components and cladding loads1 carson/structural plans.pdfmetal deck s/s sd steel joist s/s sd...

METAL DECK S/S SDSTEEL JOIST S/S SDSTRUCTURAL STEEL CONNECTIONS S/S SDSTRUCTURAL STEEL S/S SDCONCRETE MIX DESIGNS S/S SDCONCRETE EMBED LAYOUT S/S SDCONCRETE CONSTRUCTION JOINT LAYOUT S/S SDCONCRETE REINFORCING LAYOUT S/S SD

LIGHT GAGE METAL STUD SYSTEMS S/S SD

MISC STEEL FABRICATIONS S/S SDEXTERIOR CLADDING (CURTAINWALLS) S/S SD

ROOF PLAN (GENERIC BUILDING SHOWN)

WALLS (GENERIC BUILDING SHOWN)

T/ROOFT/ROOF

aa

5 4

a

5

5

4

5

a

a

2a

2a

2a

4a

2' 1

2

2'

2'

3' 3'

3 3

T/PARAPET

5P 4P 5P5P

4P

5P

4) PRESSURES SHOWN ARE ULTIMATE PRESSURES, MULTIPLY BY 0.6 FOR NOMINAL PRESSURES.

DESIGN CRITERIA

SOIL BEARING (ALLOWABLE MAXIMUM)

PAINT & PROTECTION

DEFORMED BARS

ANCHOR RODS

HIGH-STRENGTH BOLTS

WELDING ELECTRODES

STEEL PIPES

HSS SQUARE & RECTANGULAR SHAPES

OTHER SHAPES & PLATES

STRUCTURAL STEEL (DESIGN PER CURRENT EDITION AISC), UNLESS OTHERWISENOTED (UON) MATERIALS SHALL BE AS FOLLOWS:

COMPRESSIVE STRENGTH

CONCRETE MASONRY (DESIGN PER CURRENT EDITION ACI 530)

WELDED WIRE FABRIC

ALL OTHER CONCRETE

SLAB ON GRADE

CONCRETE (DESIGN PER CURRENT EDITION ACI 318)

ANALYSIS PROCEDURE

RESPONSE MODIFICATION FACTOR, R

SEISMIC RESISTING SYSTEM

BASIC STRUCTURAL SYSTEM

SEISMIC DESIGN CATEGORY

MAPPED SPECTRAL RESPONSE ACCELERATION, S1

MAPPED SPECTRAL RESPONSE ACCELERATION, Ss

IMPORTANCE FACTOR, I

THERMAL FACTOR, Ct

EXPOSURE FACTOR, Ce

FLAT ROOF SNOW LOAD (INCLUDING RAIN ON SNOW SURCHARGE)

GROUND SNOW LOAD, Pg

ROOFS AND CANOPIES: (REDUCIBLE)

WELDED STUDS

W-SHAPES

FOOTINGS

SITE CLASS

SEISMIC:

SNOW LOADS:

WIND LOADS:

LIVE LOADS:

GRADE 36 ASTM F1554

AWS A5.1 OR A5.5 SERIES E70

ASTM A53 GRADE B, Fy=35 KSI

ASTM A500 GRADE B, Fy=46 KSI

ASTM A36, Fy=36 KSI

ASTM 992, Fy=50 KSI

EQUIV LATERAL FORCE

ORDINARY CONCENTRICALLY BRACED FRAME

HSS ROUND SHAPES ASTM A500 GRADE B, Fy=42 KSI

IMPORTANCE FACTOR, I

SPECTRAL RESPONSE COEFFICIENT, Sds

SPECTRAL RESPONSE COEFFICIENT, Sd1

SEISMIC RESPONSE COEFFICIENT, Cs

DESIGN BASE SHEAR, V

THIS BUILDING IS NOT LOCATED IN THE WIND BORNE DEBRIS REGION.IMPACT RESISTANT GLAZING IS NOT REQUIRED.

DESIGN PER 2016 CALIFORNIA BUILDING CODE, UNLESS OTHERWISE NOTED.

ALL REINFORCING STEEL ASTM A615 GRADE 60. REINFORCING STEEL SHOWN ONTHESEDRAWINGS TO BE WELDED SHALL BE ASTM A706.

WELDABLE BARS

20 PSF

0 PSF

0 PSF

1.1

1.0

1.0

1.251.873

0.660

D

1.50

0.748

D

BUILDING FRAME SYSTEM

3.25

0.385

0.385W

F'C= 3000 PSI

F'C= 6000 PSI

F'C= 3000 PSI

F'M= 1500 PSI

3/4"ø ASTM A325

ASTM A108ASTM A496

ASTM A706

SSPC PAINT 25

2,000 PSF

SHAPE FACTORS

DIRECTIONALITY FACTOR (Kd)

INTERNAL PRESSURE COEFFICIENT

ENCLOSURE CLASSIFICATION

WIND EXPOSURE

RISK CATEGORY

MEAN ROOF HEIGHT

ULTIMATE WIND SPEED: (ASCE 7-10) 115 MPH

16 FT

III

C

ENCLOSED

± 0.18

0.85

PER CODE

NOMINAL WIND SPEED: 90 MPH

FLOOR

ROOF

DEAD LOADS (SUPERIMPOSED LOAD NOT INCLUDING STRUCTURE SELF WEIGHT): N/A

20 PSF

ASTM A185

GENERAL NOTES

CONCRETE

UNLESS OTHERWISE NOTED (UON) ON THE DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL BE ASFOLLOWS: FOOTINGS .......................................................................................................................................... 3" CANOPY SLABS ........................................................................................................................... 1 1/2" SLABS ON GRADE ......................................................................................................... 2" FROM TOP

ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIESIN CONFORMANCE WITH CRSI MANUAL OF STANDARD PRACTICE AND ACI 315 DURINGTHE PLACING OF THE CONCRETE.

UNLESS OTHERWISE NOTED, SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS FOLLOWS: WELDED WIRE FABRIC ............................................. WIRE SPACING PLUS 6" REINFORCING BARS .................................................. 48 BAR DIAMETERS

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

FOUNDATION

IF FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, UNSTABLE, OR UNSUITABLE SOIL, THEENGINEER SHALL BE NOTIFIED.

THE BOTTOM OF ALL FOUNDATIONS SHALL EXTEND A MINIMUM OF 24 INCHES BELOW THE TOP OFFINISH GRADE.

STEPS IN WALL FOOTINGS SHALL NOT EXCEED A SLOPE OF (1) VERTICAL TO TWO (2) HORIZONTAL.

PROVIDE A MINIMUM OF TWO #4 BARS IN TOP OF CONTINUOUS WALL FOOTINGS AT DOOR AND OTHEROPENINGS, 4'-0" LONGER THAN THE OPENING.

FASTENERS

EXPANSION BOLTS SHALL BE HILTI KWIK BOLT 3, SIMPSON STRONG-TIE STRONG-BOLT2 ORAPPROVED EQUAL, UON. EMBEDMENT DEPTH INTO CONCRETE OR SOLID GROUTEDMASONRY SHALL BE AT LEAST 7 TIMES THE BOLT DIAMETER. CLEAN HOLE AND INSTALLPER MANUFACTURER'S PRINTED INSTRUCTIONS. ICC-ES REPORTS ESR-2302 AND ESR-1385 FOR CONCRETE AND MASONRY, RESPECTIVELY.

ADHESIVE ANCHORING (EPOXY) FOR CONCRETE SHALL BE HILTI HIT-HY 200 CARTRIDGESYSTEM (ICC-ES REPORT ESR-3187), SIMPSON STRONG-TIE AT-XP (ER-263; RR25960) ORAPPROVED EQUAL, UON. EMBEDMENT DEPTH SHALL BE AT LEAST 12 TIMES THE INSERTDIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN RECOMMENDED BYMANUFACTURER. THE HOLE SHALL BE CLEANED PER MANUFACTURER'SRECOMMENDATIONS BY BRUSHING OUT WITH WIRE BOTTLE BRUSH AND BLOWN OUTWITH AIR USING A COMPRESSOR WITH A FUNCTIONAL OIL TRAP (EXCEPT WHEREPERMITTED WHEN USING A HILTI SAFE SET HIT Z ANCHOR ROD OR HILTI HOLLOW DRILL BITW/ VACUUM). INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURER'S PRINTEDINSTRUCTIONS AND PERFORMED BY AN INSTALLER TRAINED BY THE MANUFACTURER.

