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List of Documents:

Westmoreland County 911 Facility

Design 3 Architecture, PC

Project Directory:

300 Oxford Drive, Suite 120

Monroeville, PA 15146

Tel: (412) 373-2220

Fax: (412) 373-4571

Contacts:

William Snyder, AIA

was@d3a.com

Alecia N. Wilson

a.wilson@d3a.com

911 Public Safety Road

Greensburg, PA

UPS ADDITION

Door Number

Section

Mark

Elevation

Mark

Sheet

Number

Detail

Number

1

Construction

Note

12

Room

Identification

Storefront/Window

Tag

Sheet

Number

Section

Number

X#X

Wall Construction

Tag

Design 3 Architecture, PC All Rights Reserved

c

Copyright2015

XXXX XXXX

Westmoreland County

194 Donohoe Road

Greensburg, PA 15601

Contact: Greg McCloskey

Tel: (724) 830-3955

Fax: (724) 830-3969

gmcclosk@co.westmoreland.pa.us

PC

300 Oxford DriveSuite 120Monroeville, PA 15146

TEL (412) 373-2220FAX (412) 373-4571

www.d3a.com

BUILDING CODE SUMMARY:

Requirements and limitations for tenant space renovations

as governed by the International Code Council's (ICC) 2009

International Existing Building Code (IEBC), including

references to the 2009 International Building Code (IBC) are

as follows:

Project Description: Addition to existing building

Work Classification: Level 2 Alterations

[IEBC§ 404.1] (less than 50% of aggregate

area of building)

[IEBC§ Chapter 4] Work Area

Compliance Method

IBC Compliance:

All new construction elements, components, systems, and

spaces must comply with requirements of the IBC.

[IEBC§ 701.3]

Existing Building Area: 10,242 sq. ft.

Addition Gross Area: 256 sq. ft.

Building Height: 1 story

Use Group: B - Business

[IBC§ 304] (existing and proposed)

Occupancy Category: IV

[IBC§ 1604.5]

Construction Type: Type IIB

[IBC§ 602.2] Noncombustible Unprotected

[IBC Table 601] (0-hr. fire-resistance rating

for structural frame, interior bearing walls, and floor & roof

construction, and for exterior walls)

[IBC §603.1.13] Combustible blocking is permitted in

buildings of Type I or II construction.

Fire Suppression System:

[IEBC§ 704.2.2][IBC§ 903.2] Automatic sprinkler system

provided for entire building to be extended and/or altered as

required for new space layout to maintain full sprinkler

coverage per NFPA 13.

Occupant Loads:

[IBC Table 1004.1.1]10,498 sq. ft. at 100 = 105

persons

(based on gross area & persons per sq. ft.)

Foam Plastic Insulation:

[2009 IBC§ 2603.4.1.4]For one-story buildings, foam plastic

insulation having a flame spread index of 25 or less, and a

smoke-developed index of not more than 450, shall be

permitted without thermal barriers in or on exterior walls in a

thickness not more than 4 in. where the foam plastic is

covered by a thickness of not less than 0.032-in. (0.81 mm)

-thick aluminum and the building is equipped throughout

with an automatic sprinkler system.

ICC-ES Evaluation Report EST-1659 (reissued 04/012013)

recommends THERMAX insulation boards (specified) with

min. 0.9 mil (0.02 mm) aluminum facers be permitted to be

installed on exterior walls without a thermal barrier.

Energy Conservation:

[IBC§ 101.4.3]Alterations must conform to the energy

requirements of the International Energy Conservation Code

(IECC) as they relate to new construction only. The entire

building is not required to be made to comply.

[IECC§ 501.1] Alterations must meet either the commercial

energy efficiency requirements of the 2009 IECC, or

requirements of ASHRAE/IESNA Standard 90.1-2007.

Minimum building envelope insulation requirements:

[IECC§ 502.1] Mass Walls:R-11.5 ci

(or max. U-0.090)

Roof: R-20 ci

(or max. U-0.048)

[IECC§ 505.2] For new offices or police stations, a power

density budget of 1.0 watts/sq. ft. for lighting must not be

exceeded.

[IECC§ 505.2.2.1] Lighting controls for new lights must

provide the ability for occupants to manually reduce the

lighting load by at least 50%, if not controlled by occupant

sensors.

Statement of Special Inspections

[IBC §1704.3] One or more approved agencies must be

employed by the owner to perform periodic verification and

inspection of the new structural steel framing and concrete

foundations.

Copyright 2015.

