASONIC TESTING SHALL BE PERFORMED ON 100% OF CJP

GROOVE WELDS SUBJECT TO TRANSVERSELY APPLIED TENSION

LOADING IN BUTT, TEE, AND CORNER JOINTS FOR STRUCTURES IN

RISK CATEGORY III OR IV, 10% IN RISK CATEGORY II, AND 0% IN

RISK CATEGORY I. TESTING RATE MUST BE INCREASED PER

SECTION N5.5f IF 5% OR MORE WELDS TESTED HAVE

UNACCEPTABLE DEFECTS. THE RATE IS PERMITTED TO BE

REDUCED PER SECTION N5.5e.

PERFORM OBSERVEWELDED JOINTS SUBJECT TO FATIGUE PER AISC 360-16, SECTION N5.5c.

PERFORM OBSERVEFASTENERS MARKED VERIFY THAT FASTENERS HAVE BEEN MARKED IN ACCORDANCE

WITH ASTM REQUIREMENTS.

PERFORM OBSERVEPROPER FASTENERS FOR JOINT

VERIFY GRADE, TYPE, AND BOLT LENGTH IF THREADS ARE

EXCLUDED FROM THE SHEAR PLANE.

PERFORM OBSERVEPROPER BOLTING PROCEDURE VERIFY PROPER PROCEDURE IS USED FOR THE JOINT DETAIL.

PERFORM OBSERVECONNECTING ELEMENTS

VERIFY APPROPRIATE FAYING SURFACE CONDITION AND HOLE

PREPARATION, IF SPECIFIED, MEET REQUIREMENTS.

PERFORM OBSERVEPRE-INSTALLATION VERIFICATION TESTING**

OBSERVE AND DOCUMENT VERIFICATION TESTING BY

INSTALLATION PERSONNEL FOR FASTENER ASSEMBLIES AND

METHODS USED.

PERFORM OBSERVEPROPER STORAGE

VERIFY PROPER STORAGE OF BOLTS, NUTS, WASHERS, AND OTHER

FASTENER COMPONENTS.

VERIFY THAT FASTENER ASSEMBLIES ARE OF SUITABLE

CONDITION, PLACED IN ALL HOLES, AND WASHERS AND NUTS ARE

POSITIONED AS REQUIRED.

PERFORM OBSERVESNUG-TIGHT PRIOR TO PRETENSIONING

VERIFY THAT JOINTS ARE BROUGHT TO SNUG-TIGHT CONDITION

PRIOR TO PRE-TENSIONING OPERATION. ALSO APPLIES TO JOINTS

SPECIFIED AS SNUG-TIGHT ONLY.

PERFORM OBSERVEFASTENER COMPONENT**

VERIFY THAT FASTENER COMPONENT NOT TURNED BY WRENCH IS

PREVENTED FROM ROTATING.

PERFORM OBSERVEPRETENSIONED FASTENERS**

VERIFY THAT FASTENERS ARE PRETENSIONED IN ACCORDANCE

WITH RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM

THE MOST RIGID POINT TOWARD THE FREE EDGES.

ALL FABRICATED STEEL OR STEEL FRAMES SHALL BE INSPECTED

TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN IN

CONSTRUCTION DOCUMENTS, SUCH AS BRACES, STIFFENERS,

MEMBER LOCATIONS, AND PROPER APPLICATION OF JOINT DETAILS

AT EACH CONNECTION.

PERFORM OBSERVEANCHOR RODS AND OTHER EMBEDMENTS

SUPPORTING STRUCTURAL STEEL

INSPECTOR SHALL BE ON THE PREMISES DURING THE PLACEMENT

OF ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING

STRUCTURAL STEEL FOR COMPLIANCE WITH CONSTRUCTION

DOCUMENTS. VERIFY THE DIAMETER, GRADE, TYPE, AND LENGTH

OF THE ANCHOR ROD OR EMBEDDED ITEM, AND THE EXTENT OR

DEPTH OF EMBEDMENT PRIOR TO PLACEMENT OF CONCRETE.

INSPECTION ACTION

INSPECTION ACTION

INSPECTION ACTION

ACCEPTANCE CRITERIA TO CONSIDER INCLUDES CRACK

PROHIBITION, WELD/BASE-METAL FUSION, CRATER CROSS

SECTION, WELD PROFILES AND SIZE, UNDERCUT, AND POROSITY.

