STRUCTURAL WALL REPAIR BOONE, NORTH CAROLINA

STR

EET

HAR

DIN

LOCUST STREET

STR

EET

BR

OW

N

STREETHOWARD

CAN

NO

N

HO

EY

LOVILL

DO

UG

HTO

N

WH

ITE

EAST

LEG

END

S

APPALACHIAN HALL

CONE

LEGENDSSTRUCTURAL WALL REPAIR

BOONE, NORTH CAROLINA

DRAWING INDEX

GENERAL

LOCATION MAP

CONTACTS

CODE REFERENCES

VICINITY MAP

100% CONSTRUCTION DOCUMENTS

APPALACHIAN STATE PROJECT NUMBER: 20190272 SCO ID NUMBER: 21-23765-01A

321

C

B

A

SEAL

4

D

E

5

APPROVED BY

CHECKED BY

REVISIONS

TITLE

DRAWN BY

DATE

SHEET NO.

LEG

EN

DS

STR

UC

TUR

AL

WA

LL R

EP

AIR

100%

CO

NS

TRU

CTI

ON

DO

CU

ME

NTS

BO

ON

E, N

OR

TH C

AR

OLI

NA

DEI PROJECT NO: 50134576

OCTOBER 4, 2021

SEAL

SEAL

T1.01

COVER SHEET

JDB

ADM

JAW

PROJECT / BUILDING INFORMATION:

Dewberry Engineers Inc.9300 Harris Corners Pkwy - Suite 220Charlotte, NC 28269Phone: 704.509.9918Fax: 704.509.9937www.dewberry.com

SCO ID NO: 21-23765-01A

BLO

WIN

G R

OC

K RD

.

HAR

DIN

ST.

UNIV. DR.STADIUM DR.

BODENHEIMER DR.

POPLAR GROVE ROAD

KING STREET

DEPO

T S

T.

APPALACHIANSTATEUNIVERSITY

PROJECT SITE

RIVERS STREET

NCBELS #F-0929

STRUCTURAL

DocuSign Envelope ID: 03018098-78DF-451A-877A-EBC5740867AD

10/4/2021

321

C

B

A

SEAL

SCALE:

4

D

E

5

APPROVED BY

CHECKED BY

REVISIONS

TITLE

DRAWN BY

DATE

SHEET NO.

LEG

EN

DS

STR

UC

TUR

AL

WA

LL R

EP

AIR

100%

CO

NS

TRU

CTI

ON

DO

CU

ME

NTS

BO

ON

E, N

OR

TH C

AR

OLI

NA


OCTOBER 4, 2021


SCO ID NO: 21-23765-01A

KEY PLAN

NCBELS #F-0929

NORTH

G1.01

APPENDIX B

ARP

ADM

JAW


10/4/2021

321

C

B

A

SEAL

SCALE:

4

D

E

5

APPROVED BY

CHECKED BY

REVISIONS

TITLE

DRAWN BY

DATE

SHEET NO.

LEG

EN

DS

STR

UC

TUR

AL

WA

LL R

EP

AIR

100%

CO

NS

TRU

CTI

ON

DO

CU

ME

NTS

BO

ON

E, N

OR

TH C

AR

OLI

NA


OCTOBER 4, 2021


SCO ID NO: 21-23765-01A

KEY PLAN

NCBELS #F-0929

NORTH

S0.01

STRUCTURALGENERAL NOTES

ANDABBREVIATIONS

ARP

ADM

JAW

A.F.F.AHUB.S.

BOT.CANT.

CFCMUCLR.COL.

CONC.CONT.

DET.DIA.DIM.EA.

ELEV.E.O.S.

EQ..EXTG.

EXP.EXT.FIN.

FTG.GALV.

GA.HSS

HORIZ.INT.

STRUCTURAL ABBREVIATION LISTABOVE FINISHED FLOORAIR HANDLING UNITBOTH SIDESBOTTOMCANTILEVERCUBIC FOOTCONCRETE MASONRY UNITCLEARCOLUMNCONCRETECONTINUOUSDETAILDIAMETERDIMENSIONEACHELEVATIONEDGE OF SLABEQUALEXISTINGEXPANSIONEXTERIORFINISHFOOTINGGALVANIZEDGAUGEHOLLOW STRUCTURAL SECTIONHORIZONTALINTERIOR

J.B.KSILLHLLVLSH

MAX.MECH.

MIN.MPH

N.T.S.NO.

O.C.PSI

PSFR

REINF.REQ'D

SIM.STD.

STRU.T.O.S.

TYP.U.N.O.

V.I.F.VERT.

W.W.F.W.P.

JOIST BEARINGKIPS PER SQUARE INCHLONG LEG HORIZONTALLONG LEG VERTICALLONG SIDE HORIZONTALMAXIMUMMECHANICALMINIMUMMILES PER HOURNOT TO SCALENUMBERNUMBERON CENTERPOUNDS PER SQUARE INCHPOUNDS PER SQUARE FOOTRADIUSREINFORCINGREQUIREDSIMILARSTANDARDSTRUCTURALTOP OF STEELTYPICALUNLESS NOTED OTHERWISEVERIFY IN FIELDVERTICALWELDED WIRE FABRICWORK POINT

#

DESIGN:

1. THE GENERAL STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND SPECIFICATIONS.SHOULD CONFLICTS EXIST BETWEEN THE DRAWINGS, SPECIFICATIONS, AND GENERAL STRUCTURALNOTES, THE STRICTEST PROVISION SHALL GOVERN.

2. STRUCTURAL DESIGN CONFORMS TO THE REQUIREMENTS OF THE FOLLOWING CODES:

2018 NORTH CAROLINA BUILDING CODE2018 NORTH CAROLINA EXISTING BUILDING CODE2015 INTERNATIONAL BUILDING CODE WITH AMENDMENTSMINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-10)

3. DESIGN LOADS AND DESIGN DATA ARE AS FOLLOWS:

A. FLOOR LIVE LOADS:

EXISTING SLAB ON GRADE 100 PSF

B. EXISTING ROOF LOADS:

ASSUMED DEAD LOAD: 18 PSFLIVE LOAD: 20 PSF

C. ROOF SNOW LOAD:

GROUND SNOW LOAD (Pg) 30 PSF SNOW EXPOSURE FACTOR (Ce) 0.9 SNOW LOAD IMPORTANCE FACTOR (I) 1.10 THERMAL FACTOR 1.0

FLAT ROOF SNOW LOAD (Pf) 21 PSF

D. WIND LOAD:

RISK CATEGORY III ULTIMATE WIND SPEED (3 SECOND GUST) 130 MPH WIND EXPOSURE CATEGORY B

INTERNAL PRESSURE COEFFICIENT ±0.18WIND BASE SHEAR NO CHANGE TO EXISTING BUILDING

E. SEISMIC DESIGN DATA:

RISK CATEGORY III SEISMIC IMPORTANCE FACTOR (IE) 1.25

SPECTRAL RESPONSE ACCELERATION, SS 0.261 SPECTRAL RESPONSE ACCELERATION, S1 0.097 SPECTRAL RESPONSE COEFF. SDS 0.277 SPECTRAL RESPONSE COEFF. SD1 0.155 SITE CLASS D (ASSUMED) SEISMIC DESIGN CATEGORY C

SEISMIC BASE SHEAR NO CHANGE TO EXISTING BUILDING

COORDINATION:

1. THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE, AND, EXCEPT WHERESPECIFICALLY SHOWN, DO NOT INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THECONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FORALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES, AND SEQUENCE. CONTRACTORSHALL FOLLOW ALL APPLICABLE SAFETY REGULATIONS.

2. THE CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND GRADE CONDITIONS (BOTH NEWAND EXISTING), REPORTING ANY DISCREPANCIES TO THE ENGINEER PRIOR TO ORDERING MATERIALSOR PROCEEDING WITH ANY PHASE OF THE WORK.

3. DO NOT SCALE DIMENSIONS FROM DRAWINGS. THE CONTRACTOR SHALL REQUEST, FROM THEENGINEER, NECESSARY DIMENSIONS NOT SHOWN ON THE DRAWINGS.

4. ALL PRODUCTS AND MATERIALS REQUIRED FOR THE WORK SHALL BE INSTALLED IN ACCORDANCE WITHMANUFACTURER'S WRITTEN INSTRUCTIONS AND RECOMMENDATIONS FOR INSTALLATION INAPPLICATIONS INDICATED, INCLUDING ALL ACCESSORIES, ATTACHMENTS, AND THE LIKE.