ADHESIVE ANCHORING (EPOXY) FOR MASONRY SHALL BE HILTI HIT-HY 70 CARTRIDGESYSTEM (ICC-ES ESR-2682) OR APPROVED EQUAL, UON. EMBEDMENT DEPTH INTO SOLIDGROUTED MASONRY SHALL BE AT LEAST 9 TIMES THE INSERT DIAMETER, UON. HOLEDIAMETER SHALL BE NO GREATER THAN RECOMMENDED BY MANUFACTURER. HOLESSHALL NOT BE PLACED WITHIN 1" OF A VERTICAL MORTAR JOINT. CLEAN HOLE ANDINSTALL IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS ANDPERFORMED BY AN INSTALLER TRAINED BY THE MANUFACTURER.

SCREW ANCHORS SHALL BE HILTI KWIK HUS-EZ, SIMPSON STRONG-TIE TITEN HD ORAPPROVED EQUAL, UON. EMBEDMENT IN CONCRETE OR SOLID GROUTED MASONRY SHALLBE AT LEAST 9 TIMES THE BOLT DIAMETER. CLEAN HOLE AND INSTALL PERMANUFACTURER'S PRINTED INSTRUCTIONS.

POWER ACTUATED FASTENERS (PAF) SHALL BE 0.157" DIAMETER HILTI X-U, SIMPSONSTRONG-TIE PDPA OR EQUAL, UON. EMBED MIN 1-1/4" INTO CONCRETE AND CMU. DO NOTPLACE WITHIN 1" OF CMU MORTAR JOINT. PAF SHALL COMPLETELY PENETRATESTRUCTURAL STEEL.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 IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

MCVEIGH & MANGUM ENGINEERING, INC OR ANY OF IT'S EMPLOYEES SHALL NOT HAVE CONTROLOR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES ORSEQUENCES FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY OTHER PERSONSPERFORMING THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK INACCORDANCE WITH THE CONTRACT DOCUMENTS.

VISUAL OBSERVATIONS OF THE STRUCTURAL SYSTEM BY MCVEIGH & MANGUM ENGINEERINGFOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS DOES NOTINCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY THEINTERNATIONAL BUILDING CODE.

VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.

SEE ARCHITECTURAL, MECHANICAL, 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 PURCHASED BEFOREPROCEEDING WITH STRUCTURAL WORK AFFECTED.

CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS OF EXISTINGSTRUCTURE AND SITES THAT ARE AFFECTED BY NEW WORK BEFORE PROCEEDING WITHFABRICATION AND CONSTRUCTION.

SPECIFICATIONS

CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301. "SPECIFICATIONS FORSTRUCTURAL CONCRETE FOR BUILDINGS" (LATEST EDITION). EXCEPT AS MODIFIED BY THEREQUIREMENTS OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL EMPLOY AND PAY ANINDEPENDENT TESTING LABORATORY TO PERFORM CONCRETE TESTING.

ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF AISC"SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS", AISC "CODE OF STANDARD PRACTICE FORSTEEL BUILDINGS AND BRIDGES", AND AWS D1.1" "STRUCTURAL WELDING CODE", EXCEPT ASMODIFIED BY THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. PROOF OF WELDERCERTIFICATION SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION.

BOLTED CONNECTIONS SHALL BE ASSEMBLED AND INSPECTED IN ACCORDANCE WITH RESEARCHCOUNCIL ON STRUCTURAL CONNECTIONS "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTMA325 OR A490 BOLTS".

BOLTED AND WELDED CONNECTIONS: THE CONTRACTOR SHALL EMPLOY AND PAY AN INDEPENDENTTESTING LABORATORY TO INSURE THAT ALL FASTENERS AND WELDS ARE INSTALLED INACCORDANCE WITH THE SPECIFICATIONS. A VISUAL INSPECTION SHALL BE MADE OF ALL WELDEDAND BOLTED CONNECTIONS. IN ADDITION, A MINIMUM OF 10% OF ALL HIGH STRENGTH BOLTS SHALLBE CHECKED FOR PROPER TENSION AND A MINIMUM OF 10% OF ALL FULL PENETRATION WELDSSHALL BE CHECKED BY ULTRASONIC TESTING. ADDITIONAL BOLTS AND WELDS MAY BE TESTED ATTHE OPTION OF THE TESTING LAB REPRESENTATIVE. DEFECTIVE BOLTS OR WELDS SHALL BEREMOVED AND REPLACED AT NO ADDITIONAL COST TO THE OWNER.

METAL DECK WORK SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF THE STEELDECK INSTITUTE (SDI) SPECIFICATIONS AND COMMENTARY FOR STEEL ROOF DECK", "SDISPECIFICATIONS AND COMMENTARY FOR COMPOSITE STEEL FLOOR DECK", "SDI SPECIFICATIONSAND COMMENTARY FOR NON-COMPOSITE FLOOR DECK", AND "SDI CODE OF RECOMMENDEDSTANDARD PRACTICE FOR COMPOSITE DECK, FORM DECK AND ROOF DECK CONSTRUCTION".

FOOTING AND SLAB SUBGRADE PREPARATION SHALL BE IN ACCORDANCE WITH RECOMMENDATIONSOF THE GEOTECHNICAL REPORT FOR THE PROJECT PREPARED BY SALEM ENGINEERING GROUP, INC.(DATED FEBRUARY 19, 2016), AND SHALL BE IN COMPLIANCE WITH APPLICABLE REQUIREMENTS OFGOVERNING AUTHORITIES HAVING JURISDICTION.

A GEOTECHNICAL TESTING AND INSPECTION FIRM SHALL BE EMPLOYED TO PERFORM A SOILSURVEY FOR SATISFACTORY SOIL MATERIALS, SAMPLING AND TESTING FOR QUALITY CONTROL ASPER THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT FOR THIS PROJECT. ALL EARTHWORKOPERATIONS SHALL BE PERFORMED TO THE SATISFACTION OF THE GEOTECHNICAL TESTING FIRM.

STEEL

ALL BOLTS SHALL BE SNUG TIGHT (AS DEFINED BY AISC) UON.

UNLESS OTHERWISE NOTED, BEAM-TO-BEAM AND BEAM-TO-COLUMN CONNECTIONS SHALL BEAS SHOWN IN DETAIL 6/S6.0.

BEAM REACTIONS AND CONNECTIONS THAT FALL OUTSIDE OF THE LIMITS OF THE DETAILSNOTED ABOVE SHALL BE DESIGNED BY THE SPECIALTY ENGINEER LICENSED IN THE STATE OFTHE PROJECT AND SHALL BE SUBMITTED AS SIGNED AND SEALED SHOP DRAWINGS ANDCALCULATIONS FOR APPROVAL.

MINIMUM SIZE OF ALL FILLET WELDS SHALL CONFORM TO SECTION J2 AISC SPECIFICATIONSEVEN THOUGH SHOWN OTHERWISE ON ARCHITECTURAL, MECHANICAL, OR STRUCTURALDRAWINGS.

ALL WELDS ALONG THE LENGTH OF MEMBERS INDICATED ON ARCHITECTURAL OR STRUCTURALDRAWINGS, BUT NOT SIZED, SHALL BE A MINIMUM OF:

STEEL STAIRS SHALL BE DESIGNED, SIGNED AND SEALED BY STEEL FABRICATOR'S SPECIALTYENGINEER. SEE ARCH FOR STAIR CONFIGURATION.

PROVIDE ANGLE SUPPORT (USE L2-1/2x2-1/2x1/4) ALONG FACE OF STEEL COLUMNS WHEREMETAL DECK OR GRATING SPANS INTO IT.

ALL STEEL JOISTS SHALL BE DESIGNED FOR THE WIND UPLIFT SHOWN. THE ROWS OFBRIDGING SHALL BE INCREASED AS REQUIRED FOR UPLIFT. SINCE A Kd FACTOR OF 0.85 HASBEEN USED, NO INCREASE IN ALLOWABLE STRESS IS PERMITTED.

ANGLE FRAME MEMBERS AROUND TRENCHES, PITS, OPENINGS, ETC., SHALL BE MITERED,WELDED, AND GROUND SMOOTH.

END CONNECTIONS FOR WEB MEMBERS OF TRUSSES AND BRACING SHALL DEVELOP THESTRESS SHOWN OR ONE-HALF (1/2) THE ALLOWABLE STRENGTH OF THE MEMBER IN TENSION,WHICHEVER IS GREATER.

