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SHEET TITLEE N G I N E E R I N G123 W. Spruce St.Missoula, Montana 59802ph: 406-829-8828fax: 406-829-8829 project 16MSU01

BIDSET

A/E#00-00-00PPA#16-0016

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SHEET TITLEE N G I N E E R I N G123 W. Spruce St.Missoula, Montana 59802ph: 406-829-8828fax: 406-829-8829 project 16MSU01

BIDSET

A/E#00-00-00PPA#16-0016

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SHEET TITLEE N G I N E E R I N G123 W. Spruce St.Missoula, Montana 59802ph: 406-829-8828fax: 406-829-8829 project 16MSU01

BIDSET

A/E#00-00-00PPA#16-0016

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SHEET TITLEE N G I N E E R I N G123 W. Spruce St.Missoula, Montana 59802ph: 406-829-8828fax: 406-829-8829 project 16MSU01

BIDSET

A/E#00-00-00PPA#16-0016

REV. DESCRIPTION DATEREVIEWED BY:DRAWN BY:

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SHEET TITLEE N G I N E E R I N G123 W. Spruce St.Missoula, Montana 59802ph: 406-829-8828fax: 406-829-8829 project 16MSU01

BIDSET

No. 20356 PE

JOSEPH L.CHAPMAN

N

TANANOM

A L ENG

INE

ER

NOISS

EF

OR

P

SEDECIL

EXP: 06/30/18

E N G I N E E R I N G

440 East Corporate Dr., Ste. 103Meridian ID 83642ph 208-288-2181fax 208-288-2182

SHEET

DATE

SHEET TITLE

A/E#00-00-00

PPA#16-0016

REV. DESCRIPTION DATE

REVIEWED BY:

DRAWN BY :

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03-24-17

S000

SSSSTTTTRRRRUUUUCCCCTTTTUUUURRRRAAAALLLL

SSSSPPPPEEEECCCCIIIIFFFFIIIICCCCAAAATTTTIIIIOOOONNNNSSSS

JD

JC

MAX MAXIMUM

MECH MECHANICAL

MEZZ MEZZANINE

MIN MINIMUM

MISC MISCELLANEOUS

N NORTH

NTS NOT TO SCALE

NO or # NUMBER

OC ON CENTER

OWSJ OPEN WEB STEEL JOIST

OSB ORIENTED STRAND BOARD

OD OUTSIDE DIAMETER

PSL PARALLEL STRAND LUMBER

PEN PENETRATION

PERP PERPENDICULAR

PL PLATE

P-T POST TENSION, POSTTENSIONED

lb OR # POUND

PCF POUNDS PER CUBIC FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT PRESSURE TREATED

RAD RADIUS

REF REFERENCE

REINF REINFORCE, REINFORCED,REINFORCEMENT ORREINFORCING

REQ'D REQUIRED

REV REVISE OR REVISION

SCHED SCHEDULE

EL SEISMIC LOAD

SW SHEARWALL

SIM SIMILAR

SK SKETCH

S SOUTH

SPECS SPECIFICATIONS

SQ SQUARE

SF SQUARE FOOT

STD STANDARD

STL STEEL

STRUCT STRUCTURAL

SF STRUT FORCE

SYM SYMMETRICAL

THRU THROUGH

T&G TONGUE AND GROOVE

T&B TOP AND BOTTOM

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOM TOP OF MASONRY

TOS TOP OF STEEL

TOW TOP OF WALL

TRANS TRANSVERSE

TJI TRUS JOIST I-LEVEL I JOIST

TYP TYPICAL

UN UNLESS NOTED

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

WT WEIGHT

WA WHERE APPLICABLE

W WIDE FLANGE

WL WIND LOAD

WSP WOOD STRUCTURAL PANEL

WP WORK POINT

ACI AMERICAN CONCRETEINSTITUTE

AIA AMERICAN INSTITUTE OFARCHITECTS

AISC AMERICAN INSTITUTE OFSTEEL CONSTRUCTION

AISI AMERICAN IRON AND STEELINSTITUTE

ANSI AMERICAN NATIONALSTANDARDS INSTITUTE

APA AMERICAN PLYWOODASSOCIATION

ASTM AMERICAN SOCIETY FORTESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