EXISTING STRUCTURES AND FACILITIES:

1. SIZES, ELEVATIONS, AND DIMENSIONS OF EXISTING STRUCTURAL AND ARCHITECTURAL ELEMENTS AREBASED ON EXISTING DRAWINGS DATED 1/18/1984 PROVIDED BY THE OWNER AND/OR FIELDMEASUREMENTS AND ARE FOR GENERAL REFERENCE ONLY. THE CONTRACTOR SHALL VERIFY ACTUALCONDITIONS AND REPORT ANY REPORT ANY DISCREPANCIES TO THE ENGINEER BEFORE STARTINGWORK.

2. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE AND MAINTAIN ANY AND ALLWORK NECESSARY TO PROTECT EXISTING FACILITIES AND UTILITIES.

FOUNDATIONS:

1. THE EXISTING STRICTURE BEARS ON FILL MATERIAL. THE ASSUMED EXISTING ALLOWABLE SOILBEARING PRESSURE EQUALS 1,500 PSF.

2. THIS PROJECT SCOPE UTILIZES HELICAL PIERS TO SUPPORT A WALL WITH OBSERVED SETTLEMENT.REFER TO HELICAL PIER GENERAL NOTES.

3. THE STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR SUBSURFACE CONDITIONSENCOUNTERED IN THE FIELD CONTRARY TO THOSE ASSUMED FOR DESIGN.

SLAB-ON-GRADE CONCRETE REPAIR:

1. UNLESS NOTED OTHERWISE, ALL CONCRETE WORK, DETAILING, FABRICATION, AND PLACING OFREINFORCING AND CONCRETE SHALL BE GOVERNED BY THE LATEST REVISIONS OF:

A. ACI 301, ACI 315, AND ACI 318.B. CRSI RECOMMENDED PRACTICE OF PLACING REINFORCING BARS.C. ACI 306 AND ACI 305 FOR COLD AND HOT WEATHER CONCRETING, RESPECTIVELY.

2. ALL CONCRETE SHALL BE NORMAL WEIGHT WITH A MAXIMUM UNIT WEIGHT OF 150 POUNDS PER CUBICFOOT AND SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI.

POST-INSTALLED ANCHORS:

UNLESS OTHERWISE INDICATED ON PLANS, POST-INSTALLED ANCHORS SHALL CONSIST OF THE FOLLOWINGANCHOR TYPES, OR APPROVED EQUAL:

1. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THESTRUCTURAL ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONSDEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCEVALUES OF THE SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICCESR SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE.

2. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHORPACKAGING.

3. THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDEONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THESTRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THECONTRACTOR'S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OFINSTALLING ANCHORS.

4. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OFANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGECLEARANCES INDICATED ON THE DRAWINGS.

5. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHORLOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTORSHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THEPOSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS.

SPECIAL INSPECTIONS:

1. THIS FACILITY IS RISK CATEGORY III. IN ACCORDANCE WITH NORTH CAROLINA STATE BUILDING CODECHAPTER 1705.1.3, SPECIAL INSPECTIONS ARE REQUIRED FOR THIS PROJECT. REFER TO SHEET S0.02FOR THE STATEMENT OF SPECIAL INSPECTIONS AND THE PROJECT MANUAL FOR ADDITIONALREQUIREMENTS AND DOCUMENTS.

MASONRY:

1. ALL MASONRY CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF "BUILDING CODEREQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530-13/ASCE 5-13/TMS 402-13) AND "SPECIFICATIONFOR MASONRY STRUCTURES" (ACI 530.1-13/ASCE 6-13/TMS 602-13).

2. CONCRETE MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS OF ASTM C 90.

3. MINIMUM REQUIRED COMPRESSIVE STRENGTH OF MASONRY ASSEMBLAGE, F'M, AT 28 DAYS SHALL BE2,000 PSI.

4. MORTAR SHALL CONFORM TO THE REQUIREMENTS OF ASTM C 270 FOR JOB-MIXED MORTAR AND SHALLBE TYPE S.

5. GROUT FOR HOLLOW MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS OF ASTM C 476 ANDSHALL HAVE A 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI.

6. CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING AND SHORING OF MASONRY WALLSAGAINST WIND LOADS, CONSTRUCTION LOADS, AND OTHER TEMPORARY FORCES UNTIL SUCHPROTECTION IS NO LONGER REQUIRED FOR THE SAFE SUPPORT OF MASONRY WALLS.

7. HIGH LIFT GROUTING:

A. MAX HEIGHT 16'-0".B. GROUT SHALL BE SELF-CONSOLIDATING WITH A SLUMP BETWEEN 10 AND 11 INCHES.C. PROVIDE CLEANOUT AT THE BASE OF EACH GROUT POUR.

STRUCTURAL STEEL:

1. UNLESS NOTED OTHERWISE, DESIGN, DETAILING, FABRICATION, AND ERECTION OF STRUCTURAL STEELSHALL BE IN ACCORDANCE WITH AISC 303-10 AND 360-10.

2. STRUCTURAL STEEL SHALL CONFORM TO ASTM A-36, U.N.O.

3. TUBE STEEL SHALL CONFORM TO ASTM A500, GRADE C (FY=46 KSI MINIMUM).

4. ALL WELDING SHALL BE DONE BY WELDERS CURRENTLY CERTIFIED BY THE AMERICAN WELDINGSOCIETY (AWS) AS HAVING PASSED AWS QUALIFICATION TESTS FOR THE TYPE OF WELDING THEY ARETO PERFORM. ALL WELDERS SHALL USE E70XX ELECTRODES AND SHALL CONFORM TO AWSSTANDARDS.

COLD-FORMED METAL FRAMING:

1. COLD-FORMED STEEL FRAMING SHALL COMPLY WITH AISI'S "NORTH AMERICAN SPECIFICATION FORTHE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS" AND AISI'S "STANDARD FORCOLD-FORMED STEEL FRAMING - GENERAL PROVISIONS."

2. FOR 16 GAUGE (54 MILS) AND HEAVIER STUDS, FABRICATE STUDS USING 50 KSI YIELD STRENGTHSTEEL. FOR 18 GAUGE (43 MILS) AND LIGHTER STUDS, FABRICATE STUDS USING 33 KSI YIELD STRENGTHSTEEL. PROVIDE GALVANIZED G60 FINISH TO ALL COLD-FORMED STEEL FRAMING COMPONENTS.

3. METAL SCREWS SHALL BE #10-16 SELF-DRILLING OR LARGER AND HAVE A CORROSION-RESISTANTPLATED FINISH. MINIMUM PENETRATION OF SCREWS IN METAL SHALL INCLUDE THE THICKNESS OF THEJOINTED MATERIAL PLUS THREE (3) EXPOSED THREADS. MINIMUM EDGE DISTANCE AND MINIMUMSPACING SHALL BE 3/4 INCH UNLESS OTHERWISE NOTED.

4. STUD TO STUD TRACK CONNECTIONS SHALL BE A MIN. OF (1) #10-16 SELF-DRILLING SCREW AT EACHFLANGE.

5. FOR CONNECTIONS TO CONCRETE. POWDER ACTUATED FASTENERS SHALL BE 0.16 INCH DIA. x 1-1/2INCH LONG HILITI X-U FASTENERS (OR APPROVED EQUAL). THE MINIMUM PENETRATION OF THE PAFSHALL BE 1-1/4 INCHES, THE MINIMUM SPACING SHALL BE 3 INCHES, AND THE MINIMUM EDGE DISTANCESHALL BE 3 INCHES.

6. UNLESS LONGER LEGS ARE NEEDED TO MEET FASTENER EDGE DISTANCE AND SPACINGREQUIREMENTS. THE MINIMUM ANGLE LENGTH SHALL BE THE MINIMUM WIDTH OF THE MEMBER BEINGCONNECTED TO MINUS 1 INCH. UNLESS INDICATED OTHERWISE, CONNECTIONS SHALL BE THREE (3)FASTENERS OR THREE (3) 1/2 INCH LONG WELDS PER LEG OF ANGLE.

HELICAL PIERS:

1. HELICAL PIERS SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE CURRENTINTERNATIONAL BUILDING CODE (IBC) ADOPTED BY THE LOCAL JURISDICTION..