3/16 2-12

3/16 2-12

SHOP DRAWINGS AND SUBMITTALS

SHOP DRAWING SUBMITTALS ARE ONLY REVIEWED FOR GENERAL CONFORMANCE WITH THEINFORMATION SHOWN ON THE CONSTRUCTION DOCUMENTS. THE GENERAL CONTRACTOR MUSTREVIEW AND APPROVE THE SHOP DRAWINGS PRIOR TO THEIR SUBMITTAL TO THE ARCHITECT.SUBMITTALS WHICH DO NOT CONTAIN THE CONTRACTOR'S SHOP DRAWING STAMP SHALL BERETURNED WITHOUT REVIEW. ANY REQUESTED CHANGES TO THE CONTRACT DOCUMENTS SHALLBE COMMUNICATED IN WRITING PRIOR TO SUBMITTING THE SHOP DRAWINGS AND CLOUDED ON THESHOP DRAWINGS.

SHOP DRAWINGS MUST BE SUBMITTED FOR ENGINEER'S REVIEW OF THE FOLLOWING ITEMS:(S/S = SIGNED & SEALED SHOP DRAWING WITH CALCS, SD = SHOP DRAWING FOR REVIEW ONLY)

COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF EACH BUILDING COMPONENT NOT DESIGNED BYTHE DESIGN TEAM OF RECORD AND NOT SPECIFIED ON THE PROJECT CONSTRUCTION DOCUMENTSSHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THEPROJECT AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION.

SOME STRUCTURAL SYSTEMS ARE DEFINED AS VENDOR-DESIGNED COMPONENTS PER THESTRUCTURAL DOCUMENTS. THESE ELEMENTS OF THE DESIGN ARE DEFERRED SUBMITTALCOMPONENTS AND HAVE NOT BEEN PERMITTED UNDER THE BASE BUILDING APPLICATION. VENDOR-DESIGNED COMPONENT SHOP DRAWINGS SHALL BE APPROVED BY THE COMPONENT DESIGNERENGINEER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THEBASE STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALLNECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURALDRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSEDON BASIC STRUCTURE. THE CONTRACTOR SHALL SUBMIT THE STAMPED COMPONENT SYSTEMDOCUMENTS TO THE BUILDING OFFICIAL FOR APPROVAL.

LIGHT GAGE STEEL FRAMING

DESIGN OF LIGHT GAGE STEEL FRAMING IS BASED ON SECTION PROPERTIES AND STANDARDNOMENCLATURE AS DEFINED IN "STEEL STUD MANUFACTURERS ASSOCIATION (SSMA)-PRODUCT TECHNICAL INFORMATION, ESR-3064P." ALTERNATE MANUFACTURER'S FRAMINGSIZE SHALL MEET THE MINIMUM SECTION PROPERTIES OF THE MEMBERS INDICATED ON THEDESIGN DRAWINGS.

THE LIGHT GAGE STEEL FRAMING SHOWN ON THE DRAWINGS IS DIAGRAMMATIC ONLY.MEMBER SIZE, CONFIGURATION, DETAILS AND CONNECTIONS ARE THE RESPONSIBILITY OF THECONTRACTOR'S LIGHT GAGE STEEL SPECIALTY FRAMING ENGINEER. LIGHT GAGE STEELFRAMING SHOP DRAWINGS COMPLETE WITH CALCULATIONS, ARE TO BE SIGNED AND SEALEDBY THE LIGHT GAGE STEEL SPECIALTY FRAMING ENGINEER AND SUBMITTED FOR REVIEW ANDAPPROVAL. ALL SUBMITTED LIGHT GAGE STEEL FRAMING SHOP DRAWINGS, WHICH ARE NOTSIGNED AND SEALED AND/OR REVIEWED BY THE GENERAL CONTRACTOR, SHALL BE REJECTEDAND RETURNED TO THE GENERAL CONTRACTOR FOR RE-SUBMISSION.

ALL LIGHT GAGE STEEL FRAMING SHALL BE DESIGNED IN ACCORDANCE WITH AMERICAN IRONAND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEELSTRUCTURAL MEMBERS.

ALL FRAMING MEMBERS SHALL BE FORMED FROM STEEL WITH A MINIMUM YIELD STRENGTH OF33 KSI FOR 33 AND 43 MILL AND 50KSI FOR 54, 68, AND 97 MILL MATERIAL.

ALL FRAMING SHALL BE GALVANIZED, ASTM924 COATING (MIN).

ALL CONNECTIONS SHALL BE SCREWED OR WELDED. USE MINIMUM OF 4-#10 SCREWS AT EACONNECTION. POWER DRIVEN FASTENERS (PDF) SHALL COMPLETELY PENETRATE THESTRUCTURAL STEEL.

ALL CONNECTIONS NOT SHOWN HEREIN, OR ANY DESIRED SUBSTITUTIONS SHALL BEENGINEERED, DETAILED, SUBMITTED, AND SIGNED AND SEALED BY A REGISTERED ENGINEER INTHE STATE OF THE PROJECT.

ALL WELDS SHALL BE TOUCHED UP WITH A ZINC-RICH PAINT.

WALLS COMPOSED OF LIGHT GAGE STEEL STUDS SHALL HAVE LATERAL BRACING INSTALLEDAT A MAXIMUM SPACING OF 48".

SALEM ENGINEERING GROUP, REPORT DATED FEBRUARY 19, 2016

DEAD LOAD ONLYDEAD LOAD PLUS LIVE LOADTOTAL LOAD INCLUDING WIND OR SEISMIC LOADS

2,400 PSF3,200 PSF

SCHEDULE OF STRUCTURAL OBSERVATIONS

PURSUANT TO SECTION 1704.5 OF THE 2013 CALIFORNIA BUILDING CODE STRUCTURALOBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL OBSERVER OFRECORD. THESE OBSERVATIONS ARE IN ADDITION TO THE REQUIRED SPECIAL INSPECTIONSNOTED WITHIN THIS PACKAGE. THE OBSERVATIONS SHALL OCCUR AT THE FOLLOWINGSTAGES AND TIMES OF CONSTRUCTION

FOUNDATIONS:- ISOLATED SPREAD FOOTINGS:

- ISOLATED FOOTINGS SHALL BE OBSERVED FOR SIZE, REINFORCING PLACEMENT & SIZE AND CONDITION OF BEARING MATERIAL.- CONTINUOUS FOOTINGS:

- COUNTINUOUS FOOTINGS DIRECTLY BENEATH LATERAL RESISTING WALL ELEMENTS SHALL BE OBSERVED FOR SIZE, REINFORCING PLACEMENT & SIZE AND CONDITION OF BEARING MATERIAL. REFER TO SIP STRUCTURAL DRAWINGS FOR NOTATION OF WHICH WALLS ARE PART OF THE LATERAL RESISTING SYSTEM.

WALLS:- LOAD BEARING, BOTH VERTICAL AND LATERAL, WALL ELEMENTS

- WALL ELEMENTS SHALL BE OBSERVED FOR:- CORRECT SIZE & TYPE- BASE CONNECTION- PANEL TO PANEL CONNECTION- WALL END BASE CONNECTION

STEEL FRAMING:- COLUMNS & STEEL BEAMS:

- STEEL COLUMNS SHALL BE OBSERVED FOR:- CORRECT SIZE- ANCHOR BOLT ALIGNMENT AND NUT ENGAGEMENT.

- STEEL ROOF FRAMING SHALL BE OBSERVED FOR:- CORRECT SIZE & ALIGNMENT- BEAM TO COLUMN CONNECTIONS COMPLETED- BEAM TO WALL PANEL CONNECTIONS COMPLETED.

DIAPHRAGM:- SIP PANEL DIAPHRAGM SHALL BE OBSERVED FOR:

- PANEL TO PANEL CONNECTION- PANEL TO STEEL FRAMING CONNECTION

REPORTS SHALL BE ISSUED BI-WEEKLY, AS APPLICABLE FOR WORK PERFORMED, TOTHE CITY OF CARSON BUILDING DEPARTMENT, THE ARCHITECT OF RECORD AND THEOWNER.