INSPECTION ACTION

INSPECTION ACTION

INSPECTION ACTION

INSPECTION ACTION

STRUCTURAL STEEL (IBC 1705.2.1) CON'TSPECIAL CASES (IBC 1705.1.1):

ITEM FREQUENCY OF INSPECTION INSTRUCTIONS

CONTINUOUS PERIODICMATERIAL ALTERNATIVES

PER DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE OR REPORT

FROM AN ACCEPTED ACCREDITATION AGENCY (I.E. ICC-ES).

STEEL SPECIAL INSPECTIONS OF RAILING SYSTEMS SHALL BE LIMITED TO WELDING INSPECTION OF WELDS AT THE BASE OF CANTILEVERED RAIL POSTS.

PERFORM OBSERVE

FIT-UP CJP GROOVE WELDS OF HSS T-, Y-, AND

K- JOINTS WITHOUT BACKING

VERIFY JOINT PREPARATION, ALIGNMENT, GAPS AT ROOT,

CLEANLINESS, TACK QUALITY AND LOCATION.

PERFORM OBSERVE

VERIFY WELDING PROCEDURES (WPS)

AVAILABLE

PERFORM OBSERVE

VERIFY CERTIFICATIONS FOR WELDING

CONSUMABLES AVAILABLE

PERFORM OBSERVECHECK WELDING EQUIPMENT

PERFORM OBSERVE

PLACEMENT AND INSTALLATION OF STEEL

HEADED STUD ANCHORS

PERFORM OBSERVE

WELD ACCESS HOLES IN ROLLED HEAVY SHAPES

AND BUILT-UP HEAVY SHAPES

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

PERFORM OBSERVE

NO PROHIBITED WELDS HAVE BEEN ADDED

WITHOUT THE APPROVAL OF THE EOR

AFTER ROLLED HEAVY SHAPES AND BUILT-UP HEAVY SHAPES ARE

WELDED, VISUALLY INSPECT THE WELD ACCESS HOLE FOR

CRACKS

** NOT REQUIRED IF ONLY SNUG-TIGHT JOINTS ARE SPECIFIED (PER SECTION N5.6a OF AISC 360-16).

PERFORM OBSERVEGALVANIZED STRUCTURAL STEEL MAIN MEMBERS

VISUALLY INSPECT EXPOSED CUT SURFACES OF GALVANIZED

STRUCTURAL STEEL MAIN MEMBERS AND EXPOSED CORNERS OF

RECTANGULAR HSS FOR CRACKS SUBSEQUENT TO GALVANIZING.

CRACKS SHALL BE REPAIRED OR THE MEMBER

SHALL BE REJECTED.

VERIFY SIZE, SPACING AND CORRECT INSTALLATION OF STUDS.

CONTINUOUS PERIODICUNUSUAL DESIGN APPLICATIONS

PER DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE OR REPORT

FROM AN ACCEPTED ACCREDITATION AGENCY (I.E. ICC-ES).

CONTINUOUS PERIODIC

MATERIALS AND SYSTEMS REQUIRED TO BE

INSTALLED IN ACCORDANCE WITH ADDITIONAL

MANUFACTURER'S INSTRUCTION THAT PRESCRIBE

REQUIREMENTS NOT CONTAINED IN THE IBC OR

REFERENCED STANDARDS

REQUIRED SPECIAL INSPECTIONS AND TEST PER IBC 2021

INDICATED ITEMS REQUIRING SPECIAL INSPECTION ARE IDENTIFIED UNDER COLUMNS "FREQUENCY OF INSPECTION" AS "PERIODIC" OR "CONTINUOUS" OR UNDER COLUMNS "INSPECTION ACTION" AS "PERFORM" OR "OBSERVE". IF NO BOX IS CHECKED, EITHER THE TASK DOES NOT EXIST OR DOES NOT

REQUIRE ANY SPECIAL INSPECTION.

STATEMENT OF SPECIAL INSPECTIONS 2021 IBC

THE OWNER SHALL HIRE AN INDEPENDENT TESTING/INSPECTION AGENCY TO PERFORM REQUIRED SPECIAL INSPECTIONS IN ACCORDANCE WITH SECTION 1704.2 OF THE INTERNATIONAL BUILDING CODE (IBC).