2. HELICAL PIER SHALL BE RECOGNIZED BY ICC AND THE MANUFACTURER SHALL HOLD A CURRENTICC-ES ESR REPORT SHOWING COMPLIANCE WITH AC358 AND CURRENT INTERNATIONAL BUILDINGCODE (IBC) ADOPTED BY THE LOCAL JURISDICTION.

3. DIMENSIONS OF THE CENTRAL SHAFT AND THE NUMBER, SIZE, SPACING AND THICKNESS OF THEHELICAL BEARING PLATES SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGNLOADS.

4. HELICAL PIER SHOP DRAWINGS AND CALCULATIONS SHALL BE SEALED AND SUBMITTED BY APROFESSIONAL ENGINEER LICENSED IN THE STATE OF NORTH CAROLINA.

5. ONLY ROUND CENTRAL PIER SHAFTS WILL BE ALLOWED.

6. MINIMUM AND MAXIMUM INSTALLATION TORQUES SHALL BE SPECIFIED BY THE HELICAL PIERMANUFACTURER. THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TO ACHIEVE THEREQUIRED BEARING CAPACITY, INCLUDING A SAFETY FACTOR OF 2. THE MAXIMUM INSTALLATIONTORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PIER SHAFTS.

7. HELICAL PIERS SHALL BE DESIGNED AND MANUFACTURED TO RESIST ALL STRESSES INDUCED BYINSTALLATION.

8. EXISTING CONDITIONS AND UNDERGROUND OBSTRUCTIONS SHALL BE CONFIRMED BY THE PIERINSTALLER. PROBING OR SCANNING MAY BE NECESSARY TO LOCATE UNDERGROUND OBSTRUCTIONS.REPORT ANY UNFORSEEN OBSTRUCTIONS TO THE STRUCTURAL ENGINEER.

9. LOCATIONS OF PIERS SHALL NOT BE CHANGED WITHOUT WRITTEN APPROVAL FROM THE STRUCTURALENGINEER.

10. SPECIAL INSPECTION OF THE HELICAL PIER INSTALLATION SHALL BE PERFORMED IN ACCORDANCEWITH SECTION 1705.9 OF THE 2018 NCSBC. THE INSPECTOR SHALL RECORD THE FOLLOWING:

A. INSTALLATION DATE.B. PIER MANUFACTURER.C. INSTALLATION CONTRACTOR.D. IDENTIFICATION OF INSTALLATION EQUIPMENT.E. MINIMUM ALLOWABLE INSTALLATION TORQUE.F. MAXIMUM ALLOWABLE INSTALLATION TORQUE.G. CENTRAL SHAFT DIAMETER OF EACH PIER.H. HELIX PLATE CONFIGURATION OF EACH PIER.I. ACTUAL TIP EMBEDMENT OF EACH PIER.J. ACTUAL INSTALLATION TORQUE OF EACH PIER.K. ULTIMATE CAPACITY OF EACH PIER AS SPECIFED BY MANUFACTURER.L. ALLOWABLE CAPACITY OF EACH PIER AS SPECIFIED BY MANUFACTURER.

STRUCTURAL GENERAL NOTES

ADHESIVE ANCHOR

SOLID CONCRETEHILTI HY 200 SAFE SET SYSTEM (ICCESR-3187) HILTI RE 500v3 SAFE SET

SYSTEM (ICC ESR-3814)

GROUTED MASONRY HILTI HY 270 (ICC ESR-2682)

HOLLOW MASONRY OR BRICKHILTI HY 270 WITH APPROPRIATE SCREEN

TUBE (ICC ESR-3342)

REBAR SPLICE AND HOOK SCHEDULE

R

SECTION

LD

4db(2-1/2" MIN.)

CRITICAL

LDH

TOP BAR LAP

CLASS "B"LAP AND

STANDARD,

12db

180° HOOK

90° BEND

NOTES:

*TOP BAR - DEFINED AS A BARLOCATED SUCH THAT 12 IN. ORMORE OF FRESH CONCRETE ISCAST IN THE MEMBER BELOWTHE SPLICE.

MINIMUM OUTSIDE RADIUS OFBEND, R, SHALL BE 4db.

IN CMU WALLS AND HOOK DIMENSIONSREBAR SPLICE AND

SIZEBAR

ASTMLD LDH

6

5

4

3

27"

22.5"

18"

13.5" 4.5"

6"

7.5"

8.5"

LD - STANDARD DEVELOPMENT LENGTH OF BAR

LDH - STANDARD DEVELOPMENT LENGTH OF HOOK

F'c - SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE

db - BAR DIAMETER PER ASTM

BOND BEAMSLAP

19"

25"

34"

48"


10/4/2021

321

C

B

A

SEAL

SCALE:

4

D

E

5

APPROVED BY

CHECKED BY

REVISIONS

TITLE

DRAWN BY

DATE

SHEET NO.

LEG

EN

DS

STR

UC

TUR

AL

WA

LL R

EP

AIR

100%

CO

NS

TRU

CTI

ON

DO

CU

ME

NTS

BO

ON

E, N

OR

TH C

AR

OLI

NA


OCTOBER 4, 2021


SCO ID NO: 21-23765-01A

KEY PLAN

NCBELS #F-0929

NORTH

S0.02

STATEMENT OF SPECIAL

INSPECTIONS

ARP

ADM

JAW

STRUCTURAL STEEL AISC 360

Check ifRequired Required Verification and Inspection Task Perform Observe

SpecialInspections

FirmNotes & Scope

I. INSPECTION TASK PRIOR TOWELDING, AISC 360 TABLE N5.4-1

a. Welding procedure specifications (WPSs)available

X -

b. Manufacturer certifactions for weldingconsumables avalible

X -

c. Material identification (type/grade) - X

d. Welder identification system - X

e. Fit-up of groove welds (including jointgeometry)

- X

• Joint penetration• Dimensions (alignment, root opening,root face, bevel)• Cleanliness (condition of steel surfaces)

• Tacking (tack weld quality and location)

• Backing type and fit (if applicable)f. Configuration and finish of access holes - X

g. Fit-up of fillet welds - X

• Dimensions (alignment, gaps at root)

• Cleanliness (condition of steel surfaces)

• Tacking (tack weld quality and location)

II. INSPECTION TASKS DURING WELDING,AISC 360 TABLE N5.4-2

a. Use of qualified welders - X

b. Control and handling of weldingconsumables

- X

• Packaging

• Exposure controlc. No welding over cracked tack welds - X

d. Environmental conditions - X

• Wind speed within limits

• Precipitation and temperaturee. WPS followed - X

• Settings on welding equipment

• Travel speed

• Selected welding materials

• Shielding gas type/flow rate

• Preheat applied• Interpass temperature maintained(min./max.)• Proper positions (F, V, H, OH)

f. Welding techniques - X

• Interpass and final cleaning

• Each pass within profile limitations

• Each pass meets quality requirementsIII. INSPECTION TASKS AFTER WELDING,

AISC 360 TABLE N5.4-3a. Welds cleaned - X

b. Size, length and location of welds X -

c. Welds meet visual acceptance criteria X -

• Crack prohibition

• Weld/base-metal fusion

• Crater cross section

• Weld profiles

• Weld size

• Undercut

• Porosityd. Arc strikes X -

e. k-area X -

f. Backing removed and welds tabs removed(if required)

X -

g. Repair activities X -

h. Document acceptance or rejection ofwelded joint or member

X -

IV. INSPECTION TASKS PRIOR TOBOLTING, AISC 360 TABLE N5.6-1

a. Manufacturer's certifications available forfastener materials

- X

b. Fasteners marked in accordance withASTM requirements

- X

c. Proper fasteners selected for the jointdetail (grade, type, bolt length if threadsare to be exclude from shear plane)

- X

d. Proper bolting procedure selected for jointdetail

- X

e. Connecting elements, including theappropriate faying surface condition andhole preparation, if specified, meetapplicable requirements

- X

f. Pre-installation verification testing byinstallation personnel observed anddocumented for fastener assemblies andmethods used

- X

g. Proper storage provided for bolts, nuts,washers and other fastener components

- X

V. INSPECTION TASKS DURING BOLTING,AISC 360 TABLE N5.6-2

a. Fastener assemblies, of suitable condition,placed in all holes and washers (ifrequired) are positioned as required