N

GENERAL SYMBOLS

PLAN, SECTION OR DETAIL NOSHEET NUMBER

KEYED NOTE TO PLAN

NORTH ARROW

1

S

STRUCTURAL ABBREVIATIONS

1

GAGALVGCGT

HGTHORIZHSAHT

IFINFOINT

JNTJST

LBLGLLHLLVLSHLSV

MANUFMAT'LMAXMECHMINMISC

NICNONSNTS

OCODOFO/OOPNGOPP

PERPPLPNLPREFABPSFPSI

QTY

R OR RADRDREFREINFREQREQ'DRETREV

GAGEGALVANIZEDGENERAL CONTRACTORGIRDER TRUSS

HEIGHTHORIZONTALHEADED STUD ANCHORHEIGHT

INSIDE FACEINFORMATIONINTERIOR

JOINTJOIST

POUNDLONGLONG LEG HORIZONTALLONG LEG VERTICALLONG SIDE HORIZONTALLONG SIDE VERTICAL

MANUFACTURERMATERIALMAXIMUMMECHANICALMINIMUMMISCELLANEOUS

NOT IN CONTRACTNUMBERNEAR SIDENOT TO SCALE

ON CENTEROUTSIDE DIAMETEROUTSIDE FACEOUT TO OUTOPENINGOPPOSITE

PERPENDICULARPLATEPANELPREFABRICATEDPOUNDS PER SQUARE FOOTPOUNDS PER SQUARE INCH

QUANTITY

RADIUSROUNDREFERENCEREINFORCE(MENT)REQUIREREQUIREDRETAININGREVISION

#ø□&@

ALUMARARCHASSY

B/BETWNBLDGBMBOTBPLBRG

C TO CCANTCJCLCLRCMUCOLCONCCONNCONSTCONTCONTRCTRCTRD

DBADEFLDETDIADIAGDIFFDIMDODWG

EAEFEJELELECELEVENGREQEQUIPEXISTEXPEXTEW

FBFDFDNFFFLRFSFTG

NUMBER OR POUNDROUND OR DIAMETERSQUAREANDAT

ALUMINUMANCHOR RODARCHITECTUREASSEMBLY

BOTTOM OFBETWEENBUILDINGBEAMBOTTOMBASE PLATEBEARING

CENTER TO CENTERCANTILEVERCONSTRUCTION JOINTCENTER LINECLEARCONCRETE MASONRY UNITCOLUMNCONCRETECONNECTIONCONSTRUCTIONCONTINUOUSCONTRACTIONCENTERCENTERED

DEFORMED BAR ANCHORDEFLECTIONDETAILDIAMETERDIAGONALDIFFERENTDIMENSIONDITTODRAWING

EACHEACH FACEEXPANSION JOINTELEVATIONELECTRICALELEVATORENGINEEREQUALEQUIPMENTEXISTINGEXPANSIONEXTERIOREACH WAY

FLAT BARFLOOR DRAINFOUNDATIONFINISH FLOORFLOORFAR SIDEFOOTING

SCHEDSECTSIMSPASPECSQSTDSTIFFSTLSTRSTRUCTSYM

T&BT/T/U PANELTETHKTHRDTRANSVTSTYP

UON

VERVERT

W/W/OWPWSWWF

SCHEDULESECTIONSIMILARSPACESPECIFICATIONSQUARESTANDARDSTIFFENERSTEELSTRAIGHTSTRUCTURALSYMMETRICAL

TOP & BOTTOMTOP OFTILT-UP PANELTHICKENED EDGETHICKTHREADEDTRANSVERSETHICKENED SLABTYPICAL

UNLESS OTHERWISE NOTED

VERIFYVERTICAL

WITHWITHOUTWORK POINTWATERSTOPWELDED WIRE FABRIC

FOUNDATION TYPE

REVISION NUMBER

FOOTING STEP

1

COMPONENT & CLADDING DESIGNWIND PRESSURES (PSF)

ROOF

WALLS

ZONE

1

2

3

10 SF 50 SF 100 SF

ZONE 10 SF 100 SF 500 SF

4

4p

5

5p

NOTES:1) TABLE PRESSURES ARE FOR THE SQUARE FOOT (SF) TRIBUTARY AREA SHOWN. FOR OTHER TRIBUTARY AREAS, LINEARLY INTERPOLATE BETWEEN VALUES SHOWN ABOVE.2) POSITIVE PRESSURES ACT TOWARD THE BUILDING. NEGATIVE PRESSURES ACT AWAY FROM THE BUILDING.3) SEE DIAGRAMS FOR LOCATION OF ZONES.

16.0 psf 16.0 psf 16.0 psf

-31.7 psf -31.7 psf -31.7 psf

-36.7 psf -35.0 psf -34.2 psf

-49.1 psf -38.7 psf -34.2 psf

-44.1 psf -42.4 psf -41.7 psf

-68.9 psf -51.6 psf -44.1 psf

22.8 psf 20.1 psf

-25.0 psf -22.3 psf

57.2 psf 50.4 psf 47.6 psf

-49.1 psf -40.8 psf -35.1 psf

-35.7 psf -27.8 psf -22.3 psf

70.2 psf 50.4 psf 47.6 psf

-56.2 psf -43.7 psf -35.1 psf

26.8 psf

-29.0 psf

22.8 psf 20.1 psf26.8 psf

NEGATIVEZONE 2'

NEGATIVEZONE 3'

16.0 psf 16.0 psf 16.0 psf

16.0 psf 16.0 psf 16.0 psf

a=6'-3"

Project Owner:

Design Consultant:

Innovation and Design inArchitecture, Inc.

A R C H I T E C T U R E

Architect:

Plans, maps, specifications, studies, and reports notcontaining a red ink seal imprint accompanied by an original

signature by the licensed professional may have beenfraudulently altered and shall not be considered an originalcopy. All information should be disregarded unless verified

by the professional whose signature appears above.Copyright Protected 2017.

218 The Promenade NorthLong Beach, CA 90802www.idaexperience.net

GEOFFREY B. LIM

AIA, NCARB, LEED AP

Engineering Consultant:

Norms Restaurants, LLC

17904 Lakewood Blvd.

Bellflower, CA 90801

PROJECT MANAGER:

DRAWN BY:

PRINCIPAL IN CHARGE:

JOSHUA COOL

WESLEY STEPHENS

WESLEY STEPHENS

Issue For:

Issue Date:

Project Address:

Project Number:

Sheet Title:

Sheet Number:

Stamp:

Revisions:

E N G I N E E R I N G I N C

Eng. of Record: License No.:

916 W 5th StreetCharlotte, North Carolina 28202

Ph: (704) 547-9035 Fax: (704) 547-9036 email: [email protected]

.

NOT FOR

CONSTRUCTION

78-002-17 (MME17659)

10/30/17

S0.1

STRUCTURALGENERAL NOTES

NORM'S RESTAURANT -CARSON, CA20420 S Avalon Blvd, Carson,CA 90746

LANDLORD REVIEW

C-76126Timothy Moore, PE

SCALE: 3/4" = 1'-0"S0.1

1 COMPONENTS AND CLADDING LOADS1

NO. REASON DATE

see Commentary

riskcategory

riskcategory

1. Inspection of the fabricationprocess of wood structural elementsand assemblies in accordance withSection 1704.2.5

In-plant review (3) Periodic

2. For high-load diaphragms, verifygrade and thickness of structuralpanel sheathing agree with approvedbuilding plans

Field inspection Periodic

3. For high-load diaphragms, verifynominal size of framing members atadjoining panel edges, nail or staplediameter and length, number offastener lines, and that spacingbetween fasteners in each line and atedge margins agree with approvedbuilding plans


4. Metal-plate-connected woodtrusses spanning 60 feet or greater:verify temporary and permanentrestraint/bracing are installed inaccordance with the approved trusssubmittal package


1. Verify materials below shallowfoundations are adequate toachievethe design bearing capacity.


2. Verify excavations are extended toproper depth and have reachedproper material.


3. Perform classification and testing ofcontrolled fill materials.


4. Verify use of proper materials,densities, and lift thicknesses duringplacement and compaction ofcontrolled fill

Field inspection Continuous

5. Prior to placement of controlled fill,observe subgrade and verify that sitehas been prepared properly


1. Verify element materials, sizes andlengths comply with requirements


2. Determine capacities of testelements and conduct additional loadtests, as required


3. Observe driving operations andmaintain complete and accuraterecords for each element


4. Verify placement locations andplumbness, confirm type and size ofhammer, record number of blows perfoot of penetration, determinerequired penetrations to achievedesign capacity, record tip and buttelevations and document any damageto foundation element


5. For steel elements, performadditional inspections per Section1705.2

See Section 1705.2 See Section 1705.2

6. For concrete elements andconcrete-filled elements, performadditional inspections per Section1705.3


7. For specialty elements, performadditional inspections as determinedby the registered design professionalin responsible charge