1.

THE STATEMENT OF SPECIAL INSPECTIONS HEREIN IS FULFILLMENT OF THE REQUIREMENTS OF IBC SECTIONS 1704

AND 1705.

2.

SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED IN ACCORDANCE WITH THE APPROVED PLANS AND

SPECIFICATIONS, THIS STATEMENT, IBC CHAPTER 17 AND ITS REFERENCED STANDARDS.

3.

THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK FOR COMPLIANCE WITH THE JURISDICTION APPROVED PLANS, SPECIFICATIONS, AND APPLICABLE PROVISIONS OF THE IBC. THE ARCHITECT/ENGINEER'S REVIEWED SHOP DRAWINGS, AND/OR PLACEMENT DRAWINGS, MAY BE USED ONLY AS AN AID TO SPECIAL INSPECTIONS. THE DEFINITIONS FOR

ACTIONS OR FREQUENCIES OF INSPECTIONS ARE AS FOLLOWS:

4.

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

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

B. "PERIODIC", INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED AND AT THE

COMPLETION OF THE WORK.

C. "OBSERVE" THESE ITEMS ON A RANDOM BASIS (AISC). OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

D. "PERFORM" THESE TASKS FOR EACH BOLTED CONNECTION, WELDED JOINT, OR MEMBER (AISC).

THE SPECIAL INSPECTOR SHALL COMPLETE A DAILY REPORT FOR INSPECTIONS. THE DAILY REPORTS SHALL REMAIN AT THE JOB SITE WITH THE CONTRACTOR FOR THE BUILDING OFFICIAL'S INSPECTOR. THE REPORTS SHALL INCLUDE THE

FOLLOWING.

5.

THE INSPECTOR SHALL BRING NON-CONFORMING ITEMS TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR, AND NOTE ALL SUCH ITEMS IN THE DAILY REPORT. IF ANY ITEM IS NOT RESOLVED IN A TIMELY MANNER AND IS ABOUT TO BE INCORPORATED IN THE WORK, THE SPECIAL INSPECTORS SHALL IMMEDIATELY NOTIFY THE ENGINEER OF RECORD.

6.

THE INSPECTION AGENCY SHALL FURNISH MONTHLY REPORTS OF THE TEST AND INSPECTIONS PERFORMED DIRECTLY

TO THE BUILDING OFFICIAL, ENGINEER OF RECORD, AND/OR OTHERS AS DESIGNATED.

7.

THE INSPECTION AGENCY SHALL SUBMIT A FINAL SIGNED AND SEALED REPORT TO THE BUILDING OFFICIAL STATING THAT ALL ITEMS REQUIRING SPECIAL INSPECTIONS AND TESTING WERE FULFILLED, ALL DISCREPANCIES WERE CORRECTED OR RESOLVED, AND ALL WORK REQUIRING SPECIAL INSPECTIONS IS IN CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS AND APPLICABLE CODES. ANY ITEMS UNRESOLVED OR DISCREPANCIES IN COVERAGE (I.E. MISSED INSPECTIONS, PERIODIC INSPECTIONS WHEN CONTINUOUS WAS

REQUIRED, ETC) SHALL BE SPECIFICALLY ITEMIZED IN THE REPORT.

8.

THIS STATEMENT OF SPECIAL INSPECTION HAS BEEN PREPARED BY THE ENGINEER OF RECORD WITH THE

UNDERSTANDING THAT THE BUILDING OFFICIAL WILL:

12.

A. REVIEW AND APPROVE THE QUALIFICATIONS OF THE SPECIAL INSPECTORS WHO WILL PERFORM

THE INSPECTIONS.

B. MONITOR SPECIAL INSPECTION ACTIVITIES ON THE JOB SITE TO ASSURE THAT THE SPECIAL INSPECTORS ARE QUALIFIED AND PERFORMING THEIR DUTIES AS CALLED FOR IN THE STATEMENT

OF SPECIAL INSPECTION.