These drawings are instruments of the Architect's service and

the property of Design 3 Architecture, PC; and shall not be

reproduced or used in any way, whatsoever, without the written

permission of Design 3 Architecture, PC.

c

Pedicone Engineering Consultants, PC

4257 Gibsonia Road

Gibsonia, Pa. 15044

Contact: Mr. Guy T. Pedicone PE

Tel: (724) 443-5400

guy@pediconeengineering.com

Beck Consulting, LLC

427 Worthington Drive

Mars, PA 16046

Contact: Mr. Barry Beck, PE, Esq.

Tel: (724) 741-0290

barry@beckconsulting.net

NORTH

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CU-2

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165

33"

165

33

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16

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CU-3

1

x'-x"

XX"

###

x'-x"

PC

300 Oxford DriveSuite 120Monroeville, PA 15146

TEL (412) 373-2220FAX (412) 373-4571

www.d3a.com

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Design 3 Architecture, PC All Rights Reserved

c

Copyright2016

DESIGN CRITERIA:

DESIGN PER 2009 INTERNATIONAL BUILDING CODE, UNLESS OTHERWISE NOTED.

DEAD LOADS:

FLOORS5 1/4" CONCRETE SLAB (L.W.) CAST ON 2" METAL DECK 43 PSFSTRUCTURAL STEEL 10 PSFCIELINGS AND MECHANICAL 7 PSFTOTAL 60 PSF

ROOFROOF DECK 2 PSFSTRUCTURAL STEEL AND JOIST 8 PSFCIELINGS AND MECHANICAL & INSULATION 14 PSFTOTAL 30 PSF

LIVE LOADS:

FLOOR 100 PSFROOF 30 PSFSTAIRS 100 PSF

WIND LOADS:

BASIC WIND SPEED (ASCE 7) 90 MPHWIND IMPORTANCE FACTOR 1.0WIND EXPOSURE BSHAPE FACTORS PER CODEIMPORTANCE FACTOR 1.0

SNOW LOADS:

GROUND SNOW LOAD 25 PSFFLAT ROOF SNOW LOAD (INCLUDING RAIN ON SNOW SURCHARGE) 30 PSFEXPOSURE FACTOR 1.0THERMAL FACTOR 1.2IMPORTANCE FACTOR 1.0

SEISMIC:

0.2 SECOND SPECTRAL RESPONSE ACCELERATION - Ss .121.0 SECOND SPECTRAL RESPONSE ACCELERATION - S1 .054SITE CLASS OSEISMIC USE GROUP ISEISMIC DESIGN CATEGORY BBASIC SEISMIC - FORCE RESISTING SYSTEM MOMENT FRAME, BRACED FRAMERESPONSE MODIFICATION COEFFICIENT 3 1/2DEFLECTION AMPLIFICATION FACTOR 3ANALYSIS PROCEDURE EQUIV. LATERAL LOAD

DESIGN/CONSTRUCTION STANDARDS:

CONCRETE DESIGN/CONSTRUCTION PER ACI STANDARDS

MASONRY DESIGN/CONSTRUCTION PER CURRENT EDITION ACI 530

STEEL DESIGN/CONSTRUCTION PER AISC 9th EDITION (ASD)

METAL DECK DESIGN/CONSTRUCTION PER CURRENT SDI SPECIFICATIONS

FOUNDATIONS

FOUNDATION DESIGN IS PER THE SOILS REPORT PREPARED BY CIVIL & ENVIROMENTAL CONSULTANTS, DATEDMAY 11, 2006 AND IS INCLUDED BY REFERNECE.

GENERAL NOTES

CONCRETE

DESIGN AND CONSTRUCTION IS TO BE IN ACCORDANCE WITH AMERICAN CONCRETEINSTITUTE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE.

CONCRETE SHALL BE PROPORTIONED, REINFORCED, MIXED, PLACED, FINISHED, PROTECTED, ANDCURED PER APPLICABLE AMERICAN CONCRETE INSTITUTE STANDARDS.

UNLESS OTHERWISE NOTED, SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS FOLLOWS:WELDED WIRE FABRIC WIRE SPACING PLUS 6"REINFORCING BARS 40 BAR DIAMETERS

NORMAL WEIGHT CONCRETE (144 P.C.F.) SHALL BE USED FOR ALL CONCRETE.