Field inspection

In accordancewith

constructiondocuments

8. Perform additional inspections andtests in accordance with theconstruction documents

Field Inspection and testing

In accordancewith


1. Inspection of reinforcing steelinstallation (see 1705.2.2 for welding)

Shop (3) and field inspection Periodic

2. Inspection of prestressing steelinstallation Shop (3) and field inspection Periodic

3. Inspection of anchors cast inconcrete where allowable loads havebeen increased per section 1908.5 orwhere strength design is used


4. Inspection of anchors andreinforcing steel post-installed inhardened concrete: Per researchreports including verification of anchortype, anchor dimensions, holedimensions, hole cleaningprocedures, anchor spacing, edgedistances, concrete minimumthickness, anchor embedment andtightening torque

Field inspection

Periodic or asrequired by theresearch report

issued by anapproved

source

5. Verify use of approved design mix Shop (3) and field inspection Periodic

6. Fresh concrete sampling, performslump and air content tests anddetermine temperature of concrete

Shop (3) and field inspection Continuous

7. Inspection of concrete andshotcrete placement for properapplication techniques

Shop (3) and field inspection Continuous

8. Inspection for maintenance ofspecified curing temperature andtechniques


9. Inspection of prestressed concrete: Shop (3) and field inspection

a. Application of prestressing force Continuous

b. Grouting of bonded prestressingtendons in theseismic-force-resisting system

Continuous

10. Erection of precast concretemembers

a. Inspect in accordancewithconstruction documents

Field inspection

In accordancewith


b. Perform inspections of weldingand bolting in accordance withSection 1705.2

Field inspectionIn accordance

withSection 1705.2

11. Verification of in-situ concretestrength, prior to stressing of tendonsin post tensioned concrete and priorto removal of shores and forms frombeams and structural slabs

Review field testingand

laboratory reportsPeriodic

12. Inspection of formwork for shape,lines, location and dimensions


13. Concrete strength testing andverification of compliance withconstruction documents

Field testing and reviewof

laboratory reportsPeriodic

1. Verify compliance with approvedsubmittals

Field Inspection Periodic

1. Verification of f'm and f'c priorto construction

Testing by unit strength methodor prism test method

Periodic

1. Verification of f'm and f'c priorto construction and for every5,000 SF during construction

Testing by unit strengthmethod

or prism test methodPeriodic

2. Verification of proportions ofmaterials in premixed orpreblended mortar, prestressinggrout, and grout other thanself-consolidating grout, asdelivered to the project site


3. Verify placement of masonryunits


1. Verification of Slump Flow andVisual Stability Index (VSI) ofself-consolidating grout asdelivered to the project

Field testing Continuous

2. Verify compliance with approvedsubmittals


3. Verify proportions of site-mixedmortar, grout and prestressinggrout for bonded tendons


4. Verify grade, type, and size ofreinforcement and anchor bolts,and prestressing tendons andanchorages


5. Verify construction of mortarjoints


6. Verify placement ofreinforcement, connectors, andprestressing tendons andanchorages

Field Inspection Level B - Periodic

Level C - Continuous

7. Verify grout space prior togrouting

Field Inspection Level B - Periodic


8. Verify placement of groutandprestressing grout for bondedtendons

Field Inspection Continuous

9. Verify size and location ofstructural masonry elements

SCHEDULE OF SPECIAL INSPECTION SERVICES

Verify fabrication/quality controlprocedures In-plant review (3)

(workunusual in nature, including but notlimited to alternative materials andsystems, unusual design applications,materials and systems with specialmanufacturer's requirements)

Submittal review,shop(3)

and/or field inspection

1. Fabricator and erector documents(Verify reports and certificates aslisted in AISC 360, chapter N,paragraph 3.2 for compliance withconstruction documents)

Submittal Review Each submittal

2. Material verification of structuralsteel Shop (3) and field inspection Periodic

3. Embedments (Verify diameter,grade, type, length, embedment. See1705.3 for anchors)


4. Verify member locations, braces,stiffeners, and application of jointdetails at each connection complywith construction documents


5. Structural steel welding:

a. Inspection tasks Prior to Welding(Observe, or perform for eachwelded joint or member, the QAtasks listed in AISC 360, TableN5.4-1)

Shop (3) and field inspectionObserve or

Performas noted (4)

b. Inspection tasks During Welding(Observe, or perform for eachwelded joint or member, the QAtasks listed in AISC 360, TableN5.4-2)

Shop (3) and field inspection Observe (4)

c. Inspection tasks After Welding(Observe, or perform for eachwelded joint or member, the QAtasks listed in AISC 360, TableN5.4-3)

Shop (3) and field inspectionObserve or

Performas noted (4)

d. Nondestructive testing (NDT) ofwelded joints:

1) Complete penetration groovewelds 5/16" or greater in

III or IV

Shop (3) or fieldultrasonic

testing - 100%

Periodic

2) Complete penetration groovewelds 5/16" or greater in

II

Shop (3) or field ultrasonictesting - 10% of welds

minimum

Periodic

3) Thermally cut surfaces of

access holes when material t > 2"

Shop (3) or field magneticPartical or Penetrant

testing

Periodic

4) Welded joints subject to fatiguewhen required by AISC 360,Appendix 3, Table A-3.1

Shop (3) or field radiographicor

Ultrasonic testing

Periodic

5) Fabricator's NDT reports whenfabricator performs NDT

Verify reports Each submittal (5)

6. Structural steel bolting: Shop (3) and field inspection

a. Inspection tasks Prior to Bolting(Observe, or perform tasks for eachbolted connection, in accordancewith QA tasks listed in AISC 360,Table N5.6-1)

Observe orPerform

as noted (4)

b.Inspection tasks During Bolting(Observe the QA tasks listed inAISC 360, Table N5.6-2)

Observe (4)

1) Pre-tensioned and slip-criticaljoints

a) Turn-of-nut with matchingmarkings

Periodic

b) Direct tension indicator Periodic

c) Twist-off type tension controlbolt

Periodic

d) Turn-of-nut without matchingmarkings

Continuous

e) Calibrated wrench Continuous

2) Snug-tight joints Periodic

c. Inspection tasks After Bolting(Perform tasks for each boltedconnection in accordance with QAtasks listed in AISC 360, TableN5.6-3)

Perform (4)

7. Inspection of steel elements ofcomposite construction prior toconcrete placement in accordancewith QA tasks listed in AISC 360,Table N6.1

Shop (3) and fieldinspectionand testing

Observe orPerform

as noted (4)

1. Material verification of cold-formedsteel deck:

a. Identification markings Field inspection Periodic

b. Manufacturer's certified testreports

Submittal Review Each submittal

2. Connection of cold-formed steeldeck to supporting structure: Shop (3) and field inspection

a. Welding Periodic

b. Other fasteners (in accordancewith AISC 360,Section N6)

1) Verify fasteners are inconformance with approvedsubmittal

Periodic

2) Verify fastener installation is inconformance with approvedsubmittal and manufacturer'srecommendations

Periodic

3. Reinforcing steel Shop (3) and field inspection

a. Verification of weldability of steelother than ASTM A706

Periodic

b. Reinforcing steel resisting flexuraland axial forces in intermediate andspecial moment frames, boundaryelements of special concretestructural walls and shearreinforcement

Continuous

c. Shear reinforcement Continuous

d. Other reinforcing steel Periodic

9. Verify size and location ofstructural masonry elements


10. Verify type, size, and locationof anchors, including details ofanchorage of masonry to structuralmembers, frames, or otherconstruction.