ARCH ARCHITECT ORARCHITECTURAL

BP BASE PLATE

BOD BOTTOM OF DECK

C CAMBER

CL CENTER LINE

C CHANNEL

CLR CLEAR

CONC CONCRETE

CMU CONCRETE MASONRY UNITS

CONST CONSTRUCTION

CONT CONTINUOUS

DL DEAD LOAD

DS DEFERRED SUBMITTALS

DIA DIAMETER

2L DOUBLE ANGLE

DF DOUGLAS FIR

DWG DRAWING

EOD EDGE OF DECK

ELEC ELECTRIC OR ELECTRICAL

ELEV ELEVATION OR ELEVATOR

ENGR ENGINEER

EQ EQUAL

EXIST EXISTING

EXT EXTERIOR

FAB FABRICATION

FF FINISH FLOOR

FG FINISH GRADE

FTG FOOTING

GA GAGE OR GAUGE

GALV GALVANIZE

GEN GENERAL (NOTES)

GC GENERAL CONTRACTOR

GLU-LAM GLUED LAMINATED WOODBEAM

HSS HOLLOW STRUCTURALSECTION

HORIZ HORIZONTAL

INT INTERIOR

IBC INTERNATIONAL BUILDINGCODE

JB JOIST BEARING

K KIP (1,000 LBS)

LSL LAMINATED STRAND LUMBER

LVL LAMINATED VENEER LUMBER

LW LIGHT WEIGHT

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONGIT LONGITUDINAL

MANUF MANUFACTURER

PART 1 - GENERAL NOTES

STRUCTURAL SPECIFICATIONS

ABBREVIATIONS

GENERAL NOTES

SHEET INDEX

1.1 GENERAL NOTES

1.2 SCOPE OF WORK

1.3 CODE COMPLIANCE

1.4 LICENSE FEES AND PERMITS

1.5 CONDITIONS AT SITE

1.6 SAFETY

1.7 GUARANTEE

1.8 SUBSTITUTIONS

1.9 DEFERRED AND SHOP DRAWING SUBMITTALS

1.10 WORKMANSHIP

1.11 COORDINATION

1.12 MISC.

PART 2 - MATERIALS AND DESIGN CRITERIA

2.1 DESIGN LOADING CRITERIA

REVISION CLOUDAND NUMBER

1

NEW CONSTRUCTION

EXISTING CONSTRUCTIONOR PROVIDED BY OTHERS

MASONRY (CMU)

CONCRETE

EARTH

SECTIONREFERENCE

1

S0.00

1

S0.00

ELEVATIONREFERENCE

1

S0.00

GENERAL VIEWREFERENCE

G1 THE DIMENSIONS SHOWN HERE APPLY TO STRUCTURAL ELEMENTS ONLY, SEEARCHITECTURAL PLANS FOR ANY DIMENSIONS NOT SHOWN.

G2 CONTRACTOR SHALL FIELD VERIFY EXISTING STRUCTURAL CONDITIONS. IF ANYDISCREPANCY OCCURS BETWEEN EXISTING CONDITIONS AND PROPOSEDALTERATIONS, CONTRACTOR SHALL CONTACT ARCHITECT AND STRUCTURALENGINEER BEFORE PERFORMING ALTERATION WORK.

GENERAL NOTES:

LEGEND:

ELEMENT BEYOND/OPTIONAL

A. ALL GENERAL NOTES APPLY, UNLESS OTHERWISE NOTED ON DRAWINGS ORSPECIFICATIONS.

B. ORDER OF PRECEDENCE: DRAWINGS GOVERN NOTES, NOTES ON THEINDIVIDUAL DRAWINGS GOVERN OVER THESE GENERAL NOTES. FOUNDATION,FLOOR AND ROOF DETAILS GOVERN TYPICAL DETAILS. REFER TO CONTRACTSPECIFICATIONS FOR INFORMATION IN ADDITION TO THAT CONTAINED IN THESENOTES AND DRAWINGS. THE DRAWINGS SHALL TAKE PRECEDENCE OVERSPECIFICATIONS IF THEY CONTRADICT.

A. THE SEALED STRUCTURAL DRAWINGS AND PROJECT SPECIFICATIONSREPRESENT THE FINISHED STRUCTURE.

B. CONTRACTOR TO INCLUDE IN THE PROPOSAL, ALL REASONABLY FORESEENITEMS, ADDRESSING EXISTING CONDITIONS, EQUIPMENT AND MATERIALS TOCOMPLETE THE PROPOSED SCOPE OF WORK CONTAINED IN THESEDOCUMENTS DURING CONSTRUCTION.