DESIGN STRENGTH (IN 28 DAYS):

CAISSONS F'C = 3000 PSISLAB-ON-GRADE F'c = 4000 PSIFOOTINGS F'c = 3000 PSISLAB ON METAL DECK F'c = 4000 PSIALL OTHER CONCRETE F'c = 3000 PSI

MATERIALS:PORTLAND CEMENT: A.S.T.M. C150 - TYPE 1AGGREGATES A.S.T.M. C33REINFORCING STEEL ASTM A615, GRADE 60.WELDED WIRE FABRIC ASTM A185.

UNLESS OTHERWISE NOTED (UON) ON THE DRAWINGS, MINIMUM COVER FORREINFORCING SHALL BE AS FOLLOWS:FOOTINGS 3"COLUMNS AND PEDESTALS (OVER VERTICAL REINF.) 2"SLABS AND WALLS (EXPOSED TO EARTH, LIQUID, OR WEATHER) 2"SLABS AND WALLS (NOT EXPOSED TO EARTH, LIQUID, OR WEATHER) 3/4"BEAMS (OVER MAIN REINFORCING) 1 1/2"SLABS-ON-GRADE 2" FROM TOP

CONCRETE QUALITY SHALL CONFORM TO CHAPTER 4 ACI 318.

ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES IN CONFORMANCEWITH CRSI MANUAL OF STANDARD PRACTICE AND ACI 315 DURING THE PLACEMENT OF CONCRETE.

UNLESS OTHERWISE NOTED, SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS FOLLOWS:WELDED WIRE FABRIC WIRE SPACING PLUS 6"REINFORCING BARS 40 BAR DIAMETERS

ALL HOOKS IN REINFORCING BARS SHALL BE AN ACI STANDARD HOOK, UNLESS OTHERWISE NOTE.

DOWELS FROM FOUNDATIONS OR SLABS TO WALLS SHALL MATCH WALL REINFORCING, UNLESS OTHERWISENOTED. DOWELS SHALL BE PLACED BEFORE CONCRETE IS POURED OR DRILLED AND EPOXYIED LATER.

PROVIDE 3/4" CHAMFER AT ALL EXPOSED CORNERS OF BEAMS, WALLS, ETC.

SPLICES IN TOP REINFORCING, SHALL BE MADE AT MID-SPAN, UNLESS OTHERWISE NOTED.

SPLICES IN BOTTOM REINFORCING SHALL BE MADE OVER SUPPORTS, UNLESS OTHERWISE NOTED.

PROVIDE 1/2" PRE MOLDED EXPANSION JOINT MATERIAL WHERE SLAB-ON-GRADE IS POURED AROUND COLUMNSAND AGAINST GRADE BEAMS OR WALLS, UNLESS OTHERWISE NOTED.

MASONRY

COMPRESSIVE STRENGTH F'm = 1500 PSI

DESIGN AND CONSTRUCTION IS IN ACCORDANCE WITH "SPECIFICATION FOR THE DESIGN AND CONSTRUCTION OFLOAD-BEARING CONCRETE MASONRY"-AMERICAN CONCRETE INSTITUTE ACI 530 LATEST EDITION /ASCE 5-92/TMS 402/92

ALL LOAD BEARING WALLS AND EXTERIOR WALLS SHALL BE COMPOSED OF ASTM C90, TYPE II HOLLOW CONCRETEMASONRY UNITS WITH ASTM C270, TYPE "S" MORTAR. GROUT SHALL CONFORM TO THE REQUIREMENTSOF ASTM C476 AND HAVE A COMPRESSIVE STRENGTH OF 3,000 PSI.

ALL EXTERIOR C.M.U. WALLS SHALL BE REINFORCED FULL HEIGHT IN A GROUT FILLED CELL WITH 1-#4 @ 48"* EACH CORNER, WALL ENDS, WALL INTERSECTIONS* EACH SIDE OF CONTROL JOINTS* AND AT A MAXIMUM SPACING OF 48" O.C. (UON)* REFER TO DETAIL AND SECTIONS FOR TYPICAL REINFORCING AT WALL OPENINGS.* AT BEAM AND JOIST GIRDER LOCATIONS, ADD REINFORCING AS SHOWN IN PLAN

MATERIALS:LOAD BEARING CONCRETE BLOCK A.S.T.M. C90NON-LOAD BEARING CONCRETE BLOCK A.S.T.M. C129MORTAR A.S.T.M. C270-TYPE "S"GROUT A.S.T.M. C476REINFORCING STEEL A.S.T.M. A615-GRADE 60JOINT REINFORCING A.S.T.M. A185

FILL ALL CELLS BELOW GRADE.