- X

b. Joint brought to the sung-tight conditionprior to the pretensioning operation

- X

c. Fastener component not turned by thewrench prevented from rotating

- X

d. Fasteners are pretensioned in accordancewith the RCSC Specification, progressingsystematically from the most rigid pointtoward the free edges

- X

VI. INSPECTION TASKS AFTER BOLTING,AISC 360 TABLE N5.6-3

a. Document acceptance or rejection ofbolted connections

X -

VII. INSPECTION OF STEEL ELEMENTS OFCOMPOSITE CONSTRUCTION PRIORTO CONCRETE PLACEMENT, AISC 360TABLE N6.1

a. Placement and installation of steel deck X -

b. Placement and installation of steel headedstud anchors

X -

c. Document acceptance or rejection of steelelements

X -

VIII. INSPECTION OR EXECUTION TASKSPRIOR TO DECK PLACEMENT, SDIQA/QC TABLE 1.1

a. Verify compliance of materials (deck andall deck accessories) with constructiondocuments, including profiles, materialproperties, and base metal thickness

X -

b. Document acceptance or rejection of deckand deck accessories

X -

IX. INSPECTION OR EXECUTION TASKSAFTER DECK PLACEMENT, SDI QA/QCTABLE 1.2

a. Verify compliance of deck and all deckaccessories installation with constructiondocuments

X -

b. Verify deck materials are represented bythe mill certifications that comply with theconstruction documents

X -

c. Document acceptance or rejection ofinstallation of deck and deck accessories

X -

X. INSPECTION OR EXECUTION OFTASKS PRIOR TO DECK WELDING, SDIQA/QC TABLE 1.3

a. Welding procedure specifications (WPS)available

- X

b. Manufacturer certifications for weldingconsumables available

- X

c. Material identification (type/grade) - X

d. Check welding equipment - X

XI. INSPECTION OR EXECUTION TASKSDURING DECK WELDING, SDI QA/QCTABLE 1.4

a. Use of qualified welders - X

b. Control and handling of weldingconsumables

- X

c. Environmental conditions (wind speed,moisture, temperature)

- X

d. WPS followed - X

XII. INSPECTION OR EXECUTION TASKSAFTER DECK WELDING, SDI QA/QCTABLE 1.5

a. Verify size and location of welds, includingsupport, sidelap, and perimeter welds

X -

b. Welds meet visual acceptance criteria X -

c. Verify repair activities X -

d. Document acceptance or rejection of welds X -

XIII. INSPECTION OR EXECUTION TASKSPRIOR TO DECK MECHANICALFASTENING, SDI QA/QC TABLE 1.6

a. Manufacturer installation instructionsavailable for mechanical fasteners

- X

b. Proper tools available for fastenerinstallation

- X

c. Proper storage for mechanical fasteners - X

XIV. INSPECTION OR EXECUTION TASKSDURING DECK MECHANICALFASTENING, SDI QA/QC TABLE 1.7

a. Fasteners are positioned as required - X

b. Fasteners are installed in accordance withmanufacturer's instructions

- X

XV. INSPECTION OR EXECUTION TASKSAFTER DECK MECHANICALFASTENING, SDI QA/QC TABLE 1.8

a. Check spacing, type, and installation ofsupport fasteners

X -

b. Check spacing, type, and installation ofsidelap fasteners

X -

c. Check spacing, type, and installation ofperimeter fasteners

X -

d. Verify repair activities X -

e. Document acceptance or rejection ofmechanical fasteners

X -

XVI. OTHER STEEL INSPECTION TASKS,AISC 360 SECTION N5.7

a. Inspection during the placement of anchorrods or other embedments supportingstructural steel:(1) Verify diameter, grade, type and length - X

(2) Verify extent or depth of embedmentinto concrete, prior to placement ofconcrete

- X

b. Inspection of steel frame details forcompliance with approved constructiondocuments:(1) Details such as braces and stiffeners - X

(2) Member locations - X

(3) Proper application of joint details ateach connection

- X

c. Material verification of structural steel:(1) Identification markings to conform toAISC 360

- X

(2) Manufacturer's certified mill test reports - X

STRUCTURAL STEEL - SEISMIC FORCE RESISTING SYSTEM AISC 341


SpecialInspections

FirmNotes & Scope

I. NON-DESTRUCTIVE TESTING, AISC 341TABLE N6.2

a. Where welding doubler plates, continuityplates or stiffeners has been performed inthe k-area, the web shall be tested forcracks using MT.

X -

b. UT shall be performed on 100% of CJPgroove welds in materials 5/16 in. thick orgreater. MT shall be performed on 25% ofall beam-to-column CJP groove welds.

X -

c. After joint completion, base metal thickerthan 1.5 in. loaded in tension in thethrough-thickness direction in tee andcorner joints, where the connected materialis greater than 3/4 in. and contains CJPgroove welds, shall be tested using UT fordiscontinuities behind and adjacent to thefusion line of such welds.

X -

d. At welded splices and connections,thermally cut surfaces of beam copes andaccess holes shall be tested using MT orpenetrant testing, when the flangethickness exceeds 1.5 in. for rolled shapes,or when the web thickness exceeds 1.5 in.for built-up shapes.

X -

e. MT shall be performed on any weld andadjacent area of the reduced beam section(RBS) cut surface that has been repairedby welding, or on the base metal of theRBS cut surface if a sharp notch has beenremoved by grinding.

X -

f. At the end of welds where weld tabs havebeen removed, MT shall be performed onthe same beam-to-column joints receivingUT as required under Section J6.2b.

X -

II.INSPECTION OF COMPOSITESTRUCTURES PRIOR TO CONCRETEPLACEMENT, AISC 341 TABLE J9-1

a. Material identification of reinforcing steel(type/grade)

- X

b. Determination of carbon equivalent forreinforcing steel other than ASTM A706

- X

c. Proper reinforcing steel size, spacing andorientation

- X

d. Reinforcing steel has not been rebent inthe field

- X

e. Reinforcing steel has been tied andsupported as required

- X

f. Required reinforcing steel clearances havebeen provided

- X

g. Composite member has required size - X

III. INSPECTION OF COMPOSITESTRUCTURES DURING CONCRETEPLACEMENT, AISC 341 TABLE J9-2

a. Concrete: Material identification (mixdesign, compressive strength, maximumlarge aggregate size, maximum slump)

- X

b. Limits on water added at the truck or pump - X

c. Proper placement techniques to limitsegregation

- X

IV. INSPECTION OF COMPOSITESTRUCTURES AFTER CONCRETEPLACEMENT, AISC 341 TABLE J9-3

a. Achievement of minimum specifiedconcrete compressive strength at specifiedage

- X

V. INSPECTION TASKS DURING BOLTING,AISC 360 TABLE N5.6-2

a. Reduced beam section (RBS)requirements

X -

• Contour and finish

• Dimensional tolerancesb. Verify no holes or unapproved attachments

are made within the protected zones.X -

OPEN WEB STEEL JOISTS AND JOIST GIRDERS NCSBC Table 1705.2.3


SpecialInspections

FirmNotes & Scope

I.Installation of open-web steel joists andjoist girders.

a. End connections - welding or bolted. - X

b. Bridging - horizontal or diagonal.

(1) Standard bridging. - X

(2) Bridging that differs from the SJIspecifications listed in Section 2207.1.

- X

CONCRETE CONSTRUCTION NCSBC Table 1705.3


SpecialInspections

FirmNotes & Scope

I.Inspect reinforcing, including prestressingtendons, and verify placement.

- X

II. Reinforcing bar welding: Only permitted as directed byEOR.

a. Verify weldability of reinforcing bars otherthan ASTM A 706;

- X

b. Inspect sing-pass fillet welds, maximum5/16", and

- X

c. Inspect all other welds X -

III. Inspect anchors cast in concrete. - X

IV. Inspect anchors post-installed in hardenedconcrete members.

a. Adhesive anchors installed in horizontallyor upwardly inclined orientations to resistsustained tension loads.

X -

b. Mechanical anchors and adhesive anchorsnot defined in 4.a.

- X

V. Verify use of required design mix. - X

VI. Prior to concrete placement, fabricatespecimens for strength tests, performslump and air content tests, and determinethe temperature of the concrete.