C. OBSERVATION VISITS (SITE VISITS) BY REPRESENTATIVES OF ARCHITECT/ENGINEER DO NOT INCLUDE INSPECTION OF CONSTRUCTION MEANS ANDMETHODS. SITE VISITS DURING CONSTRUCTION ARE NOT CONTINUOUS ANDDETAILED INSPECTION SERVICES WHICH ARE TO BE PERFORMED BY OTHERS.OBSERVATIONS ARE PERFORMED SOLELY FOR THE PURPOSE OF DETERMININGIF THE CONTRACTOR UNDERSTANDS DESIGN INTENT SHOWN IN THE CONTRACTDRAWINGS. OBSERVATIONS DO NOT GUARANTEE CONTRACTOR'SPERFORMANCE AND ARE NOT TO BE CONSTRUED AS SUPERVISION ORVERIFICATION OF CONSTRUCTION.

D. THE CONTRACTOR SHALL MAKE AND KEEP CURRENT A SET OF RECORDDRAWINGS SHOWING EXACT DIMENSIONED LOCATIONS OF UNDERGROUNDUTILITIES, STUB OUTS, CONSTRUCTION CHANGES.

A. ALL WORK AND MATERIALS SHALL COMPLY WITH THE LATEST RULES, CODES,AND REGULATIONS IN THE STATE OF THE PROJECT, INCLUDING, BUT NOT LIMITEDTO OSHA, ADOPTED BUILDING CODE AND OTHER STATE AND LOCAL LAWS ANDREGULATIONS. CODE COMPLIANCE IS MANDATORY. NOTHING IN THESEDRAWINGS AND SPECIFICATIONS PERMITS WORK NOT CONFORMING TO THESECODES. WHERE WORK IS SHOWN TO EXCEED MINIMUM CODE REQUIREMENTS,COMPLY WITH DRAWINGS AND SPECIFICATIONS.

B. ALL PRODUCT SUBMITTALS AND PRODUCT SUBSTITUTIONS ARE TO BE SUPPLIEDWITH ICC-ES REPORTS TO COMPLY WITH CODE REGULATIONS ACCORDING TOTHE ADOPTED BUILDING CODE.

C. SEE SPECIFICATIONS FOR LEED REQUIREMENTS AND GREEN BUILDINGPRACTICES REQUIRED FOR THIS PROJECT.

A. THE CONTRACTOR SHALL ARRANGE FOR REQUIRED INSPECTIONS AND PAY ALLLICENSE, PERMIT AND INSPECTION FEES, UNLESS DIRECTED OTHERWISE INSPECIFICATIONS.

A. VISIT TO SITE IS REQUIRED OF ALL BIDDERS PRIOR TO SUBMISSION OF BID. ALLWILL BE HELD TO HAVE FAMILIARIZED THEMSELVES WITH ALL DISCERNIBLECONDITIONS AND NO EXTRA PAYMENT WILL BE ALLOWED FOR WORK REQUIREDBECAUSE OF THESE CONDITIONS, WHETHER SPECIFICALLY MENTIONED OR NOT.

B. CONTRACTOR TO VERIFY EXISTING STRUCTURE(S) SHOWN IN THE DRAWINGSAND NOTIFY ARCHITECT/STRUCTURAL ENGINEER IN WRITING OF ANYDISCREPANCIES.

C. UTILITIES THAT ARE DAMAGED AS A RESULT OF THIS WORK SHALL PROMPTLY BEREPAIRED AT NO EXPENSE TO THE OWNER AND TO COMPLETE SATISFACTION OFTHE OWNER.

A. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT WHEN PLACED ON FRAMEDFLOORS OR ROOFS. THE CONSTRUCTION MATERIAL LOAD SHALL NOT EXCEEDTHE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH.

B. CONTRACTOR TO PROVIDE CONSTRUCTION MEANS, METHODS, TECHNIQUES,SEQUENCES AND PROCEDURES AS REQUIRED.

C. THE CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FORCONDITIONS OF THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS ANDPROPERTY DURING PERFORMANCE OF THE WORK.

A. GUARANTEE THE INSTALLATION, FREE FROM DEFECTS OF WORKMANSHIP ANDMATERIALS, FOR A MINIMUM PERIOD OF ONE YEAR AFTER THE DATE OFCERTIFICATION OF FINAL PAYMENT AND PROMPTLY REMEDY ANY DEFECTSDEVELOPING DURING THIS PERIOD, WITHOUT CHARGE.