PROVIDE HORIZONTAL JOINT REINFORCING IN WALLS AT 16" O.C. VERTICALLY (UON). IN ADDITION, INSTALLJOINT REINFORCING IN THE FIRST TWO MORTAR JOINTS ABOVE AND BELOW OPENINGS, EXTENDINGAT LEAST 24" BEYOND THE OPENING. PROVIDE HORIZONTAL JOINT REINFORCEMENT IN PARAPETS ANDFREE STANDING WALLS AND 8" O.C. VERTICALLY. LAP JOINT REINFORCEMENT 6" MINIMUM.

REFER TO ARCHITECTURAL DRAWINGS FOR EXPANSION AND CONTROL JOINTS. IF NOT SHOWN, LOCATE VERTICALCONTROL JOINTS AT 25'-0" O.C. MAXIMUM, BUT NOT LESS THAN 2'-0" FROM A JOIST OR BEAM BEARINGPLATE. AT BUILDING CORNERS, PROVIDE ONE JOINT IN ONE OF THE TWO WALL SIDES NO MORE THAN5'-0" FROM THE BUILDING CORNERS. ALSO ACCORDING TO ACI AND NMA RECOMMENDATIONS.

ALL PRECAST OR POURED LINTELS SHALL BE REINFORCED WITH TWO #4 TOP AND BOTTOM WITH #3 TIESAT 12" AS A MINIMUM AND HAVE A MINIMUM MASONRY END BEARING OF 8".

BOND/TIE BEAM REINFORCEMENT SHALL BE CONTINUOUS ACROSS CONTROL JOINTS.

PROVIDE SPACERS TO HOLD BARS IN PLACE FOR BARS SPECIFIED TO BE EACH FACE.

MASONRY WORK SHALL BE INSPECTED IN ACCORDANCE WITH ACI 530-99 QUALITY ASSURANCE LEVEL(LEVEL 2 - NONESSENTIAL).

1/4

1/4

3@12

3@12

WELDS:

MINIMUM SIZE OF ALL FILLET WELDS SHALL CONFORM TO SECTION J2 AISC SPECIFICATIONS EVEN THOUGHSHOWN OTHERWISE ON ARCHITECTURAL, MECHANICAL, OR STRUCTURAL DRAWINGS.

MINIMUM FILLET TO BE USED FOR CONNECTIONS IS 1/4".

ALL WELDS ALONG THE LENGTH OF MEMBERS INDICATED ON ARCHITECTURAL OR STRUCTURAL DRAWINGS,BUT NOT SIZE SHALL BE A MINIMUM OF:

STEEL TO BE PRIME PAINTED

PRIMER:(1) - SHOP COAT OF MANUFACTURE'S STANDARD PRIMER MEETING ALL FEDERAL, STATE, AND LOCAL GUIDELINES.

PREPCOAT:ALL STEEL SURFACE TO BE PRIMED SHALL BE CLEANED ACCORDING TO STEEL STRUCTURE PAINTING COUNCIL (SSPC)SP-9 HAND AND POWER TOOL CLEANED.

PROVIDE ANGLE (USE L 2 1/2 X 2 1/2 X 1/4") ALONG FACE OF STEEL COLUMNS WHERE METAL DECKOR GRATING SPANS INTO IT.

ANGLE FRAME MEMBERS AROUND ROOF OPENINGS.

ERECTION:

ERECTION PERFORMED BY AN EXPERIENCED CONTRACTOR ACCORDING TO THE LATEST A.I.S.C., ANDA.W.S. STANDARDS.

ERECTION IS TO BE ACCORDING TO LATEST A.I.S.C. AND A.W.S. STANDARDS.

STEEL

DESIGN IS IN ACCORDANCE WITH "SPECIFICATIONS FOR THE DESIGN, FABRICATION, AND ERECTION OFSTRUCTURAL STEEL FOR BUILDINGS: - A.I.S.C. 9th EDITION (ASD)

DETAILING PERFORMED BY EXPERIENCED DETAILER LOCATED IN THE U.S.A. ACCORDING TO THE LATESTA.I.S.C. PROCEDURE.