X -

VII. Inspect concrete and shotcrete placementfor proper application techniques.

X -

VIII. Verify maintenance of specified curingtemperature and techniques.

- X

IX. Inspect prestressed concrete for:a. Application of prestressing forces; and X -

b. Grouting of bonded prestressed tendons. X -

X. Inspect erection of precast concretemembers.

- X

XI. Verify in-situ concrete strength, prior tostressing of tendons in post-tensionedconcrete and prior to removal of shoresand forms from beams and structuralslabs.

-- X

XII. Inspect formwork for shape, location anddimensions of the concrete member beingformed.

- X

MASONRY CONSTRUCTION - LEVEL B ACI 530.1, Table 4


SpecialInspections

FirmNotes & Scope

I. Verify compliance with the approvedsubmittals.

- X

II. Verification of f'm and f'aac prior toconstruction, except where specificallyexempted by this Code.

- X Minor repair, not required

III. Verification of Slump flow and VSI asdelivered to the project site forself-consolidating grout.

X -

IV. As masonry construction begins, verify thatthe following are in compliance:

a. Proportions of site-prepared mortar. - X

b. Construction of mortar joints. - X

c. Grade and size of prestressing tendonsand anchorages.

- -

d. Location of reinforcement, connectors, andprestressing tendons and anchorages.

- X

e. Prestressing technique. - -

f. Properties for thin-bed mortar for AACmasonry.(1) Inspect of the first 5000 square feet. - -

(2) Inspections after the first 5000 squarefeet.

- -

V. Prior to grouting, verify that the followingare in compliance:

a. Grout space. - X

b. Grade, type, and size of reinforcement andanchor bolts, and prestressing tendons andanchorages.

- X

c. Placement of reinforcement, connectors,and prestressing tendons and anchorages.

- X

d. Proportions of site-prepared grout andprestressing grout for bonded tendons.

- X

e. Construction of mortar joints. - X

VI. Verify during construction:a. Size and location of structural elements. - X

b. Type, size, and location of anchors,including other details of anchorage ofmasonry to structural members, frames, orother construction.

- X

c. Welding of reinforcement. X -

d. Preparation, construction, and protectionof masonry during cold weather(temperature below 40°F) or hot weather(temperature above 90°F).

- X

e. Application and measurement ofprestressing force.

- -

f. Placement of grout and prestressing groutfor bonded tendons is in compliance.

X -

g. Placement of AAC masonry units andconstruction of thin-bed mortar joints.(1) Inspections of the first 5000 squarefeet.

- -

(2) Inspections after the first 5000 squarefeet.

- -

VII. Observe preparation of grout specimens,mortar specimens, and/or prisms.

- X Minor repair, not required

MASONRY CONSTRUCTION - LEVEL C ACI 530.1, Table 4


SpecialInspections

FirmNotes & Scope

I. Verify compliance with the approvedsubmittals.

- X

II. Verification of f'm and f'aac prior toconstruction and for every 5,000 squarefeet during construction.

- X

III. Verification of proportions of materials inpremixed or preblended mortar,prestressing grout, and grout other thanself-consolidating grout, as delivered to thesite.

- X

IV. Verification of Slump flow and VSI asdelivered to the project site forself-consolidating grout.

X -

V. Verify that the following are in compliance:a. Proportions of site-mixed mortar and grout

and prestressing grout for bonded tendons- X

b. Grade, type, and size of reinforcement andanchor bolts, and prestressing tendons andanchorages.

- X

c. Placement of masonry units andconstruction of mortar joints.

- X

d. Placement of reinforcement, connectors,and prestressing tendons and anchorages.

X -

e. Grout space prior to grouting. X -

f. Placement of grout and prestressing groutfor bonded tendons.

X -

g. Size and location of structural elements. - X

h. Type, size, and location of anchors,including other details of anchorage ofmasonry to structural members, frames, orother construction.

X -

i Welding of reinforcement. X -

j. Preparation, construction, and protectionof masonry during cold weather(temperature below 40°F) or hot weather(temperature above 90°F).

- X

k. Application and measurement ofprestressing force.

X -

l. Placement of AAC masonry units andconstruction of thin-bed mortar joints.

X -

m. Properties of thin-bed mortar for AACmasonry.

X -

VI. Observe preparation of grout specimens,mortar specimens and/or prisms.

X -

SOILS NCSBC Table 1705.6


SpecialInspections

FirmNotes & Scope

I.Verify materials below shallow foundationsare adequate to achieve the designbearing capacity.

- X

II. Verify excavations are extended to properdepth and have reached proper material.

- X

III. Perform classification and testing ofcompacted fill materials.

- X

IV. Verify use of proper materials, densitiesand lift thicknesses during placement andcompaction of compacted fill.

X -

V. Prior to placement of compacted fill,inspect subgrade and verify that site hasbeen prepared properly.

- X

DRIVEN DEEP FOUNDATIONS NCSBC Table 1705.7


SpecialInspections

FirmNotes & Scope

I. Verify element materials. Sizes and lengthscomply with the requirements.

X -

II. Determine capacities of test elements andconduct additional load tests, as required.

X -

III. Inspect driving operations and maintaincompete and accurate records for eachelement.

X -

IV. Verify placement locations and plumbness,confirm type and size of hammer, recordnumber of blows per foot of penetration,determine required penetrations to achievedesign capacity, record trip butt elevationsand document any damage to foundationelement.

X -

V. For steel elements and concrete-filledelements, perform tests and additionalspecial inspections in accordance withSection 1705.2.

- X

VI. For concrete elements and concrete-filledelements, perform tests and additionalspecial inspections in accordance withSection 1705.3

- X

VII. For specialty elements, perform additionalinspections as determined by theregistered design professional inresponsible charge.

- X Review helical pier inaccordance with manufacturer'srecommendations and NCSBC1705.9.

CAST-IN-PLACE DEEP FOUNDATIONS NCSBC Table 1705.8


SpecialInspections

FirmNotes & Scope

I. Inspect drilling operations and maintaincomplete and accurate records for eachelement.

X -

II. Verify placement locations and plumbness,confirm element diameters, bell diameters(if applicable), lengths, embedment intobedrock (if applicable) and adequateend-bearing strata capacity. Recordconcrete or grout volumes.

X -

III. For concrete elements, perform tests andadditional special inspections inaccordance with Section 1705.3.

- -

FABRICATED ITEMS NCSBC Section 1705.10


SpecialInspections

FirmNotes & Scope

I. Inspect fabrication of structural,load-bearing, or lateral load-resistingmembers or assemblies that are beingconducted on the premises of a fabricator'sshop that is not registered and approved toperform such work without specialinspection.

X -

II. Verify fabricator's certificate of compliancefor structural members or assemblies thatare being fabricated on the premises of thefabricator's shop that is registered andapproved to perform such work.

X -

WIND RESISTANCE NCSBC Section 1705.11


SpecialInspections

FirmNotes & Scope

I. A written statement of responsibility shallbe provided in accordance with Section1704.4.

- -

II. Structural Wood Excepted as noted in 1705.11.1

a. Field gluing operations of elements of themain windforce-resisting system.

X -

b. Nailing, bolting, anchoring, and otherfastening of elements of the mainwindforce-resisting system, including:

- X

• Shear Walls

• Diaphragms

• Drag struts

• Braces

• Hold-downsIII. Cold-formed Steel Light-Frame

ConstructionExcepted as noted in 1705.11.2

a. Welding operations of elements of themain windforce-resisting system.

- X

b. Screw attachment, bolting, anchoring, andother fastening of elements of the mainwindforce-resisting system, including:

- X

• Shear Walls

• Diaphragms

• Drag struts

• Braces

• Hold-downsIV. Wind-Resisting Components

a. Roof covering, roof deck, and roof framingconnections.

- X

b. Exterior wall covering and wall connectionsto roof and floor diaphragms and framing.

- X

SEISMIC RESISTANCE NCSBC Section 1705.12


SpecialInspections

FirmNotes & Scope

I. A written statement of responsibility shallbe provided in accordance with Section1704.4.

- -

II.Structural Wood:

Required for structures assignedto SDC C, D, E, or F

a. Field gluing operations of elements of themain windforce-resisting system.

X -

b. Nailing, bolting, anchoring, and otherfastening of elements of the mainwindforce-resisting system, including:

- X

• Shear Walls

• Diaphragms

• Drag struts

• Braces

• Hold-downsIII. Cold-formed Steel Light-Frame

ConstructionRequired for structures assignedto SDC C, D, E, or F

a. Welding operations of elements of themain windforce-resisting system.