A. WHEREVER POSSIBLE, MORE THAN ONE MANUFACTURER HAS BEEN LISTED FORVARIOUS PRODUCTS, ANY ONE OF WHICH WILL BE ACCEPTABLE TO BASE THEBID ON THE USE OF MATERIAL SPECIFIED. IF, AFTER AWARD OF THE CONTRACT,A SUBSTITUTE IS PROPOSED, THE REQUEST FOR PERMISSION TO SUBSTITUTESHALL BE ACCOMPANIED WITH A STATEMENT OF THE AMOUNT OF MONEY TO BERETURNED TO THE CONTRACT IF THE SUBSTITUTION IS PERMITTED. THEENGINEER IS THE SOLE JUDGE OF ACCEPTABILITY OF PROPOSEDSUBSTITUTIONS. IF A SUBSTITUTE IS PERMITTED, AND ANY REDESIGN EFFORTIS THEREBY NECESSITATED, THE REQUIRED REDESIGN SHALL BE AT THECONTRACTOR’S EXPENSE.

A. CONTRACTOR SHALL SUBMIT AN ELECTRONIC PDF FILE OF DEFERRED AND SHOPDRAWING SUBMITTALS TO THE ARCHITECT/ENGINEER FOR APPROVAL PRIOR TOORDERING, FABRICATING OR INSTALLING. THE REVIEW WILL CONSIST OFGENERAL CONFORMANCE TO THE DESIGN INTENT CONVEYED IN THE CONTRACTDRAWINGS AND REQUIRE A MAXIMUM OF 10 WORKING DAYS FOR REVIEW UPONRECEIPT. NO MODIFICATIONS OR SUBSTITUTIONS OF DRAWINGS ANDSPECIFICATIONS WILL BE ACCEPTED VIA SHOP DRAWINGS. SHOP DRAWINGS ANDDEFERRED SUBMITTALS (DS) REQUIRED ARE LISTED UNDER EACH MATERIAL INPART II

B. DEFERRED SUBMITTALS REQUIRE ADDITIONAL DESIGN AND SUPPORTINGCALCULATIONS WITH AN ENGINEERS SEAL INDICATING THE ENGINEER ISREGISTERED IN THE STATE THAT THE PROJECT SITE OCCURS.

C. CONTRACTOR SHALL REVIEW AND STAMP SHOP DRAWINGS PRIOR TOSUBMISSION TO THE ARCHITECT/ENGINEER. CONTRACTOR SHALL REVIEW FORCOMPLETENESS AND COMPLIANCE WITH CONTRACT DRAWINGS. SHOPDRAWINGS WILL BE REJECTED FOR INCOMPLETENESS, LACK OF COORDINATIONWITH OTHER PORTIONS OF CONTRACT DRAWINGS, CALCULATIONS (ASREQUIRED), AND/OR MODIFICATIONS OR SUBSTITUTIONS NOT APPROVED PRIORTO THE SUBMITTAL.

A. ONLY QUALITY WORK WILL BE ACCEPTED. HAZARDOUS OR POOR INSTALLATIONPRACTICE WILL BE CAUSE FOR REJECTION OF WORK.

A. THE CONSTRUCTION DOCUMENTS DO NOT INDICATE THE METHOD OFCONSTRUCTION.

B. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND EXISTING ELEVATIONSSHOWN ON THESE DRAWINGS PRIOR TO CONSTRUCTION, DO NOT SCALE PLANS.

C. CONTRACTOR TO REPORT IN WRITING ANY OMISSIONS AND/OR DISCREPANCIESON DRAWINGS AND/OR SPECIFICATIONS PRIOR TO PROCEEDING.

A. DO NOT SCALE THE DRAWINGS.

B. TYPICAL DETAILS AND SCHEDULES INDICATED MAY NOT BE SPECIFICALLYREFERENCED ON THE DRAWINGS. THE CONTRACTOR IS RESPONSIBLE TODETERMINE WHERE EACH TYPICAL DETAIL OR SCHEDULE APPLIES. IFLOCATIONS ARE FOUND WHERE NO TYPICAL DETAIL, TYPICAL SCHEDULE, ORSPECIFIC DETAIL APPLIES, NOTIFY THE ARCHITECT/ENGINEER.

A. APPLICABLE BUILDING CODES:I. 2012 INTERNATIONAL BUILDING CODE (IBC): REFERENCED IN DRAWINGS AS

"ADOPTED BUILDING CODE"II. ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES.