UNLESS OTHERWISE NOTED(UON) MATERIALS SHALL BE AS FOLLOWS:

W-SHAPES ASTM 992, Fy = 50 KSIOTHER SHAPES AND PLATES ASTM A36, Fy = 36 KSIWELDING ELECTRODES AWS A5.1 OR A5.5 SERIES E70HIGH-STRENGTH BOLTS 3/4" DIA. ASTM A325ANCHOR BOLTS ASTM A307WELDED STUDS ASTM A108DEFORMED BARS ASTM A496PAINT AND PROTECTION SSPC PAINT 25

CONNECTIONS:BOLTS - SPECIFICATION FOR JOINTS USING A.S.T.M. A325 OR A490 BOLTS - A.I.S.C. USING 3/4"Ø BOLTSWELDED - AMERICAN WELDING SOCIETY STANDARDSSHOP CONNECTIONS - BOLT OR WELDEDFIELD CONNECTIONS - BOLTED UNLESS OTHERWISE SHOWN OR APPROVEDALL END CONNECTORS TO BE DESIGNED FOR:

REACTIONS SHOWN ON DRAWINGS.

IF REACTIONS NOT SHOWN ON DRAWINGS USE FOLLOWING CRITERIA:SIMPLY SUPPORTED BEAMS - NON-COMPOSITE.ONE-HALF ALLOWABLE UNIFORM LOAD.SIMPLY SUPPORTED BEAMS - COMPOSITE.FULL ALLOWABLE UNIFORM LOAD OF NON-COMPOSITE BEAM.FOR SHORT BEAMS, REQUEST REACTION FROM ENGINEER.FIXED END BEAMS.FABRICATOR CAN SUBMIT ALTERNATE CONNECTIONS TO THOSESHOWN FOR ENGINEERS REVIEW.SUPPORTING CALCULATIONS MOST BE PROVIDED.

SHOP PAINT:

SPECIAL INSPECTION

SPECIAL INSPECTION SHALL MEET THE REQUIREMENTS OF 2009 IBC BUILDING CODESECTION 1704. SPECIAL INSPECTOR(S) SHALL BE HIRED BY THE OWNER TO PERFORMTHE REQUIRED SPECIAL INSPECTIONS. THE NAMES OF PERSONS OR FIRMS WHO ARETO PERFORM THE SPECIAL INSPECTIONS SHALL BE FORWARDED TO THE BUILDINGOFFICIAL FOR APPROVAL. THE SPECIAL INSPECTOR(S) SHALL COMPLETE AND SUBMITALL FORMS REQUIRED BY LOCAL, CITY, STATE, AND FEDERAL AGENCIES

THE SPECIAL INSPECTOR(S) SHALL: OBSERVE THE WORK ASSIGNED FOR CONFORMANCE TO THE APPROVED DRAWING ANDSPECIFICATIONS. FURNISH INSPECTION REPORTS TO THE ENGINEER OF RECORD AND BUILDINGDEPARTMENT. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTIONOF THE CONTRACTOR FOR CORRECTION, THEN, IF NOT CORRECTED TO THE ENGINEERAND THE BUILDING DEPARTMENT. SUBMIT TO THE ENGINEER OF RECORD AND THE BUILDING DEPARTMENT A SIGNEDFINAL REPORT STATING THAT THE WORK WAS IN CONFORMANCE WITH THE APPROVEDDRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OFTHE IBC.

SPECIAL INSPECTION NOTES:

CONTINUOUS SPECIAL INSPECTION ISALWAYS REQUIRED DURING THEPERFORMANCE OF THE WORK UNLESSSPECIFICALLY NOTED BELOW.

SUPPLEMENTARY NOTES

PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING OR OTHER MEANS TO AVOID EXCESSIVESTRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. THESTRUCTURE SHOULD NOT BE CONSIDERED STABLE UNTIL ALL STRUCTURAL ELEMENTS HAVEBEEN CONSTRUCTED.

STRUCTURAL DRAWINGS MAY REQUIRE ABNORMAL MEANS AND METHODS TO CONSTRUCTELEMENTS SHOWN.

JOB SITE SAFETY AND OSHA REQUIREMENTS RESPOSABLITY OF THE CONTRACTORAND HIS EMPLOYEES. CHURCHES ENGINEERING AND IT EMPLOYEES ARE NOT RESPONSIBLEFOR JOB SIT SAFETY OSHA COMPLIANCE OR ANY MEANS OR METHODS CONDITIONS.

VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS.

REFER TO THE ARCHITECTURAL, ELECTRICAL AND PLUMBING DRAWINGS FOR EMBEDS,OPENINGS, SLEEVES, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS.

ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY MECHANICAL, ELECTRICAL ANDPLUMBING EQUIPMENT SHALL BE VERIFIED WITH EQUIPMENT PURCHASE BEFORE PROCEEDINGWITH STRUCTURAL WORK AFFECTED.

CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS OF EXISTING STRUCTUREAND SITE THAT ARE AFFECTED BY NEW WORK BEFORE PROCEEDING WITH FABRICATION ANDCONSTRUCTION.

EMBODIMENT FOR EXPANSION BOLTS SHALL BE 3 1/4" MINIMUM FOR 3/4" DIA. BOLTS INCONCRETE, 5 1/4" IN GROUTED MASONRY, HILTI KWIK BOLT II OR EQUAL.

EPOXY GROUT SHALL BE POWER FAST CARTRIDGE SYSTEM BY RAWL, HY150 CARTRIDGE SYSTEMBY HILTI: (HILTI RE500, IF HOLE IS CURED INSTEAD OF DRILLED) OR APPROVED EQUAL, (UON).EMBEDMENT SHALL BE 12 BAR DIAMETER MINIMUM, (UON). HOLES SHALL BE 1/4" LARGERTHAN REBAR SIZE AND 1/8" LARGER THAN THREADED ROD SIZE. HOLE SHALL BE BRUSHEDOUT WITH BOTTLE BRUSH AND THEN BLOWN OUT WITH AIR USING A COMPRESSOR WITH AFUNCTIONAL OIL TRAP, INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS PRINTEDINSTRUCTIONS.

ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THESEAL OF AN ENGINEER REGISTERED IN THE STATE OF THE PROJECT.

ALL ANGLES, BARS, ANCHORS, ANCHOR BOLTS, ETC. EMBEDDED IN CONCRETE SHALL BE HOTDIPPED GALVANIZED AFTER FABRICATION.

GENERAL CONTRACTOR MUST REVIEW AND APPROVE SHOP DRAWINGS PRIOR TO SUBMITTAL TOARCHITECT/ ENGINEER. SUBMITTALS WHICH DO NOT CONTAIN THE CONTRACTOR'S SHOP DRAWINGSTAMP OR HAVE BEEN MERELY "RUBBER STAMPED" SHALL BE RETURNED WITHOUT REVIEW.

CHANGES TO THE CONTRACT DOCUMENTS SHALL BE CLOUDED ON SHOP DRAWINGS ORREQUESTED IN WRITING. THE CONTRACTOR IS LIABLE FOR ANY DEVIATIONS UNLESS REVIEWEDAND ACKNOWLEDGED BY THE ENGINEER. SHOP DRAWINGS SUBMITTALS SHALL ONLY BECHECKED FOR CONFORMANCE WITH THE DESIGN CONCEPT AND THE INFORMATION SHOWN ONTHE CONSTRUCTION DOCUMENTS.

ALL INSPECTIONS AS REQUIRED BY THE 2009 I.B.C. SHALL BE PREFORMED AND INSPECTIONREPORTS SHALL BE MADE AVAILABLE FOR REVIEW.

a. WHERE APPLICABLE, SEE ALSO SECTION 1707.1, SPECIAL INSPECTION FOR SEISMIC RESISTANCE.

4. DESIGN MIX

3. ADMIXTURES

2. AGGREGATES

1. CEMENT

12. MATERIAL CERTIFICATION

11. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONSOF THE CONCRETE MEMBER BEING FORMED.

FOR SI: 1 INCH = 25.4 mm.

ACI 318: 6.1.1

-

-

-

-

-

X

X

X

X

X -

REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

1. INSPECTION OF REINFORCING STEEL.

2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCEWITH TABLE 1704.3, ITEM 5b.

3. INSPECT BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO ANDDURING PLACEMENT OF CONCRETE WHERE ALLOWABLE LOADSHAVE BEEN INCREASED.

4. VERIFYING USE OF REQUIRED DESIGN MIX.

5. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATESPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP ANDAIR CONTENT TESTS, AND DETERMINE THE TEMPERATUREOF THE CONCRETE.

6. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FORPROPER APPLICATION TECHNIQUES.

7. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATUREAND TECHNIQUES.

8. INSPECTION OF POST TENSIONED CONCRETE:a. APPLICATION OF PRESTRESSING FORCES.b. GROUTING OF BONDED PRESTRESSING TENDONS IN THE

SEISMIC-FORCE-RESISTING SYSTEM.

9. VERIFYING USE OF REQUIRED DESIGN MIX.

10. VERFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TOSTESSING OF TENDONS IN POSTTENSIONED CONCRETE ANDPRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMSAND STRUCTURAL SLABS.