C. REVIEW SUBMITTED INSPECTION REPORTS.

D. PERFORM INSPECTIONS AS REQUIRED BY THE LOCAL BUILDING CODE.

E. ISSUE CERTIFICATION OF OCCUPANCY AFTER ALL SPECIAL INSPECTION REPORTS AND THE FINAL

SPECIAL INSPECTION REPORT HAVE BEEN SUBMITTED AND ACCEPTED.

SPECIAL INSPECTION AND TEST REQUIREMENTS FOR CERTAIN BUILDING ELEMENTS IMPLIED BY THE STATEMENT OF SPECIAL INSPECTIONS YET LISTED AS EXEMPT BY IBC IS PERMITTED TO BE WAIVED WITH WRITTEN APPROVAL FROM

THE ENGINEER OF RECORD.

9.

REQUIREMENTS FOR WIND RESISTANCE:

STATEMENT OF SPECIAL INSPECTION FOR WIND RESISTANCE IS REQUIRED. (REQUIRED IN WIND EXPOSURE CATEGORY B, WHERE THE NOMINAL DESIGN WIND SPEED, Vasd IS 150 MPH OR GREATER. REQUIRED IN WIND EXPOSURE CATEGORY C OR D, WHERE THE NOMINAL DESIGN WIND SPEED, Vasd IS 140 MPH OR GREATER.)

DESCRIPTION OF MAIN WIND FORCE-RESISTING SYSTEM SUBJECT TO SPECIAL INSPECTION FOR WIND RESISTANCE:

(REQUIRED FOR SYSTEMS NOTED IN IBC SECTION 1705.12.1 AND 1705.12.2.)

LATERAL SYSTEM FOR PRE-ENGINEERED METAL BUILDING

DESCRIPTION OF WIND FORCE-RESISTING COMPONENTS SUBJECT TO SPECIAL INSPECTION FOR WIND RESISTANCE:

(REQUIRED FOR SYSTEMS AND COMPONENTS NOTED IN IBC SECTION 1705.12.3.)

COMPONENTS OF PRE-ENGINEERED METAL BUILDING

EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OR FABRICATION OF A SYSTEM OR COMPONENT DESCRIBED ABOVE SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER OR THE OWNER'S AUTHORIZED AGENT PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT IN

ACCORDANCE WITH IBC 1704.4. REQUIREMENTS FOR SEISMIC RESISTANCE:

STATEMENT OF SPECIAL INSPECTION FOR SEISMIC RESISTANCE IS REQUIRED.

DESCRIPTION OF SEISMIC FORCE-RESISTING SYSTEM SUBJECT TO SPECIAL INSPECTION AND TESTING FOR SEISMIC RESISTANCE: (REQUIRED FOR SEISMIC DESIGN CATEGORIES C, D, E, OR F IN ACCORDANCE WITH IBC SECTIONS

1705.13.1 THROUGH 1705.13.3, 1705.14.1, AND 1705.14.2.)

LATERAL SYSTEM FOR PRE-ENGINEERED METAL BUILDING

DESCRIPTION OF DESIGNATED SEISMIC SYSTEMS SUBJECT TO SPECIAL INSPECTION AND TESTING FOR SEISMIC RESISTANCE: (REQUIRED FOR ARCHITECTURAL, PLUMBING, ELECTRICAL, AND MECHANICAL SYSTEMS AND THEIR COMPONENTS AND THEIR COMPONENTS THAT REQUIRE DESIGN IN ACCORDANCE WITH CHAPTER 13 OF ASCE 7, HAVE A COMPONENT IMPORTANCE FACTOR, Ip GREATER THAN ONE, AND ARE IN SEISMIC DESIGN CATEGORIES C, D, E, OR F.)

COMPONENTS OF PRE-ENGINEERED METAL BUILDING

DESCRIPTION OF ADDITIONAL SEISMIC SYSTEMS AND COMPONENTS REQUIRING SPECIAL INSPECTIONS AND TESTING:

(REQUIRED FOR SYSTEMS NOTED IN IBC SECTION 1705.13.5 THROUGH 1705.13.9.)

COMPONENTS OF PRE-ENGINEERED METAL BUILDING

EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OR FABRICATION OF A SYSTEM OR COMPONENT DESCRIBED ABOVE SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER OR THE OWNER'S AUTHORIZED AGENT PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT IN

ACCORDANCE WITH IBC 1704.4.

10.