- X

b. Screw attachment, bolting, anchoring, andother fastening of elements of the mainwindforce-resisting system, including:

- X

• Shear Walls

• Diaphragms

• Drag struts

• Braces

• Hold-downsIV. Examine designated seismic systems

requiring seismic qualification per 13.2.2 ofASCE 7. Verify that the label, anchorage,and mounting conform to the certificate ofcompliance.

- - Required for structures assignedto SDC C, D, E, or F

V. Inspect erection and fastening ofarchitectural components, including:

Required for structures assignedto SDC C, D, E, or F, except asnoted in 1705.12.5.• Exterior cladding

• Interior and exterior nonbearing walls

• Interior and exterior veneerVI. Inspect the following plumbing,

mechanical, and electrical components.a. Anchorage of electrical equipment used for

emergency or standby power systems.- X Required for structures assigned

to SDC C, D, E, or Fb. Anchorage of other electrical equipment - X Required for structures assigned

to SDC E or Fc. Installation and anchorage of piping

systems designed to carry hazardousmaterials and their associated mechanicalunits.

- X Required for structures assignedto SDC C, D, E, or F

d. Installation and anchorage of ductworkdesigned to carry hazardous materials.


e. Installation and anchorage of vibrationisolation systems where the approvedconstruction documents require a nominalclearance of 1/4 inch or less between theequipment and support frame restraint.


VII. Inspect anchorage of storage racks thatare eight feet or greater in height.


VIII. Provide inspection for seismic isolationsystems in seismically isolated structures.


IX. Inspect installation of cold-formed specialsteel moment frames in the seismic forceresisting system.


X. Perform testing for seismic resistance andsubmit certificates of compliance inaccordance with Section 1705.13.

- -

SPRAYED FIRE-RESISTANT MATERIALS NCSBC Section 1705.14


SpecialInspections

FirmNotes & Scope

I.Inspect spray-applied fire resistantmaterials per Section 1705.14.

- X Inspect surface conditions,applications, thickness, density,and bond strength in accordancewith 1705.14.1-1705.14.6.

MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS NCSBC Section 1705.15


SpecialInspections

FirmNotes & Scope

I.Inspect mastic and intumescentfire-resistant coating in accordance withAWCI 12-B.

- X Observe steel intumescent painta new steel supports.

EXTERIOR INSULATION AND FINISH SYSTEM (EIFS) NCSBC Section 1705.16


SpecialInspections

FirmNotes & Scope

I. Inspect EIFS per section 1705.16. - X Except as noted in 1705.16.

FIRE-RESISTANT PENETRATIONS AND JOINTS NCSBC Section 1705.17


SpecialInspections

FirmNotes & Scope

I.Inspect penetration firestop systems testedand listed in accordance with 714.3.1.2and 714.4.2.

- X Inspection in accordance withASTM E2174.

II.Inspect fire-resistant joint systems testedand listed in accordance with 715.3 and715.4.

- X Inspection in accordance withASTM E2393.

SMOKE CONTROL NCSBC Section 1705.18


SpecialInspections

FirmNotes & Scope

I. Inspect smoke control per Section 1705.18.

- X Inspect during ductwork,erection, and system testing.Inspect prior to covering(enclosing).

STRUCTURAL OBSERVATIONS NCSBC Section 1704.6

Check ifRequired Required Verification and Inspection Task Notes & Scope

I. Seismic Resistance As required by 1704.6.1

II. Wind Resistance As required by 1704.6.2

STATEMENT OF SPECIAL INSPECTIONSDESIGN PROFESSIONAL IN RESPONSIBLE CHARGE (DPIRC): ANTHONY D. MILLER, PE

THE FOLLOWING INFORMATION IS BEING SUBMITTED IN ACCORDANCE WITH THE SPECIAL INSPECTION PROVISIONS OF THE 2018 NORTH CAROLINA STATE BUILDING CODE. ATTACHED IS THE SCHEDULE OF SPECIALINSPECTIONS (SSI) REQUIRED FOR THIS PROJECT. THIS COMPLETED FORM IS REQUIRED TO BE INCLUDED IN THE PROJECT MANUAL. AFTER PERMIT ISSUANCE, A LISTING OF THE SPECIAL INSPECTION FIRMS (SIF)AND THE DESIGNATED SPECIAL INSPECTORS (DSI) FOR EACH INSPECTION TYPE WILL BE ATTACHED TO THIS FORM PRIOR TO SCHEDULING THE PRE-CONSTRUCTION MEETING. NO WORK IS PERMITTED TO BEPERFORMED PRIOR TO THE SPECIAL INSPECTIONS PRE-CONSTRUCTION MEETING.

THE DSI IS RESPONSIBLE FOR VERIFYING ALL INFORMATION ON EACH DOCUMENT PRIOR TO SIGNING/SEALING. THE DSI IS RESPONSIBLE FOR VERIFYING EACH DOCUMENT IS THE CORRECT DOCUMENT. THE DSI ISRESPONSIBLE FOR CORRECTING ANY DOCUMENTS THAT HAVE ERRORS. THE DSI IS RESPONSIBLE FOR VERIFYING ALL DSI'S MAINTAIN CURRENT CERTIFICATIONS DURING THE COURSE OF THE PROJECT, ASFAILURE TO MAINTAIN CURRENT CERTIFICATIONS MAY RESULT IN A VOIDED DOCUMENT. AT THE CONCLUSION OF EACH INDIVIDUAL SPECIAL INSPECTION TYPE, THE DSI WILL COMPLETE A FINAL REPORT.

THE SPECIAL INSPECTION PROGRAM OUTLINED HEREIN, DOES NOT RELIEVE THE CONTRACTOR OR ANY OTHER ENTITY OF ANY CONTRACTUAL DUTIES, INCLUDING QUALITY CONTROL, QUALITY ASSURANCE, ORSAFETY. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, AND JOB SITE SAFETY. FAILURE TO ADHERE TO THE SI PROGRAM AS OUTLINED HEREIN, MAY RESULT IN A STOPWORK NOTICE BEING ISSUED BY THE DEPARTMENT.


10/4/2021

321

C

B

A

SEAL

SCALE:

4

D

E

5

APPROVED BY

CHECKED BY

REVISIONS

TITLE

DRAWN BY

DATE

SHEET NO.

LEG

EN

DS

STR

UC

TUR

AL

WA

LL R

EP

AIR

100%

CO

NS

TRU

CTI

ON

DO

CU

ME

NTS

BO

ON

E, N

OR

TH C

AR

OLI

NA


OCTOBER 4, 2021


SCO ID NO: 21-23765-01A

KEY PLAN

NCBELS #F-0929

NORTH

S1.01

STRUCTURALPLANS

ARP

ADM

JAW

1. REMOVE DOOR AND DOOR FRAME. SAVE DOOR HARDWARE FOR RE-USE. PROVIDENEW DOOR HARDWARE PER SPECIFICATIONS IF HARDWARE CANNOT BE RE-USED.

2. REMOVE 4" CMU AND BRICK WALL FULL HEIGHT.3. REMOVE EXISTING ANGLE SHORING.

DEMOLITION KEY NOTES #

1. NEW 7'-4" TALL BY 6'-6" WIDE DOOR FRAME WITH (2) 7'-0"x3'-0" DOORS. MATCHEXISTING DOOR SIZE AND FINISH. DOOR AND FRAME INSULATED AND 2-HRRATED, REFER TO SPECIFICATIONS.

2. PROVIDE SHORING POST TO W6, MINIMUM POST ULTIMATE CAPACITY 5 KIPS.3. PAINT ALL WALLS WITHIN VESTIBULE AND RESTROOM, MATCH EXISTING. PAINT

WALL WITHIN RESTROOM, MATCH EXISTING.4. CMU BELOW W16 GIRDER IS CRACKED AND DAMAGED, APPROXIMATELY

24"x24" AREA. REMOVE AND REPLACE DAMAGED CMU TO RESTORE CMUBEARING. GROUT ALL CMU SOLID BELOW W16 BEARING.

5. PROVIDE SHORING POST TO 16" GIRDER, MINIMUM POST ALLOWABLECAPACITY 16 KIPS (TWO 8 KIP POSTS MAY BE USED). PROVIDE MINIMUM TWOLAYERS OF 34X4'X3/4" PLYWOOD UNDER POST.