VERIFICATION AND INSPECTION TASK REFERENCEDSTANDARD

ACI 318: 3.5,7.1-7.7

AWS D1.4ACI 318: 3.5.2

ACI 318: CH. 4, 5.2-5.4

ASTM C 172ASTM C 31

ACI 318: 5.6, 5.8

ACI 318: 5.9, 5.10

ACI 318: 5.11-5.13

ACI 318: 18.20ACI 318: 18.18.4

ACI 318: CH. 16

ACI 318: 6.2N/A

-

N/A

-

N/A

X

N/A

X

N/A

X

-

N/A

FREQUENCY OF INSPECTION

-

N/A

N/A

CONTINUOSDURING TASKS

LISTED

-

X

N/A

N/A

PERIODICALLYDURING TASK

LISTED

X

1913.10

1913.6, 1913.7, 1913.8

1913.9

-

-

-

IBC STANDARD

1913.4

1911.5

1904.2.2, 1913.2, 1913.3

-

REFERENCE FOR CRITERIA

a

-

PC

300 Oxford DriveSuite 120Monroeville, PA 15146

TEL (412) 373-2220FAX (412) 373-4571

www.d3a.com

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Design 3 Architecture, PC All Rights ReservedcCopyright 2016

12. MATERIAL CERTIFICATION

FOR SI: °C=(°F-32)/1.8

1. AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWING SHALL BEVERIFIED TO ENSURE COMPLIANCE:

a. PROPORTIONS OF SITE-PREPARED MORTAR.

b. CONSTRUCTION OF MORTAR JOINTS.

c. LOCATION OF REINFORCEMENT, CONNECTOR AND ANCHORAGES.

2. THE INSPECTION PROGRAM SHALL VERIFY:

a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS.

b. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHERDETAILS OF ANCHORAGE OF MASONRY TO STRUCTURALMEMBERS, FRAMES OR OTHER CONSTRUCTION.

3. PRIOR TO GROUTING, THE FOLLOWING SHALL BE VERIFIED TOENSURE COMPLIANCE:

a. GROUT SPACE IS CLEAN.

b. PLACEMENT OF REINFORCEMENT AND CONNECTORS ANDANCHORAGES.

c. CONSTRUCTION OF MORTAR JOINTS

4. GROUT PLACEMENT SHALL BE VERIFIED TO ENSURE COMPLIANCEWITH CODE AND CONSTRUCTION DOCUMENT PROVISIONS.

5. PREPARATION OF ANY REQUIRED GROUT SPECIMENS, MORTARSPECIMENS AND/OR PRISMS SHALL BE OBSERVED.

6. COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THECONSTRUCTION DOCUMENTS AND THE APPROVAL SUBMITTALSSHALL BE VERIFIED.

c. SPECIFIEC SIZE, GRADE AND TYPE OF REINFORCEMENT.

d. WELDING OF REINFORCING BARS.

e. PROTECTION OF MASONRY DURING COLD WEATHER(TEMPERATURE BELOW 40°F) OR HOT WEATHER(TEMPERATURE ABOVE 90°F).

X

b. AGGREGATES

5. JOINT REINFORCING

c. ADMIXTURERS

-

-

-

X

X

SEC. 2104.3,2104.4

SEC. 2105.2.2,2105.3

4. CONCRETE MASONRY UNITS

a. CONCRETE

3. ADMIXTURERS

2. SAND

1. MORTAR

-

-

-

-

-

X

X

X

X

X

X

-

-

X

-

-

-

-

N/A

-

X

X

X

X

N/A

X

INSPECTION TASK

-

-

-

-

-

CONTINUOSDURING TASKS

LISTED

X

X

X

PERIODICALLYDURING TASK

LISTED

X

X

FREQUENCY OF INSPECTION

MASONRY LEVEL 1 SPECIAL INSPECTION

ART. 2.4, 3.4

ART. 1.8C, 1.8D

ART. 3.2D

ART. 3.4

ART. 3.3B

ART. 3.5

ART. 1.4

ART. 1.5- -

SEC. 1.13

SEC. 2.1.10.7.2,3.3.3.4(b)

SEC. 1.13

-

-

-

-

-

-

-

-

-

-

-

ACI 530.1/ASCE6/TMS 602

ART 2.6A

ART 3.3B

ART 3.4, 3,6A

ART 3.3G

ACI 530/ASCE5/TMS 40

SEC. 1.2.2(e),2.1.4, 3.1.6-

-

-

-

-

IBCSECTION

-

-

-

-

-

a

REFERENCE FOR CRITERIA

a

2) REINFORCING STEEL-RESISTING FLEXURAL AND AXIALFORCES IN INTERMEDIATE AND SPECIAL MOMENTFRAMES, AND BOUNDARY ELEMENTS OF SPECIALREINFORCED CONCRETE SHEAR WALLS AND SHEARREINFORCEMENT.

a. WHERE APPLICABLE, SEE ALSO SECTION 1707.1, SPECIAL INSPECTION FOR SEISMIC RESISTANCE.