11.

A. NAME OF SPECIAL INSPECTOR AND DATE THE INSPECTION WAS PERFORMED.

B. DESCRIPTION OF THE INSPECTIONS, WITH LOCATIONS AND TESTS PERFORMED.

C. LIST OF NON-CONFORMING ITEMS.

D. HOW NON-CONFORMING ITEMS WERE RESOLVED OR UNRESOLVED.

E. LIST OF CHANGES OR CORRECTIONS TO NON-CONFORMING ISSUES AUTHORIZED BY THE ENGINEER, ARCHITECT, OR BUILDING OFFICIAL'S INSPECTORS.

Architects Engineers, Inc.

www.brph.com Copyright © 2026

19020 33rd Ave W, Suite 500 Lynnwood, Washington 98036 T 425-921-3500

Alaska Business Entity Number: 56725F

These plans are protected by Federal Copyright protection. Unauthorized use may result in an infringement action.

Offices in Melbourne, Orlando, Atlanta, Lynnwood, Charleston and Huntsville

DOCUMENT HISTORY

DRAWING NO.

TITLE

PROJECT NUMBER

DRAWN BY

DESIGNED BY

ARCH/ENGR OF RECORD

DATE

FOR CONSTRUCTION

54321 6

A

B

C

D

E

09/24/2024

02/19/2024

Corrected office addresses removed boca

C :\U se rs

\c al tin ok

\D oc um en ts \C

_S _2

5_

C en tra l_ ca lti no k.

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C09729.001

S-002

05/08/2026

SPECIAL

INSPECTIONS

CONTINUOUS PERIODICREINFORCING BAR WELDABILITY

ITEM INSTRUCTIONS

CONTINUOUS PERIODICREINFORCING STEEL, INCLUDING PRESTRESSING

TENDONS

VERIFY WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM

A706 BASED UPON CARBON EQUIVALENT AND IN ACCORDANCE

WITH AWS D1.4.

CONTINUOUS PERIODICREINFORCING BAR WELDING

VISUALLY INSPECT ALL WELDS IN ACCORDANCE WITH AWS D1.4.

VERIFY SIZE AND SPACING OF REINFORCEMENT. INSPECTION OF

SINGLE-PASS WELDS, MAXIMUM 5/16", IS PERMITTED TO BE MADE

PERIODICALLY.

VERIFY PRIOR TO PLACING CONCRETE THAT REINFORCING IS OF

SPECIFIED TYPE, GRADE, AND SIZE; THAT IT IS FREE OF OIL, DIRT

AND RUST; THAT IT IS LOCATED AND SPACED PROPERLY; THAT

HOOKS, BEND, TIES, STIRRUPS AND SUPPLEMENTAL

REINFORCEMENT ARE PLACED CORRECTLY; THAT LAP LENGTHS,

STAGGER AND OFFSETS ARE PROVIDED; AND THAT ALL

MECHANICAL CONNECTIONS ARE INSTALLED PER THE

MANUFACTURER'S INSTRUCTIONS AND/OR EVALUATION REPORT.

CONTINUOUS PERIODICCAST-IN BOLTS & EMBEDS INSPECT ANCHORS CAST IN CONCRETE.

CONTINUOUS PERIODIC

ANCHORS POST-INSTALLED IN HARDENED

CONCRETE MEMBERS: ADHESIVE ANCHORS

INSTALLED IN HORIZONTALLY OR UPWARDLY

INCLINED ORIENTATIONS TO RESIST SUSTAINED

TENSION LOADS

ANCHORS/DOWELS SHALL BE SPECIALLY INSPECTED AS REQUIRED

BY THE APPROVED ICC-ES REPORT.

CONTINUOUS PERIODICUSE OF REQUIRED MIX DESIGN

VERIFY THAT ALL MIXES USED COMPLY WITH THE APPROVED

CONSTRUCTION DOCUMENTS; ACI 318: CH 19, 26.4.3, 26.4.4; AND IBC

1904.1, 1904.2.