B. RISK CATEGORY: II

C. DEAD LOADS: SELF WEIGHT OF THE STRUCTURE PLUS LOAD OF EQUIPMENTSHOWN ON PLAN.

D. LIVE LOADSI. ROOF LIVE LOADS

a. CONSTRUCTION = 20 PSF (REDUCIBLE)

E. SNOW LOAD DATAI. SNOW IMPORTANCE FACTOR = 1.0II. THERMAL FACTOR = 1.0III. GROUND SNOW LOAD: Pg = 42.3 PSFIV. FLAT ROOF SNOW LOAD: Pf = 27.6 PSFV. DRIFTING, SLIDING AND UNBALANCED SNOW LOADS:

IN ACCORDANCE WITH ASCE 7

F. WIND LOAD DATAI. WIND IMPORTANCE FACTOR = 1.0II. WIND EXPOSURE CATEGORY = CIII. ULTIMATE DESIGN WIND SPEED: V,ult = 115 MPH, 3 SECOND GUST

G. EARTHQUAKE DESIGN DATAI. SEISMIC IMPORTANCE FACTOR = 1.0II. SEISMIC DESIGN CATEGORY = DIII. SITE CLASS = DIV. COMPONENT RESPONSE MODIFICATION FACTOR, Rp = 1.5V. COMPONENT AMPLIFICATION FACTOR, ap = 1.0VI. SPECTRAL RESPONSE ACCELERATION:

a. SHORT PERIOD, Ss = 0.717 gb. 1 SECOND PERIOD, S1 = 0.210 g

VII. DESIGN SPECTRAL RESPONSE ACCELERATION:a. SHORT PERIOD, Sds = 0.586 gb. 1 SECOND PERIOD, Sd1 = 0.277 g

SHEETNUMBER SHEET TITLE

ORIGINALDATE

REVISIONNUMBER

REVISIONDATE

S000 STRUCTURAL SPECIFICATIONS 03-24-17

S101 PENTHOUSE STRUCTURAL FRAMING PLAN 03-24-17

2.2 POST INSTALLED ANCHORS INTO CONCRETE

A. ANCHOR DIAMETER REFERS TO THE THREAD SIZE FOR THE WEDGE AND SHELLCATEGORIES AND THE ANCHOR OUTSIDE DIAMETER FOR THE SLEEVECATEGORY.

B. INSTALL AND STORE ANCHORS PER MANUFACTURER'S RECOMMENDATIONS.

C. MATERIALS: FASTENERS AND ANCHORS GRADES ADDRESSED IN STEEL ANDREINFORCING STEEL BAR NOTES.

D. DRILLED-IN ANCHORSI. CARTRIDGE INJECTION ADHESIVE ANCHORS: THREADED STEEL ROD,

INSERTS OR REINFORCING DOWELS, COMPLETE WITH NUTS, WASHERS,POLYMER OR HYBRID MORTAR ADHESIVE INJECTION SYSTEM, ANDMANUFACTURER’S INSTALLATION INSTRUCTIONS. TYPE AND SIZE ASINDICATED ON DRAWINGS. ACCEPTABLE ANCHORS ARE AS FOLLOWS:

a. HILTI HAS CARBON STEEL THREADED RODS WITH HILTI HITHY-200 SAFE SET SYSTEM FOR ANCHORAGE TO CONCRETE,ICC ESR-3187.

E. SUBMITTALS AND SHOP DRAWINGSI. PRODUCT SPECIFICATIONS WITH RECOMMENDED DESIGN VALUES AND

PHYSICAL CHARACTERISTICS FOR EPOXY DOWELS, EXPANSION ANDUNDERCUT ANCHORS.

II. ICC-ES CERTIFICATESIII. TEST REPORTS: CERTIFIED TEST REPORTS SHOWING COMPLIANCE

WITH SPECIFIED PERFORMANCE CHARACTERISTICS AND PHYSICALPROPERTIES.

F. QUALITY ASSURANCEI. REMOVE AND REPLACE MISPLACED OR MALFUNCTIONING ANCHORS.

FILL EMPTY ANCHOR HOLES AND PATCH FAILED ANCHOR LOCATIONSWITH HIGH-STRENGTH NON-SHRINK, NONMETALLIC GROUT. ANCHORSTHAT FAIL TO MEET PROOF LOAD OR INSTALLATION TORQUEREQUIREMENTS SHALL BE REGARDED AS MALFUNCTIONING.

II. CERTIFICATIONS: UNLESS OTHERWISE AUTHORIZED BY THEENGINEER, ANCHORS SHALL HAVE ONE OF THE FOLLOWINGCERTIFICATIONS:

a. ICC ES EVALUATION REPORT INDICATING CONFORMANCEWITH CURRENT APPLICABLE ICC ES ACCEPTANCE CRITERIA.