6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCEWITH APPROVED CONSTRUCTION DOCUMENTS:a. DETAILS SUCH AS BRACING AND STIFFENING.b. MEMBER LOCATIONS.c. APPLICATION OF JOINT DETAILS AT EACH CONNECTION.

3) SHEAR REINFORCEMENT.

4) OTHER REINFORCING STEEL.-

-

-

-

X

-

-

X

X

-

1) COMPLETE AND PARTIAL PENETRATION GROOVE WELDS.

1) VERIFICATION OF WELDABILITY OF REINFORCING STEELOTHER THAN ASTM A 706.

5) FLOOR AND ROOF DECK WELDS.

b. REINFORCING STEEL

2) MULTIPASS FILLET WELDS.

3) SINGLE-PASS FILLET WELDS > 5/16".

4) SINGLE-PASS FILLET WELDS < 5/16".

5. INSPECTION OF WELDING:a. STRUCTURAL STEEL:

-

-

N/A

X

N/A

-

-

X

-

-

-

N/A

X

X

X

N/A

AWS D1.4ACI 318: 3.5.2

1704.3.2-

1704.3.1

AWS D1.3

-

-

AWS D1.1

b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED.

a. IDENTIFICATION MARKINGS TO CONFORM TO ASTMSTANDARDS SPECIFIED IN THE APPROVED CONSTRUCTIONDOCUMENTS.

b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED.

b. MANUFACTURER'S CERTIFIED MILL TEST REPORTS.

4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:

a. IDENTIFICATION MARKINGS TO CONFORM TO AWSSPECIFICATION IN THE APPROVAL CONSTRUCTIONDOCUMENTS.

2. INSPECTION OF HIGH-STRENGTH BOLTING:

a. BEARING-TYPE CONNECTIONS.

b. SLIP-CRITICAL CONNECTIONS.

3. MATERIAL VERIFICATION OF STRUCTURAL STEEL:

-

-

-

- -

-

-

-

-

- X

X

REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS ANDWASHERS:

a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDSSPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS.

VERIFICATION AND INSPECTION TASK

FREQUENCY OF INSPECTION

-

CONTINUOSDURING TASKS

LISTED

-

X

X

PERIODICALLYDURING TASK

LISTED

1704.3.3

1708.4

ASTM A 6 OR ASTM A 568

ASTM A 6 OR ASTM A 568

AISC 360, SECTION A3.5

- -

-

AISC 360, SECTION M2.5

- -

IBC STANDARD

APPLICABLE ASTM MATERIALSPECIFICATIONS; AISC 360, SECTION A3.3

REFERENCEDSTANDARD

REFERENCE FOR CRITERIA

-

a

PC

300 Oxford DriveSuite 120Monroeville, PA 15146

TEL (412) 373-2220FAX (412) 373-4571

www.d3a.com

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109109

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1

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3

A302

1

A301

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A301

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A102

125A

B

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6

A302

PC

300 Oxford DriveSuite 120Monroeville, PA 15146

TEL (412) 373-2220FAX (412) 373-4571

www.d3a.com

DW

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2

A302

1

A302

5

A301

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A302

1

A301

5

A301

A

A102

3

A302

1

A301

B

A102

3

A302

4

A302

5

A302

5

A301

3

A302

1

A301

1

A301 5

A301

PC

300 Oxford DriveSuite 120Monroeville, PA 15146

TEL (412) 373-2220FAX (412) 373-4571

www.d3a.com

DW

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Design 3 Architecture, PC All Rights Reserved

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1

NORTH

4

2

3

A B

125125A

PC

300 Oxford DriveSuite 120Monroeville, PA 15146

TEL (412) 373-2220FAX (412) 373-4571

www.d3a.com

DW

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Design 3 Architecture, PC All Rights Reserved

c

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1

2

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4

5

5

5

A301

125125A

125

125A

125

125A

PC

300 Oxford DriveSuite 120Monroeville, PA 15146

TEL (412) 373-2220FAX (412) 373-4571

www.d3a.com

DW

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ATE:

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Design 3 Architecture, PC All Rights Reserved

c

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