Field inspection Level B - Periodic


11. Verify welding of reinforcement(see 1705.2.2)


12. Verify preparation,construction, and protestion ofmasonry during cold weather(temperature below 40oF) or hotweather (temperature above 90oF)


13. Verify application andmeasurement of prestressingforce

Field Inspection Continuous

14. Verify placement of AACmasonry units and construction ofthin-bed mortar joints (first 5000SF of AAC masonry)


15. Verify placement of AACmasonry units and construction ofthin-bed mortar joints (after the first5000 SF of AAC masonry)

Field inspection

Level B - Periodic


16. Verify properties of thin-bedmortar for AAC masonry (first5000 SF of AAC masonry)


17. Verify properties of thin-bedmortar forAAC masonry (after thefirst 5000 SF of AAC masonry)

Field inspectionLevel B - Periodic


18. Prepare grout and mortarspecimens

Field testing Level B - Periodic


19. Observe preparation of prisms Field inspection Level B - Periodic


4. Cold-formed steel trusses spanning60 feet or greater

a. Verify temporary and permanentrestraint/bracing are installed inaccordance with the approved trusssubmittal package


1705.5 Wood Construction

1705.6 Soils

1705.7 Driven Deep Foundations

1705.3 Concrete Construction

1705.4 Masonry Construction

(A) Level A, B and C Quality Assurance:

(B) Level B Quality Assurance:

(C) Level C Quality Assurance:

(D) Levels B and C QualityAssurance:

PROJECT

APPLICABLE TO THIS PROJECT

MATERIAL / ACTIVITY SERVICE Y/N EXTENT AGENT* DATE COMPLETED

1704.2.5 Inspection ofFabricators

1705.1.1 Special Cases

1705.2 Steel Construction

1705.2.2 Steel ConstructionOther Than Structural Steel

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Project Owner:

Design Consultant:



Architect:





GEOFFREY B. LIM

AIA, NCARB, LEED AP





PROJECT MANAGER:

DRAWN BY:


JOSHUA COOL

WESLEY STEPHENS

WESLEY STEPHENS

Issue For:

Issue Date:

Project Address:

Project Number:

Sheet Title:

Sheet Number:

Stamp:

Revisions:





.

NOT FOR

CONSTRUCTION

78-002-17 (MME17659)

10/30/17

S0.2

SPECIAL INSPECTIONS


LANDLORD REVIEW


NO. REASON DATE

Notes: 1. The inspection and testing agent(s) shall be engaged by the Owner or the Owner's Agent, and not by the Contractor or Subcontractor whose work is to be inspected or

tested. Any conflict of interest must be disclosed to the Building Official prior to commencing work. The qualifications of the Special Inspector(s) and/or

testing agencies may be subject to the approval of the Building Official and/or the Design Professional.

2. The list of Special Inspectors may be submitted as a separate document, if noted so above.

3. Special Insepctions as required by Section 1704.2.5 are not required where the fabricator is approved in accordance with IBC Section 1704.2.5.2

4. Observe on a random basis, operations need not be delayed pending these inspections. Perform these tasks for each welded joint, bolted connection, or steel element.

5. NDT of welds completed in an approved fabricator's shop may be performed by that fabricator when approved by the AHJ. Refer to AISC 360, N7.

1. Inspection during the anchorage ofelectrical equipment for emergency orstandby power systems


2. Inspection during the anchorage ofother electrical equipment


3. Inspection during installation andanchorage of piping systemsdesigned to carry hazardousmaterials, and their associatedmechanical units


4. Inspection during the installationand anchorage of HVAC ductworkthat will contain hazardous materials


5. Inspection during the installationand anchorage of vibration isolationsystems


Inspection during the anchorage ofstorage racks 8 feet or greater inheight


Inspection during the fabrication andinstallation of isolator units andenergy dissipation devices used aspart of the seismic isolation system

Shop and field inspection Periodic

1. Review certified mill test reports foreach shipment of reinforcement usedto resist earthquake-induced flexuraland axial forces in reinforced concretespecial moment frames, specialstructural walls, and coupling beamsconnecting special structural walls

Review certified mill test reports Each shipment

2. Verify reinforcement weldability ofASTM A615 reinforcement used toresist earthquake-induced flexural andaxial forces in reinforced concretespecial moment frames, specialstructural walls, and coupling beamsconnecting special structural walls

Review test reports Each shipment

Test in accordance with the qualityassurance requirements of AISC341

Shop (3) and field testing Per AISC 341

Review certificate of compliance fordesignated seismic systemcomponents.

Certificate of compliance review Each submittal

Test seismic isolation system inaccordance with ASCE 7 Section17.8

Prototype testing Per ASCE 7

1. Verify surface condition preparationof structural members


2. Verify application of sprayedfire-resistant materials


3. Verify average thickness of sprayedfire-resistant materials applied tostructural members


4. Verify density of the sprayedfire-resistant material complies withapproved fire-resistant design

Field inspection and testingPer IBCSection

1705.13.5

5. Verify the cohesive/adhesive bondstrength of the cured sprayedfire-resistant material

Field inspection and testingPer IBCSection

1705.13.6

Inspect mastic and intumescentfire-resistant coatings applied tostructural elements and decks


1. Verify materials, details andinstallations are per the approvedconstruction documents


2. Inspection of water-resistive barrierover sheathing substrate


1. Inspect penetration firestop systems Field testing Per ASTM E2174

2. Inspect fire-resistant joint systems Field testing Per ASTM E2393

1. Leakage testing and recording ofdevice locations prior toconcealment

Field testing Periodic

2. Prior to occupancy and aftersufficient completion, pressuredifference testing, flowmeasurements, and detection andcontrol verification

Field testing Periodic

1.Observe drilling operations andmaintain complete and accuraterecords for each element


2. Verify placement locations andplumbness, confirm elementdiameters, bell diameters (ifapplicable), lengths, embedment intobedrock (if applicable) and adequateend-bearing strata capacity. Recordconcrete or grout volumes


3. For concrete elements, performadditional inspections in accordancewith Section 1705.3



Field Inspection and testingIn accordance with


1. Verify installation equipment, piledimensions, tip elevations, final depth,final installation torque and other dataas required.



Field Inspection and testingIn accordance with


1. Inspection of field gluing operationsof elements of the mainwindforce-resisting system


2. Inspection of nailing, bolting,anchoring and other fastening ofcomponents within the mainwindforce-resisting system


1.Inspection during weldingoperations of elements of the mainwindforce-resisting system


2.Inspections for screw attachment,bolting, anchoring and other fasteningof components within the mainwindforce-resisting system


1. Roof cladding Shop (3) and field inspection Periodic

2. Wall cladding Shop (3) and field inspection Periodic

Inspection of structural steel inaccordance with AISC 341 Shop (3) and field inspection

In accordance withAISC 341

1. Inspection of field gluing operationsof elements of the seismic-forceresisting system


2. Inspection of nailing, bolting,anchoring and other fastening ofcomponents within theseismic-force-resisting system


1. Inspection during weldingoperations of elements of theseismic-force-resisting system


2. Inspections for screw attachment,bolting, anchoring and other fasteningof components within theseismic-force-resisting system


Inspect and verify that that thecomponent label, anchorage ormounting conforms to the certificate ofcompliance in accordance withSection 1705.12.3


1. Inspection during the erection andfastening of exterior cladding andinterior and exterior veneer


2. Inspection during the erection andfastening of interior and exteriornonbearing walls


3. Inspection during anchorage ofaccess floors


1.

2.

3.

4.

DATE:

Are Requirements for Seismic Resistance included in the Statement of Special Inspections?

Are Requirements for Wind Resistance included in the Statement of Special Inspections?OCT 4, 2017

1705.11.6 Mechanical andElectrical Components SpecialInspections for SeismicResistance

1705.11.7 Storage RacksSpecial Inspections for SeismicResistance

1705.11.8 Seismic IsolationSystems

1705.12.1 ConcreteReinforcement Testing andQualification for SeismicResistance

1705.12.2 Structural SteelTesting and Qualification forSeismic Resistance

1705.12.3 SeismicCertificationof NonstructuralComponents

1705.12.4 Seismic IsolationSystems

1705.13 Sprayed Fire-resistantMaterials

1705.14 Mastic andIntumescentFire-Resistant Coatings

1705.15 Exterior Insulation andFinish Systems (EIFS)

1705.16 Fire-ResistantPenetrations and Joints

1705.17 Smoke Control Systems

1705.8 Cast-in-Place DeepFoundations

1705.9 Helical Pile Foundations

1705.10.1 Structural WoodSpecial Inspections For WindResistance

1705.10.2 Cold-formed SteelSpecial Inspections For WindResistance

1705.10.3 Wind-resistingComponents

1705.11.1 Structural SteelSpecial Inspections for SeismicResistance

1705.11.2 Structural WoodSpecial Inspections for SeismicResistance

1705.11.3 Cold-formed SteelLight-Frame ConstructionSpecial Inspections forSeismicResistance

1705.11.4 Designated SeismicSystems Verification

1705.11.5 ArchitecturalComponents SpecialInspections for SeismicResistance

* INSPECTION AGENTS FIRM ADDRESS TELEPHONE NO.