CONTINUOUS PERIODICCONCRETE TESTS

CONTINUOUS PERIODICCONCRETE & SHOTCRETE PLACEMENT

CONTINUOUS PERIODICCURING TEMPERATURE AND TECHNIQUES

VERIFY THAT THE AMBIENT TEMPERATURE FOR CONCRETE IS KEPT

AT > 50°F FOR AT LEAST 7 DAYS AFTER PLACEMENT. HIGH-EARLY-

STRENGTH CONCRETE SHALL BE KEPT AT >50°F FOR AT LEAST 3

DAYS. ACCELERATED CURING METHODS MAY BE USED (SEE ACI

318:26.4.7 - 26.4.9). THE AMBIENT TEMPERATURE FOR SHOTCRETE

SHALL BE >40°F FOR THE SAME PERIOD OF TIME AS NOTED FOR

CONCRETE. SHOTCRETE SHALL BE KEPT CONTINUOUSLY MOIST

FOR AT LEAST 24 HOURS AFTER SHOTCRETING. ALL CONCRETE

MATERIALS, REINFORCEMENT, FORMS, FILLERS, AND GROUND

SHALL BE FREE FROM FROST. IN HOT WEATHER CONDITIONS

ENSURE THAT APPROPRIATE MEASURES ARE TAKEN TO AVOID

PLASTIC SHRINKAGE CRACKING AND THAT THE SPECIFIED

WATER/CEMENT RATIO IS NOT EXCEEDED.

CONTINUOUS PERIODICERECTION OF PRECAST CONCRETE

VERIFY THAT ALL PRECAST ELEMENTS ARE LIFTED, ASSEMBLED

AND BRACED IN ACCORDANCE WITH THE APPROVED

CONSTRUCTION DOCUMENTS.

FREQUENCY OF INSPECTION

CONCRETE CONSTRUCTION (IBC 1705.3):

PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE.

INSPECT CONCRETE (AND SHOTCRETE) PLACEMENT FOR PROPER

APPLICATION TECHNIQUES.

CONTINUOUS PERIODIC

ANCHORS POST-INSTALLED IN HARDENED

CONCRETE MEMBERS: MECHANICAL ANCHORS AND

ALL OTHER ADHESIVE ANCHORS

ANCHORS/DOWELS SHALL BE SPECIALLY INSPECTED AS REQUIRED

BY THE APPROVED ICC-ES REPORT.

CONCRETE SPECIAL INSPECTIONS AND TESTS SHALL NOT BE REQUIRED FOR:

1. ISOLATED SPREAD CONCRETE FOOTINGS OF BUILDINGS THREE STORIES OR LESS ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK

2. CONTINUOUS CONCRETE FOOTINGS SUPPORTING WALLS OF BUILDINGS THREE STORIES OR LESS ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK WHERE

A. THE FOOTINGS SUPPORT WALLS OF LIGHT-FRAME CONSTRUCTION

B. THE FOOTINGS ARE DESIGNED IN ACCORDANCE WITH TABLE 1809.7

C. THE STRUCTURAL DESIGN OF THE FOOTING IS BASED ON A SPECIFIED COMPRESSIVE STRENGTH, F'c, NOT MORE THAN 2,500 PSI REGARDLESS OF THE COMPRESSIVE STRENGTH SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS OR USED IN THE FOOTING CONSTRUCTION

3. NONSTRUCTURAL CONCRETE SLABS SUPPORTED DIRECTLY ON THE GROUND, INCLUDING PRESTRESSED SLABS ON GRADE, WHERE THE EFFECTIVE PRESTRESS IN THE CONCRETE IS LESS

THAN 150 PSI

4. CONCRETE FOUNDATION WALLS CONSTRUCTED IN ACCORDANCE WITH TABLE 1807.1.6.2

5. CONCRETE PATIOS, DRIVEWAYS, AND SIDEWALKS ON GRADE

REFERENCED STANDARD

ACI 318: CH 20, 25.2, 25.3,

26.6.1-26.6.3

AWS D1.4, ACI 318: 26.6.4

AWS D1.4, ACI 318:26.6.4

ACI 318: 17.8.2

ACI 318: 17.8.2.4

ACI 318: 17.8.2.2

ASTM C31

ASTM C172

ACI 318: 26.5, 26.12

ACI 318: 26.5

ACI 318: 26.5.3 - 26.5.5

ACI 318: 26.9

CONTINUOUS PERIODICSTRENGTH VERIFICATION

VERIFY THAT ADEQUATE STRENGTH HAS BEEN ACHIEVED PRIOR TO

THE REMOVAL OF SHORES AND FORMS OR THE STRESSING OF

POST-TENSIONED TENDONS.