III. TESTING: 10% OF EACH TYPE AND SIZE OF DRILLED-IN ANCHOR SHALLBE PROOF LOADED BY THE INDEPENDENT TESTING LABORATORY.ADHESIVE ANCHORS AND CAPSULE ANCHORS SHALL NOT BE TORQUETESTED UNLESS OTHERWISE DIRECTED BY THE ENGINEER. IF ANY OFTHE TESTED ANCHORS FAIL TO ACHIEVE THE SPECIFIED TORQUE ORPROOF LOAD WITHIN THE LIMITS AS DEFINED ON THE DRAWINGS, ALLANCHORS OF THE SAME DIAMETER AND TYPE AS THE FAILED ANCHORSHALL BE TESTED, UNLESS OTHERWISE INSTRUCTED BY THEENGINEER.

a. TENSION TESTING SHOULD BE PERFORMED IN ACCORDANCEWITH ASTM E488.

b. TORQUE SHALL BE APPLIED WITH A CALIBRATED TORQUEWRENCH.

c. PROOF LOADS SHALL BE APPLIED WITH A CALIBRATEDHYDRAULIC RAM. DISPLACEMENT OF ADHESIVE ANDCAPSULE ANCHORS AT PROOF LOAD SHALL NOT EXCEEDD/10, WHERE D IS THE NOMINAL ANCHOR DIAMETER.

IV. MINIMUM ANCHOR EMBEDMENTS, PROOF LOADS AND TORQUES SHALLBE AS SHOWN ON THE DRAWINGS.

V. FOR SLEEVE/ SHELL INTERNALLY THREADED CATEGORIES, VERIFYTHAT THE ANCHOR IS NOT PREVENTED FROM WITHDRAWING BY ABASE PLATE OR OTHER FIXTURES IF RESTRAINT IS FOUND, LOOSENAND SHIM OR REMOVE FIXTURES PRIOR TO TESTING.

2.3 STEEL

A. GENERALI. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND

ERECTED IN ACCORDANCE WITH ADOPTED BUILDING CODE CHAPTERFOR “STEEL” AND THE FOLLOWING:

a. AISC 341-10 SEISMIC PROVISIONS FOR STRUCTURAL STEELBUILDINGS.

b. AISC 360-10 SPECIFICATION FOR STRUCTURAL STEELBUILDINGS.

c. AISC 303-10 CODE OF STANDARD PRACTICE FOR STEELBUILDINGS AND BRIDGES.

d. AWS D1.1 STRUCTURAL WELDING CODE STEEL.e. AWS D1.3 STRUCTURAL WELDING CODE SHEET STEEL.f. RCSC’S SPECIFICATION FOR STRUCTURAL JOINTS USING

ASTM A325 OR A490 BOLTS.g. AWS D1.7 GUIDE FOR STRENGTHENING AND REPAIRING

EXISTING STRUCTURES.h. AWS D1.8 STRUCTURAL WELDING SEISMIC SUPPLEMENT.

II. ALL WELDING SHALL CONFORM TO CURRENT AMERICAN WELDINGSOCIETY STANDARDS AND TO BE PERFORMED BY CERTIFIED WELDERS.

B. STRUCTURAL STEEL SHAPESI. W-SHAPES SHALL BE ASTM A992II. PLATES, ANGLES, CHANNELS, M-SHAPE, S-SHAPE, MC SHAPE AND

BARS SHALL BE ASTM A36.III. ROUND HSS SHAPES SHALL BE ASTM A500-GRADE B (Fy=42 ksi)IV. RECTANGULAR HSS SHAPES SHALL BE ASTM A500-GRADE B (Fy=46 ksi)

C. WELDINGI. WELDING ELECTRODES SHALL BE E70XX, UNLESS NOTED OTHERWISEII. ALL FILLET WELD SHALL BE PER AISC. MINIMUM SIZES ARE BASED ON

THICKNESS OF MATERIALS JOINED, UNLESS NOTED OTHERWISE.III. ALL WELDED JOINTS SHALL BE IN ACCORDANCE WITH PREQUALIFIED

JOINT DETAILS IN THE STRUCTURAL WELDING CODE.

D. BOLTS AND CONNECTIONSI. BOLTS IN STANDARD STEEL TO STEEL CONNECTIONS SHALL BE ASTM

A325N. IF WEATHER OR CORROSION RESISTANCE BOLTS AREREQUIRED, USE A325N TYPE 3 BOLTS.

II. ANCHOR BOLTS IN CONCRETE OR MASONRY SHALL BEASTM F1554 - GRADE 36, UNO.

III. NUTS SHALL BE ASTM A563IV. WASHERS SHALL BE F436. DIRECT-TENSION-INDICATOR WASHERS

SHALL BE F959.V. THREADED RODS SHALL BE ASTM A36.VI. TYPICAL BOLT HOLES IN STEEL SHALL BE 1/16” OVERSIZED THAN BOLT

DIAMETER, UNLESSNOTED OTHERWISE ON DRAWINGS. BOLT HOLES FOR ANCHOR BOLTSSHALL BE OVERSIZED PER THE AISC.