No No

Project Owner:

Design Consultant:



Architect:





GEOFFREY B. LIM

AIA, NCARB, LEED AP





PROJECT MANAGER:

DRAWN BY:


JOSHUA COOL

WESLEY STEPHENS

WESLEY STEPHENS

Issue For:

Issue Date:

Project Address:

Project Number:

Sheet Title:

Sheet Number:

Stamp:

Revisions:





.

NOT FOR

CONSTRUCTION

78-002-17 (MME17659)

10/30/17

S0.3

SPECIAL INSPECTIONS


LANDLORD REVIEW


NO. REASON DATE

Project Owner:

Design Consultant:



Architect:





GEOFFREY B. LIM

AIA, NCARB, LEED AP





PROJECT MANAGER:

DRAWN BY:


JOSHUA COOL

WESLEY STEPHENS

WESLEY STEPHENS

Issue For:

Issue Date:

Project Address:

Project Number:

Sheet Title:

Sheet Number:

Stamp:

Revisions:





.

NOT FOR

CONSTRUCTION

78-002-17 (MME17659)

10/30/17

S0.4

PERSPECTIVE


LANDLORD REVIEW


SCALE:S0.4

1 PERSPECTIVE

NO. REASON DATE

x1 x2 x3 x4 x5

xA

xB

xC

xE

xG

xF

xD

1'-0"

12'-8"

9'-2"

15'-7"

15'-7"

9'-2"

12'-8"

1'-0" 22'-9" 22'-9" 22'-9" 28'-0"

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

9

HSS5X

0.25

0

HSS5X

0.25

0

W6X

9

W6X

9

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

HSS5X

0.25

0

W6X

15 -

EXIST

HSS4X

4X5/

16

HSS4X

4X5/

16

HSS4X

4X5/

16

HSS4X

4X5/

16

HSS5X

0.25

0

EXISTING CONCRETE SLAB ON GRADETHICKNESS UNKNOWN. GC TO

VERIFY

74'-10"

96'-3"

1

A

C

1

S2.2

___________

D

E2'-6

"

4

S2.1

___________

2

S2.0

___________

1

S2.0

___________

1

S2.1

___________

2

S2.1

___________

2

5

S2.1

___________

3

S2.1

___________

16'-6 3/8" 6'-2 5/8"

HSS8X8X3/8

HSS8X8X3/8

HSS8X

8X3/

8

HSS8X

8X3/

8

HSS6X

6X1/

4

F5.0 (-2'-0")

F5075 (-2'-0")

F5075 (-2'-0")

F5.0 (-2'-0")

Project Owner:

Design Consultant:



Architect:





GEOFFREY B. LIM

AIA, NCARB, LEED AP





PROJECT MANAGER:

DRAWN BY:


DOUGLAS SWEENEY, PE, SE



Issue For:

Issue Date:

Project Address:

Project Number:

Sheet Title:

Sheet Number:

Stamp:

Revisions:





.

NOT FOR

CONSTRUCTION

78-002-17 (MME17659)

10/30/17

S1.0

GROUND FLOOR &FOUNDATION PLAN


LANDLORD REVIEW


NO. REASON DATE

SCALE: 1/4" = 1'-0"S1.0

1 GROUND FLOOR & FOUNDATION PLAN

NEW 4" NW CONCRETE SLAB ON GRADEREINFORCE WITH #3's AT 18" o.c.. T/SLAB

ELEVATION TO MATCH

NEW 4" NW CONCRETE SLAB ON GRADEREINFORCE WITH #3's AT 18" o.c.. T/SLAB

ELEVATION TO MATCH

x1 x2 x3 x4 x5

xA

xB

xC

xE

xG

xF

xD

9'-9 9

/16"

1'-0"

12'-8"

9'-2"

15'-7"

15'-7"

9'-2"

12'-8"

10'-6 9/16" 1'-0" 22'-9" 22'-9" 22'-9" 28'-0"

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

HS

S5X

5X

3/1

6

HS

S5X

5X

3/1

6

HSS5X5X3/16

HSS5X5X3/16

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

EL 15'-8 1/2" EL 15'-8 1/2" EL 15'-8 1/2" EL 15'-8 1/2" EL 15'-8 1/2"

EL 15'-0"EL 15'-0"

EL 15'-0"

EL 15'-0"EL 15'-0"EL 15'-0"

EL 15'-0"

EL 15'-0" EL 15'-0"EL 15'-0"

EL 15'-0"

96'-3"

74'-10"

1

A

C

1

S2.2

___________

D

E

4

S2.1

___________

2

S2.0

___________

1

S2.0

___________

1

S2.1

___________2

S2.1

___________

EL 17'-10"

2

5

S2.1

___________

16'-6 3/8" 6'-2 5/8"

34'-7"

22'-11 3/8"

16'-8 1/8"

3

S2.1

___________

31'-6 1

/8"

32'-11 7

/8"

HSS12X6X1/4

HS

S20X

4X

1/2

HS

S20X

4X

1/2

HSS12X6X1/4

NEW ROOFTOP MECHANICALUNIT. SEE MECH DRAWINGS




L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

HSS12

x8x1

/2

LIGHT GAGE FRAMING INFILL

LIG

HT

GA

GE

FR

AM

ING

IN

FIL

L

11'-0

1/4

"

2'-6

"

Project Owner:

Design Consultant:



Architect:





GEOFFREY B. LIM

AIA, NCARB, LEED AP





PROJECT MANAGER:

DRAWN BY:


JOSHUA COOL

WESLEY STEPHENS

WESLEY STEPHENS

Issue For:

Issue Date:

Project Address:

Project Number:

Sheet Title:

Sheet Number:

Stamp:

Revisions:





.

NOT FOR

CONSTRUCTION

78-002-17 (MME17659)

10/30/17

S1.1

ROOF FRAMING PLAN


LANDLORD REVIEW


SCALE: 1/4" = 1'-0"S1.1

1 ROOF FRAMING PLAN

NO. REASON DATE


0"

ROOF FRAMING PLAN15'-0"

PARAPET25'-6"

HSS20X4X1/2

HSS20X4X1/2

HSS20X4X1/2

HSS8X

8X3/

8

HSS8X

8X3/

8

HSS6X

6X1/

4

T/STEEL+26'-2"

NOTE:FOR TOWER INFORMATION SEESHEET S2.2


0"


PARAPET25'-6"

HSS20X4X1/2

HSS20X4X1/2

HSS8X

8X3/

8

HSS8X

8X3/

8

NOTE:FOR TOWER INFORMATION SEESHEET S2.2

Project Owner:

Design Consultant:



Architect:





GEOFFREY B. LIM

AIA, NCARB, LEED AP





PROJECT MANAGER:

DRAWN BY:


JOSHUA COOL

WESLEY STEPHENS

WESLEY STEPHENS

Issue For:

Issue Date:

Project Address:

Project Number:

Sheet Title:

Sheet Number:

Stamp:

Revisions:





.

NOT FOR

CONSTRUCTION

78-002-17 (MME17659)

10/30/17

S2.0

CANOPY ELEVATIONS


LANDLORD REVIEW


SCALE: 3/16" = 1'-0"S2.0

1 CANOPY ELEVATION - SOUTH

SCALE: 3/16" = 1'-0"S2.0

2 CANOPY ELEVATION - WEST

NO. REASON DATE


0"Level 1

0' - 0"

Level 215' - 0"

xA


A

1'-0" VARIES

HSS12x4 SPANDRELBEAM, SEE PLAN

EXISTING PARAPETTO REMAIN

EXISTING BUILDING ROOFSTRUCTURE, TO REMAIN

EXISTING CONC SLABON GRADE, TO REMAIN

6'-6"

HSS12X6X1/4

NEW HSS8x8 COLUMNSEE PLAN


0"

xA


A

1'-0" VARIES

4'-3"

HSS12X6X1/4



EXISTING BUILDING COLUMNTO REMAIN

EXISTING BUILDING ROOFSTRUCTURE, TO REMAIN




0"Level 1

0' - 0"

Level 215' - 0"

x1


1

VARIES 1'-0"

6'-3"





HSS12x6 OUTRIGGERSEE PLAN



0"Level 1

0' - 0"

Level 215' - 0"

x1


1

2'-8"

NEW HSS 8x8 COLUMNSEE PLAN





VARIES1'-0"

HSS12x6 OUTRIGGERSEE PLAN


0"Level 1

0' - 0"

Level 215' - 0"

xA


A

2'-8"


1'-0"



Project Owner:

Design Consultant:



Architect:





GEOFFREY B. LIM

AIA, NCARB, LEED AP





PROJECT MANAGER:

DRAWN BY:


JOSHUA COOL

WESLEY STEPHENS

WESLEY STEPHENS

Issue For:

Issue Date:

Project Address:

Project Number:

Sheet Title:

Sheet Number:

Stamp:

Revisions:





.