CONTINUOUS PERIODICFORMWORK

VERIFY THAT THE FORMS ARE PLACED PLUMB AND CONFORM TO

THE SHAPES, LINES, AND DIMENSIONS OF THE MEMBERS AS

REQUIRED BY THE APPROVED CONSTRUCTION DOCUMENTS.

ACI 318: 26.11.2

ACI 318: 26.11.1.2(b)

SOILS CONSTRUCTION (IBC 1705.6):

ITEM FREQUENCY OF INSPECTION INSTRUCTIONS

CONTINUOUS PERIODIC

VERIFY MATERIALS BELOW SHALLOW

FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE

DESIGN BEARING CAPACITY

CONTINUOUS PERIODIC

VERIFY EXCAVATIONS EXTEND TO PROPER DEPTH

AND HAVE REACHED PROPER MATERIAL

CONTINUOUS PERIODIC

PERFORM CLASSIFICATION AND TESTING OF

COMPACTED FILL MATERIALS

CONTINUOUS PERIODIC

VERIFY USE OF PROPER MATERIALS, DENSITIES,

AND LIFT THICKNESSES DURING PLACEMENT AND

COMPACTION OF FILL

CONTINUOUS PERIODIC

PRIOR TO PLACEMENT OF COMPACTED FILL,

INSPECT SUBGRADE AND VERIFY THE SITE HAS

BEEN PREPARED PROPERLY

SPECIAL INSPECTIONS AND TESTS FOR ELEMENTS SUBJECT TO

WIND RESISTANCE (IBC 1705.11)

WIND-RESISTING COMPONENTS (IBC 1705.11.3)

INSPECT APPLICABLE WELDING OPERATIONS.

FASTENING OF ROOF COVERING, ROOF DECK,

AND ROOF FRAMING CONNECTIONS

CONTINUOUS PERIODIC

FASTENING OF EXTERIOR WALL COVERING

AND WALL CONNECTIONS TO ROOF AND

FLOOR DIAPHRAGMS AND FRAMING

CONTINUOUS PERIODIC INSPECT APPLICABLE FASTENING OPERATIONS.

ITEM INSTRUCTIONSFREQUENCY OF INSPECTION

STRUCTURAL STEEL INSPECTIONS AND NONDESTRUCTIVE TESTING (NDT) OF WELDED JOINTS

(IBC 1705.13.1, IBC 1705.14.1, & AISC 341-16 CHAPTER J)

ITEM INSTRUCTIONS

PERFORM OBSERVEPROTECTED ZONES VERIFY THAT NO HOLES OR UNAPPROVED ATTACHMENTS ARE MADE

WITHIN THE PROTECTED ZONE

SPECIAL INSPECTIONS AND TESTS FOR ELEMENTS SUBJECT TO

SEISMIC RESISTANCE (IBC 1705.13 & IBC 1705.14)

INSPECTION ACTION

PERFORM OBSERVE

COMPLETE-JOINT-PENETRATION (CJP) GROOVE

WELDS IN MATERIALS 5/16-INCH THICK OR GREATER

ULTRASONIC TESTING (UT) SHALL BE PERFORMED ON 100% OF CJP

GROOVE WELDS. WELD DISCONTINUITIES SHALL BE ACCEPTED OR

REJECTED ON THE BASIS OF AWS D1.1/D1.1M TABLE 6.2.

PERCENTAGE OF NDT TESTING IS PERMITTED TO BE REDUCED PER

AISC 341-16 SECTION J6.2g.

PERFORM OBSERVE

BASE METAL THICKER THAN 1-1/2-INCH LOADED IN

TENSION IN THE THROUGH-THICKNESS DIRECTION

IN TEE AND CORNER JOINTS WHERE THE

CONNECTED MATERIAL IS > 3/4 INCH AND

CONTAINS CJP GROOVE WELDS

ULTRASONIC TESTING (UT) SHALL BE PERFORMED FOR

DISCONTINUITIES BEHIND AND ADJACENT TO THE FUSION LINE. ANY

BASE METAL DISCONTINUITIES FOUND WITHIN T/4 OF THE

STEEL SURFACE SHALL BE ACCEPTED OR REJECTED ON THE BASIS

OF AWS D1.1/D1.1M TABLE 6.2 WHERE T IS THE THICKNESS OF THE

PART SUBJECTED TO THROUGH-THICKNESS STRAIN.