E. EXECUTIONI. ALL STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED, UNO.II. GAS CUTTING TORCHES SHALL NOT BE USED TO CORRECT

FABRICATION ERRORS WITHOUT THE APPROVAL OF THE ENGINEER.

F. SHOP DRAWINGS AND SUBMITTALSI. STRUCTURAL STEEL SHOP DRAWINGS:

a. SHOW FABRICATION OF STRUCTURAL STEEL COMPONENTS.b. INCLUDE DETAILS OF CUTS, CONNECTIONS, SPLICES,

CAMBER, HOLES, AND OTHER PERTINENT DATA.c. INCLUDE EMBEDMENT DRAWINGS.d. INDICATE WELDS BY STANDARD AWS SYMBOLS,

DISTINGUISHING BETWEEN SHOP AND FIELD WELDS, ANDSHOW SIZE, LENGTH, AND TYPE OF EACH WELD. SHOWBACKING BARS THAT ARE TO BE REMOVED ANDSUPPLEMENTAL FILLET WELDS WHERE BACKING BARS ARETO REMAIN.

e. INDICATE TYPE, SIZE, AND LENGTH OF BOLTS.f. IDENTIFY MEMBERS AND CONNECTIONS OF THE

SEISMIC-LOAD-RESISTING SYSTEM.g. INDICATE LOCATIONS AND DIMENSIONS OF PROTECTED

ZONES.h. IDENTIFY DEMAND CRITICAL WELDS.

II. WELDING PROCEDURE SPECIFICATIONS (WPS) AND PROCEDUREQUALIFICATION RECORDS (PQR): PROVIDE ACCORDING TO AWSD1.1/D1.1M, "STRUCTURAL WELDING CODE - STEEL," FOR EACHWELDED JOINT WHETHER PREQUALIFIED OR QUALIFIED BY TESTING,INCLUDING THE FOLLOWING:

a. POWER SOURCE (CONSTANT CURRENT OR CONSTANTVOLTAGE).

b. ELECTRODE MANUFACTURER AND TRADE NAME, FORDEMAND CRITICAL WELDS.

G. QUALITY ASSURANCEI. TESTING AGENCY QUALIFICATIONS: QUALIFIED ACCORDING TO

ASTM E 329 FOR TESTING INDICATED.II. WELDING QUALIFICATIONS:

a. QUALIFY PROCEDURES AND PERSONNEL ACCORDING TOAWS D1.1/D1.1M, "STRUCTURAL WELDING CODE - STEEL."

b. QUALIFY PROCEDURES AND PERSONNEL ACCORDING TOAWS D1.3, "STRUCTURAL WELDING CODE - SHEET STEEL."

c. WELDERS AND WELDING OPERATORS PERFORMING WORKON BOTTOM-FLANGE, DEMAND-CRITICAL WELDS SHALL PASSTHE SUPPLEMENTAL WELDER QUALIFICATION TESTING, ASREQUIRED BY AWS D1.8. FCAW-S AND FCAW-G SHALL BECONSIDERED SEPARATE PROCESSES FOR WELDINGPERSONNEL QUALIFICATION.

3.1 GENERAL NOTES

A. THE METHODS, PROCEDURES, AND SEQUENCE OF CONSTRUCTION ARE THERESPONSIBILITY OF THE CONTRACTOR.

B. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAINAND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OFCONSTRUCTION.

C. THE CONTRACTOR SHALL EMPLOY A LICENSED STRUCTURAL ENGINEER FORDESIGN OF TEMPORARY SHORING AND BRACING.

D. THE CONTRACTOR SHALL TAKE THE RESPONSIBILITY TO PROVIDE SUPERVISIONOF THE CONSTRUCTION TO INSURE COMPLIANCE WITH THE APPROVED PLANSAND SPECIFICATIONS.

E. PER THE ADOPTED BUILDING CODE SECTION 1709.1, EACH CONTRACTORRESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND-FORCE-RESISTINGSYSTEM OR SEISMIC-FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEMOR A WIND- OR SEISMIC-RESISTING COMPONENT LISTED IN THESTATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A WRITTEN STATEMENTOF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THECOMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THECONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAINACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTSCONTAINED IN THE STATEMENT OF SPECIAL INSPECTION.