#NEW WORK KEY NOTES

EX. 34" DEEP JOIST

EX. 34" DEEP JOIST

EX. 18" DEEP JOIST

EX. 18" DEEP JOIST

EX. 18" DEEP JOIST

EX. 18" DEEP JOIST

EX. 18" DEEP JOIST

EX. 1

6" D

EEP

GIR

DER

(±16

'-4 1

/2")

1'-0

"4'

-4"

5'-2

"5'

-7"

6'-0

"

EX. W

6x8.

5

5" 5'-9" 5'-9" 5'-9" 5'-6" 5'-9" 2'-6"5'-0"

EX. W

6x8.

5

EX. W

6x8.

5

EX. W

6x8.

5

EX. W

6x8.

5

EX. W

6x8.

5

EX. W

6x8.

5

EX. W

6x8.

5

EX. W

6x8.

5

S1.021

2S1.03

S1.031

3S1.02

S1.022

5'-3 3/4"5'-9 1/4"

1

2

2

3

EXISTINGABOVE-CEILING AHU

DECKSPAN

DEC

KSP

AN

DEC

KSP

AN

9'-4

"

EX. W

6x8.

5

EX. W

6x8.

5

EX. W

6x8.

5

EX. W

6x8.

5

3

4

EXISTINGELECTRICALPANEL

5

S1.022A

6" METAL STUD, TYP.(SEE SECTION 1/S1.02FOR GAUGE ANDSPACING)

RESTROOM

VESTIBULE

EXISTING WALL FOOTING(DEPTH AND SIZE UNKNOWN)

S1.021

2S1.03

S1.031

S1.022

3S1.02HELICAL PIER

(ULTIMATE CAPACITY = 14 KIPS)HELICAL PIER(ULTIMATE CAPACITY = 20 KIPS)

100'-0"30'-8" 7'-6" 40'-0" 21'-10"

2

1

EXIS

T. W

ALL

=7 1

/2" T

HIC

K

9'-4

"

EXISTING 4" SLAB-ON-GRADE(-0'-2") WITH FLOOR TILE

EXISTING 6"SLAB-ON-GRADE (0'-0")

S1.022A

3 6" METAL STUD, TYP.(SEE SECTION 1/S1.02FOR GAUGE ANDSPACING)RESTROOM

VESTIBULEHELICAL PIER(ULTIMATE CAPACITY = 24 KIPS)

PARTIAL ROOF FRAMING PLAN NOTES:

1. SEE SHEET S0.01 FOR STRUCTURAL GENERAL NOTES.

2. TYPICAL TOP OF EXISTING STEEL WIDE FLANGE BEAMS (U.N.O.) = ±10'-7".

3. TYPICAL TOP OF EXISTING STEEL BAR JOISTS = ±16'-7".

4. ALL WALLS SHOWN ON PLAN ARE CMU (U.N.O.)

PARTIAL FOUNDATION PLAN NOTES:

1. SEE SHEET S0.01 FOR STRUCTURAL GENERAL NOTES.

2. ALL WALLS SHOWN ON PLAN ARE CMU (U.N.O.)

3. HELICAL PIERS SHALL EXTEND TO BEARING SOIL. REFER TOGEOTECHNICAL REPORT. ESTIMATED PIER LENGTH 20'.MINIMUM PILE DIAMETER 2-3/8".

SCALE: 1/4" = 1'-0"

PARTIAL ROOF FRAMING PLAN2

NORTH

SCALE: 1/4" = 1'-0"

PARTIAL FOUNDATION PLAN1

NORTH

RATED WALL LEGEND1-HR RATED WALL

0' 2' 4' 8'

SCALE: 1/4" = 1'-0"


10/4/2021

321

C

B

A

SEAL

SCALE:

4

D

E

5

APPROVED BY

CHECKED BY

REVISIONS

TITLE

DRAWN BY

DATE

SHEET NO.

LEG

EN

DS

STR

UC

TUR

AL

WA

LL R

EP

AIR

100%

CO

NS

TRU

CTI

ON

DO

CU

ME

NTS

BO

ON

E, N

OR

TH C

AR

OLI

NA


OCTOBER 4, 2021


SCO ID NO: 21-23765-01A

KEY PLAN

NCBELS #F-0929

NORTH

S1.02

STRUCTURALSECTIONS AND

ELEVATIONS

ARP

ADM

JAW

EXISTING BRICK VENEER

EXISTING 6" DEEP WIDEFLANGE ROOF BEAM

EXISTING SLAB-ON-GRADE

+10'-7"EXIST. T.O.S.

6" 16 GAUGE METAL STUD (600S200-54)AT 24" O.C. CONNECT EACH STUD TOEXISTING CMU WALL WITH 3/16" DIA. x1-3/4" LONG TAPCON SCREWS AT 16"O.C. MAX. VERT. SPACING. PROVIDE(2) STUDS AT 48" ON EACH SIDE OFELECTRICAL PANEL OR OTHEROBSTRUCTIONS.

EXISTING WALL FOOTING(SIZE AND DEPTH UNKNOWN)

EXISTING CRACKED 4" CMU WALL

CONT. 6" 18 GAUGE METAL TRACK(600T162-43). CONNECT TRACK TOSLAB WITH (2) PAF AT EACH STUDAND (1) PAF IN BETWEEN EACH STUD

STUD WALL STRAPPINGAT 48" O.C. VERT. SPACING(SEE DETAIL 1A/S1.02)

1'-0

"TY

P. T

OP

AND

BO

TT.

7 1/2"

0'-0"FINISHED FIRST FLOOR

CONT. 6" 18 GAUGE TOP 1/2" DEFLECTIONTRACK (600T162-43) BETWEEN ROOFBEAMS. CONNECT TRACK TO ROOF DECKWITH (2) #10 TEK SCREWS AT EACH STUDAND (1) #10 TEK SCREW IN BETWEENEACH STUD

EXISTING ROOF DECK

EXISTING ELECTRICALCONDUIT. NOTCH STUDMAX. 1 1/2" x 1 1/2" FOREXISTING CONDUIT

EXISTING ASPHALT

REPOINT CRACKED JOINT PRIOR TOMETAL FRAMING INSTALLATION

PROVIDE A 2"x2"x12" LONG14 GAUGE COLD-FORMEDMETAL BENT PLATE ATEXISTING CONDUIT NOTCH.ATTACH BENT PLATE TOSTUD WITH (6) #8 SCREWS.LOCATE AS CLOSE TOCONDUIT AS POSSIBLE.

SCALE: 1" = 1'-0"

EXTERIOR WALL SECTION1SCALE: 1" = 1'-0"

EXTERIOR WALL SECTION AT DOOR (DEMO)2

DEMO EXISTING BRICK VENEER

DEMO EXISTING DOOR

DEMO EXISTING DOUBLEANGLE STEEL LINTEL

DEMO EXISTING CRACKED 4" CMU

EXISTING METAL ROOF DECK TO REMAIN

+7'-4"TOP OF OPENING

7 1/2"

BRICK VENEER TO MATCHEXISTING. PAINT BRICK TOMATCH EXISTING EXTERIORWALL PAINT.

NEW DOOR

INSTALL NEW GALV. L4x3x1/4(LLV) ANGLE WITH 6" MIN.BEARING ON EACH END+7'-4"

TOP OF OPENING

8" CMU WALL WITH #4 AT 40" O.C.CENTERED IN WALL. GROUT CELLSSOLID AT REINFORCING

CMU BOND BEAM LINTELWITH (1) #5 CONT.

EXISTING W6 ROOF BEAM TO BE SHORED

1'-0"

EXISTING W6 ROOF BEAM,TO BE SHORED

S1.024

7 1/2" (MATCH EXISTING PARAPET BEYOND)

EXISTING ROOFING

EXISTING FLASHING

EXISTING METAL ROOF DECK TO REMAIN

EXISTING ROOFING

REPLACE EXISTING FLASHINGAT DEMOLISHED WALL

MASONRY WIRETIES AT 16" O.C.

SCALE: 1" = 1'-0"

VESTIBULE WALL ELEVATION3

EXISTING 6" SLAB-ON-GRADE

NEW DOOR

EXISTING W6 ROOF BEAM, SEEPLAN 2/S1.01 FOR LOCATION (TYP.)

EXISTING METAL ROOF DECK

±10'-7"EXIST. T.O.S.