PERFORM OBSERVEREDUCED BEAM SECTION (RBS) REPAIR

MAGNETIC PARTICAL TESTING (MT) SHALL BE PERFORMED ON ANY

WELD AND ADJACENT AREA OF THE RBS CUT SURFACE THAT HAS

BEEN REPAIRED BY WELDING, OR ON THE BASE METAL OF THE RBS

CUT SURFACE IF A SHARP NOTCH HAS BEEN REMOVED BY GRINDING.

PERFORM OBSERVEWELD TAB REMOVAL SITES

AT THE ENDS OF WELDS WHERE WELD TABS HAVE BEEN REMOVED,

MAGNETIC PARTICAL TESTING (MT) SHALL BE PERFORMED ON THE

SAME BEAM TO COLUMN JOINTS RECEIVING ULTRASONIC TESTING

(UT). PERCENTAGE OF NDT TESTING IS PERMITTED TO BE REDUCED

PER AISC 341-16 SECTION J6.2h. MT OF CONTINUITY PLATE WELD

TAB REMOVAL SITES IS NOT REQUIRED.

MAGNETIC PARTICAL TESTING (MT) OR PENETRANT TESTING SHALL

BE PERFORMED WHEN THE FLANGE THICKNESS EXCEEDS 1 1/2

INCHES FOR ROLLED SHAPES OR WHEN THE WEB THICKNESS

EXCEEDS 1 1/2 INCHES FOR BUILT-UP SHAPES

PERFORM OBSERVE

THERMALLY CUT SURFACES OF BEAM COPES AND

ACCESS HOLES AT WELDED SPLICES AND

CONNECTIONS

PERFORM OBSERVEH-PILES

VERIFY THAT NO HOLES OR UNAPPROVED ATTACHMENTS ARE

MADE WITHIN THE PROTECTED ZONE OF PILING

CONTINUOUS PERIODIC

ANCHORAGE OF ELECTRICAL EQUIPMENT FOR

EMERGENCY OR STANDBY POWER SYSTEMS IN

SEISMIC DESIGN CATEGORY C, D, E, OR F

VERIFY THAT ANCHORAGE COMPLIES WITH APPROVED

CONSTRUCTION DOCUMENTS.

CONTINUOUS PERIODIC

CONTINUOUS PERIODIC

CONTINUOUS PERIODIC

INSTALLATION AND ANCHORAGE OF PIPING

SYSTEMS DESIGNED TO CARRY HAZARDOUS

MATERIALS AND THEIR ASSOCIATED MECHANICAL

UNITS IN SEISMIC DESIGN CATEGORY C, D, E, OR F

INSTALLATION AND ANCHORAGE OF DUCTWORK

DESIGNED TO CARRY HAZARDOUS MATERIALS IN

SEISMIC DESIGN CATEGORY C, D, E, OR F

INSTALLATION AND ANCHORAGE OF VIBRATION

ISOLATION SYSTEMS HAVING A CLEARANCE OF ≤

1/4" BETWEEN THE EQUIPMENT SUPPORT FRAME

AND RESTRAINT IN SEISMIC DESIGN CATEGORY C,

D, E, OR F

VERIFY THAT INSTALLATION COMPLIES WITH APPROVED

CONSTRUCTION DOCUMENTS AND MANUFACTURERS

RECOMMENDATIONS.

SEISMICALLY ISOLATED STRUCTURES (IBC 1705.13.8 & 1705.14.3):

CONTINUOUS PERIODIC

VERIFICATION OF TESTING PER ASCE 7-16 SECTION

17.8

VERIFY REQUIRED TESTING ACCORDING TO ASCE 7-16 SECTION 17.8

HAVE BEEN CONDUCTED.

CONTINUOUS PERIODIC

FABRICATION AND INSTALLATION OF SEISMIC

ISOLATION SYSTEM IN SEISMIC DESIGN CATEGORY

B, C, D, E, OR F

VERIFY THAT…