3.2 DEMOLITION

A. THE CONTRACTOR MAY REMOVE EXISTING CONSTRUCTION AND REPLACE WITHTHE APPROVAL OF THE LOCAL BUILDING DEPARTMENT AND ARCHITECT/STRUCTURAL ENGINEER.

B. THE EXTENT OF THE DEMOLITION MAY OR MAY NOT BE SHOWN IN THESECONSTRUCTION DOCUMENTS. THE CONSULTANTS SHALL NOT BE BACKCHARGED OR RESPONSIBLE FOR SHOWING OR NOT SHOWING THE ENTIREEXTENT OF DEMOLITION.

C. THE CONTRACTOR SHALL TAKE THE RESPONSIBILITY TO INSURE THE REMOVALOF THE EXISTING STRUCTURE AND PROVIDE THE ARCHITECT/ STRUCTURALENGINEER WITH METHODS, PROCEDURES AND SEQUENCE PLAN.

3.3 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS

A. CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE APPROPRIATE BUILDINGOFFICIAL, REGISTERED SPECIAL INSPECTOR, AND/OR REGISTERED LICENSEDENGINEER FOR ALL SPECIAL INSPECTIONS OR TESTING REQUIRED IN THISSECTION.

B. CONTRACTOR SHALL SUBMIT ALL SPECIAL INSPECTION REPORTS TOSTRUCTURAL ENGINEER OF RECORD WITHIN 14 DAYS OF EACH REPORT BEINGCOMPLETED.

C. AN APPROVED AGENCY AS SET FORTH IN ADOPTED BUILDING CODE SECTIONS1702 AND 1703 WITH THE APPROVAL OF THE BUILDING OFFICIAL MAY PERFORMSPECIAL INSPECTIONS.

D. WHERE SPECIAL INSPECTION OR TESTING IS REQUIRED BY ADOPTED BUILDINGCODE SECTION 1704 (SPECIAL INSPECTIONS), 1707 (SPECIAL INSPECTIONS FORSEISMIC RESISTANCE), OR 1708 (STRUCTURAL TESTING FOR SEISMICRESISTANCE), THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLECHARGE IS REQUIRED TO PREPARE A STATEMENT OF SPECIAL INSPECTIONDESCRIBED IN THE FOLLOWING (ALL TABLES REFERENCED ARE FROM THEADOPTED BUILDING CODE, UNO):

I. STEEL: REFER TO TABLE 1704.3a. POST-INSTALLED MECHANICAL ANCHORS:b. EPOXY AND GROUT SET BOLTS:

PART 3 - EXECUTION

TABLE 1704.3

VERIFICATION AND INSPECTIONREQUIRED

YES NOPERIODIC COMMENTSCONT

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

a. IDENTIFICATION MARKINGS TOCONFORM TO ASTM STANDARDSSPECIFIED IN THE APPROVEDCONSTRUCTION DOCUMENTS.

b. MANUFACTURER'S CERTIFICATEOF COMPLIANCE REQ'D.

2. INSPECTION OF HIGH-STRENGTH BOLTING:

a. SNUG-TIGHT JOINTS.

b. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITH MATCHMAKING, TWIST-OFF BOLT OR DIRECT TENSIONINDICATOR METHODS OFINSTALLATION.

c. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITHOUT MATCHMAKING ORCALIBRATED WRENCH METHODSOF INSTALLATION.

3. MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD-FORMED STEEL DECK:

a. FOR STRUCTURAL STEEL,IDENTIFICATION MARKINGS TOCONFORM TO AISC 360.

b. FOR OTHER STEEL,IDENTIFICATION MARKINGS TOCONFORM TO ASTM STANDARDSSPECIFIED IN THE APPROVEDCONSTRUCTION DOCUMENTS.

c. MANUFACTURER'S CERTIFIEDTEST REPORTS.

4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:

a. IDENTIFICATION MARKINGS TOCONFORM TO AWS SPECIFICATIONIN THE APPROVED CONSTRUCTIONDOCUMENTS.

b. MANUFACTURER'S CERTIFICATEOF COMPLIANCE REQUIRED.

5. INSPECTION OF WELDING:

1) COMPLETE AND PARTIAL JOINTPENETRATION GROOVE WELDS.

a. STRUCTURAL STEEL AND COLD-FORMED STEEL DECK:

2) MULTIPASS FILLET WELDS.

3) SINGLE-PASS FILLETWELDS > 5/16"

4) PLUG AND SLOT WELDS.

5) SINGLE-PASS FILLETWELDS < 5/16"

6) FLOOR AND ROOF DECKWELDS.

REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

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