NEW 8" CMU WALL

PROVIDE (1) 1/2" x 4" LONGHEADED STUD IF NO STUD ISPRESENT ON EXISTING BEAMBEARING (TYP.)

CMU BOND BEAM LINTELWITH (1) #5 CONT.

±7'-6"

GROUT JAMB SOLID FULL-HEIGHT,TYP. BOTH SIDES OF DOOR

L4x4x1/4x0'-11" WITH (4) 1/2"HAS ANCHORS, TYP. (8)LOCATIONS. DRILL ANDEPOXY ANCHORS INTO CMU

1"

1 1/

2"

EXISTING BRICK PARAPET

REMOVABLE MULLION

EXISTING 12" CMU WALL


SCALE: 1" = 1'-0"

EXTERIOR WALL SECTION AT DOOR2A0' 6" 1' 2'

SCALE: 1" = 1'-0"

8" CMU

FLASHING CONT.OVER DOOR FRAMEWITH WEEPSCAULK CONT. ONBOTH SIDES

STEEL ANGLE LINTEL(SEE 2A/S1.02)

8¾" HM FRAME

GROUT FRAME SOLID

4"

1'-0"

SCALE: N.T.S.

HEAD JAMB DETAIL4

1 1/2" x 33 MIL FLAT STRAP (SEESECTION 1/S1.02 FOR SPACING)

METAL STUD/TRACKBLOCKING AT EACH END OFSTRAP & INTERMITTENTLY 6'

(2) #8 SCREWS AT STRAP TO BRIDGING

#8 SCREW AT EACH STRAP TO METAL STUD, TYP.

6" METAL STUD, TYP. (SEE SECTION1/S1.02 FOR SIZE AND SPACING)

SCALE: N.T.S.

STUD WALL STRAPPING DETAIL1A


10/4/2021

321

C

B

A

SEAL

SCALE:

4

D

E

5

APPROVED BY

CHECKED BY

REVISIONS

TITLE

DRAWN BY

DATE

SHEET NO.

LEG

EN

DS

STR

UC

TUR

AL

WA

LL R

EP

AIR

100%

CO

NS

TRU

CTI

ON

DO

CU

ME

NTS

BO

ON

E, N

OR

TH C

AR

OLI

NA


OCTOBER 4, 2021


SCO ID NO: 21-23765-01A

KEY PLAN

NCBELS #F-0929

NORTH

S1.03

STRUCTURALSECTIONS AND

ELEVATIONS

ARP

ADM

JAW

SCALE: 1" = 1'-0"

VESTIBULE WALL ELEVATION1

EXISTING METALROOF DECK

EXISTING 12"CMU WALL

EXISTING CMUCRACK (TYP.)REPOINT ALLCRACKS ONBOTH SIDES OFWALL AFTERREINFORCINGAND GROUTINSTALLATIONCOMPLETE

EXISTING BRICKVENEER

EXISTING W6ROOF BEAM

ASSUMEDEXISTING 8" CMUABOVE LOWROOF

ASSUMEDEXISTING BRICK


+16'-4 1/2"EXIST. T.O.S.

EXISTING 16" DEEP GIRDER

HELICAL PIER,TYP. (SEE PLANFOR REQUIREDCAPACITY)


STEEL JOISTS, BEYOUND TYP.(SEE PLAN FOR SIZE ANDLOCATION)


FULL HEIGHT #4 VERTICAL REINFORCING,(2) AT 8" O.C. AND REMAINDER AT 48" O.C.

CUT AND PATCH CONCRETESLAB AS REQUIRED TO INSTALLHELICAL PIERS

DRILL AND EPOXY VERTICALREINFORCEMENT INTO SLAB(MIN. 3" EMBEDMENT)

2'-6" 4'-2"1'-0"

EXISTING WALLFOOTING (SIZEAND DEPTHUNKNOWN)

±8'-11 1/2"

PROPOSED HIGH-LIFT GROUTINGLOCATION, TYP. UTILIZE HIGH-LIFTGROUTING PROCEDURES TOGROUT WALL FROM THE HIGHESTPOINT POSSIBLE INSIDE THERESTROOMS.

TOP OF PARAPETVERIFY IN FIELD

DAMAGED CMU BELOW GIRDER,SEE NEW WORK NOTE 4 ON S1.01

EX. PERPENDICULAR 8" CMU WALL

REMOVE FACE SHELL AT TOP ANDBOTTOM OF CMU CORNER BELOWBEAM. GROUT SOLID THE CORNERCELL BUT NO REINFORCING BAR

HIGH-LIFT GROUTINGCLEANOUT AT CMUCORNER BELOW BEAM

CAREFULLY DEMOLISH FACE SHELLS OFEXISTING 12" CMU TO ALLOW FORINSTALLATION OF REINFORCEMENT. DO NOTCUT THE FACE SHELL OFF OF TWOCONSECUTIVE ROWS OF CMU. SAWCUT FACESHELLS SHALL BE SPACED AT LEAST 16"APART.

GROUT CELLS SOLID AFTER INSTALLATION OFREINFORCEMENT. UTILIZE HIGH-LIFTGROUTING PROCEDURES TO GROUT WALLFROM THE HIGHEST POINT POSSIBLE INSIDETHE RESTROOMS.

24" BEAM BEARING

EXISTING 18" DEEP ROOF JOIST

EXISTING 6" DEEP WIDEFLANGE ROOF BEAM

EXISTING 4" SLAB-ON-GRADE WITH2" ASBESTOS CONTAINING TILE ABOVE



CUT AND PATCH CONCRETE SLAB ASREQUIRED TO INSTALL HELICAL PIER. FILLVOIDS SOLID BELOW WALL AT SADDLE

CAREFULLY DEMOLISH FACE SHELLS OFEXISTING 12" CMU TO ALLOW FOR INSTALLATIONOF REINFORCEMENT. DO NOT CUT THE FACESHELL OFF OF TWO CONSECUTIVE ROWS OFCMU. SAWCUT FACE SHELLS SHALL BE SPACEDAT LEAST 16" APART.

HELICAL PIER (SEE PLAN FORLOCATION AND REQUIRED CAPACITY)


EXISTING RESTROOM EXISTING VESTIBULE

TOP OF PARAPETVERIFY IN FIELD


DRILL AND EPOXY VERTICAL REINFORCEMENTINTO SLAB (MIN. 3" EMBEDMENT)

#4 VERTICAL REINFORCING CENTERED IN 12" CMU.SEE 1/S1.03 FOR LOCATION

GROUT CELLS SOLID AFTER INSTALLATION OFREINFORCEMENT. UTILIZE HIGH-LIFT GROUTINGPROCEDURES TO GROUT WALL FROM THE HIGHESTPOINT POSSIBLE INSIDE THE RESTROOMS.

CONTRACTOR SHALL RE-CREATE HORIZONTAL"MORTAR LINES" BY GRINDING AFTER INITIALCURE OF GROUT. CONTRACTOR SHALL BEPERMITTED TO SUBMIT ALTERNATE MEANS OFRE-CREATING "MORTAR LINES" FOR APPROVAL.

25" L

AP

NO DEMOLITION WORKPERMITTED ON THIS SIDE

OF THE WALL

#4, MATCH VERTICAL REINFORCING BELOW.PUSH BAR UP FROM VESTIBULE BELOW, SECUREIN PLACE, THEN GROUT IN PLACE. INSTALL BAR ASTALL AS POSSIBLE THAT FITS INTO THE VESTIBULE.

EXISTING CEILING

1" M

IN.

LOW-PROFILE SADDLE (RAMJACK 4038 OR EQ.MODIFIED AS REQUIRED FOR LOW PROFILE).FINISHED SADDLE SHALL REMAIN AT LEAST 1"BELOW TOP OF EX. SLAB. PROVIDE

MAX 3" DEEP STEEL SHIMS TO KEEPTOP OF SADDLE 1" BELOW TOP OFSLAB. TACK WELD ALL STEEL SHIMS TOSADDLE


ASSUMED EXISTING8" CMU WALL

EXISTING BRICK VENEER

SCALE: 1" = 1'-0"

VESTIBULE INTERIOR WALL SECTION2

0' 6" 1' 2'

SCALE: 1" = 1'-0"


10/4/2021

STRUCTURAL WALL REPAIR BOONE, NORTH CAROLINA

Documents