NOT FOR

CONSTRUCTION

78-002-17 (MME17659)

10/30/17

S2.1

CANOPY SECTIONS


LANDLORD REVIEW


SCALE: 3/8" = 1'-0"S2.1

2 SECTION @ x2-LINESCALE: 3/8" = 1'-0"S2.1

1 SECTION @ x3-LINESCALE: 3/8" = 1'-0"S2.1

3 SECTION @ xC-LINESCALE: 3/8" = 1'-0"S2.1

4 SECTION @ xE-LINESCALE: 3/8" = 1'-0"S2.1

5 SECTION @ 2-LINE

NO. REASON DATE


0"


DE

2'-6"

15'-1"

9'-6"

12'-6"

2'-6"

7°

20°

8'-9 1

/4"

9'-7 3

/16"

SEE PLAN/ARCH

Project Owner:

Design Consultant:



Architect:





GEOFFREY B. LIM

AIA, NCARB, LEED AP





PROJECT MANAGER:

DRAWN BY:


JOSHUA COOL

WESLEY STEPHENS

WESLEY STEPHENS

Issue For:

Issue Date:

Project Address:

Project Number:

Sheet Title:

Sheet Number:

Stamp:

Revisions:





.

NOT FOR

CONSTRUCTION

78-002-17 (MME17659)

10/30/17

S2.2

TOWER ELEVATION


LANDLORD REVIEW


SCALE: 3/8" = 1'-0"S2.2

1 TOWER ELEVATION

NO. REASON DATE

ENGINEER NOTES:1) USE THIS DETAIL FOR BLDGS WITHOUT WHEELED TRAFFIC OR HEAVY LOADS SUCH AS OFFICE BLDGS, RETAIL, ETC.2) DELETE NOTE #2 IF SANDY SOILS & NOT REQ'D.

STOP REINF (IF REQ'D)EA SIDE OF JOINT

PREMOLDED EXPJOINT MATERIAL

CRACK CONTROL JOINT CONSTRUCTION JOINT EXPANSION JOINT AT WALL

NOTES:1) USE CONSTRUCTION JOINT INSTEAD OF CRACK CONTROL JOINT WHEREVER CONSTRUCTION IS STOPPED OR WHERE CALLED FOR ON PLAN.2) PROVIDE CRUSHED STONE OR GRAVEL UNDER SLAB AS RECOMMENDED BY GOETECHNICAL REPORT FOR THE PROJECT.

"T"/

2

1/8" CONTROL JOINT

"T"/

4

"T"

CONT VAPORBARRIER, TYP

BREAK BOND w/CURING COMPOUND

"T"

I1/2"

SAW CUT JOINT, CUTBETWEEN 4&12 HOURSAFTER CONC IS PLACED

PROVIDE FULL DEPTHBULKHEAD HELD FIRMLYIN A VERTICAL POSITION

WWF, SEE PLAN1-#4 TOP

2-#4 CONT w/#3 @ 36" TRANSV

1'-4"

1'-0"

SE

EP

LA

N

T/SLAB EL,SEE PLAN

TYPICAL TURNDOWN

BASE PL & ANCHOR ROD,SEE DETAIL ?/??

4"

T/SLAB EL,TO MATCHEXISTING

TOP REINF IF REQ'D

.

3" CLR,TYPCL COL & FTGANCHOR ROD GRADE

A36 ASTM F1554,OR NUT & WASHERTACK WELDED TOTHREADED ROD

FTG SIZE &REINF, SEE PLAN

T/FTG EL,SEE PLAN

1"

NO

N-S

HR

INK

GR

OU

T, M

IN

COLUMN, SEE PLAN

TYPICAL COLUMN FOOTING

"T"

SE

E P

LA

N

"T"

WWF, SEE PLAN T/SLAB ELSEE PLAN

SE

E P

LA

N

TYP

6"

MIN6"

1'-0" 1'-0"

SE

EP

LA

N

1/2".

1 7/8".

5-#4 CONT

W-19-4 (1x3/16)GALV SERRATEDSTEEL GRATING

NOTE:GRATING SUPPORTSHALL BE HOTDIPPED GALVANIZEDAFTER ASSEMBLY

L2 1/2x2x1/4 CONT (LLH)STUD ANCHORS 1/2øx5" LG@ 24" OC

CONT BAR BYGRATING DEPTH

#4 @ 18"

1/8 1-8

T/SLAB ELSEE PLAN

T/FTG EL,

SEE PLAN

1

1

1

1

NOTE:FOR PIPES RUNNING PARALLEL TOSTRIP FTGS, FTG DEPTH & PIPELOCATION SHALL BE COORDINATEDSO THAT THE PIPE IS NOT WITHINFTG LOAD DISTRIBUTION INFLUENCELINE AS ILLUSTRATED.

TYP PIPE PARALLEL TO WALL

T/FTG EL,

SEE PLAN

11/2" COMPRESSIBLE MATERIALAROUND PIPE OR PROVIDE PIPESLEEVE (TYP)

NO

PIP

E T

O B

E P

LA

CE

D

WIT

HIN

FO

OT

ING

AT EXISTING PIPES WRAPw/ 2" STYROFOAM OR SLICEPVC PIPE 2"ø LARGER & PLACEAROUND PIPE (SEAL SLIT w/DUCT TAPE)

CONCRETE FILL IS TO BE PLACEDBEFORE FOOTING IS POURED ANDTO BE THE SAME WIDTH AS FTG,POUR FULL WIDTH OF PIPE TRENCH

MIN6"

MA

X

4'-0"

9" MIN

TYP PIPE PENETRATION THRU WALL

Project Owner:

Design Consultant:



Architect:





GEOFFREY B. LIM

AIA, NCARB, LEED AP





PROJECT MANAGER:

DRAWN BY:


JOSHUA COOL

WESLEY STEPHENS

WESLEY STEPHENS

Issue For:

Issue Date:

Project Address:

Project Number:

Sheet Title:

Sheet Number:

Stamp:

Revisions:





.

NOT FOR

CONSTRUCTION

78-002-17 (MME17659)

10/30/17

S3.0

SLAB ON GRADEDETAILS


LANDLORD REVIEW


NO. REASON DATE

SCALE: 3/4" = 1'-0"S3.0

1 TYP SLAB ON GRADE JOINTSSCALE: 3/4" = 1'-0"S3.0

2 TYP TURNDOWNSCALE: 3/4" = 1'-0"S3.0

3 TYPICAL COLUMN FOOTINGSCALE: 3/4" = 1'-0"S3.0

4 SLAB STEP

SCALE: 3/4" = 1'-0"S3.0

5 TRENCH DRAIN SECTIONSCALE: 3/16" = 1'-0"S3.0

6 PIPE PENTERATION AT WALL FOOTINGSCALE: 3/4" = 1'-0"S3.0

7 NEW TO EXISTING SLAB

TUBE COL,SEE PLAN

L2 1/2x21/2x1/4w/ 1/2"Ø BOLT

TUBE BEAM,SEE PLAN

3/16TYP

SECTION A-A

'X' DIM

≤ 3'-0"

≤ 6'-0"

≤ 9'-0"

3/16TYP

'X' M

EM

BE

R

NOTES:1) VERIFY ALL DIM w/ SUPPLIER BEFORE FABRICATION.2) INSTALL PREFAB CURBS DIRECTLY ON STEEL SUPPORT ANGLES.3) ROOF DECK IS NOT REQUIRED INSIDE MECH UNIT CURBS.4) AT OPENINGS 6" TO 12" PROVIDE L2x2x1/4x3'-0" LG PERPENDICULAR TO DECK SPAN. 5/8"ø WELD TO EA FLUTE.

OPNG SIZE EQUALSINSIDE DIMENSION OFPREFAB CURBS

PLAN

A A

CL BEAM OR JOIST (IF JOIST, SEE DETAIL ______ FOR BRACE)

L3x3x5/16

L4x3x3/8 LLV

L4x4x3/8

'X' MEMBER

1"

'X' M

EM

BE

R

"X"

DIM

EN

SIO

NS

EE

PLA

N

L4x3x3/8 (LLV)

L4x3x3/8 (LLV)

PROVIDE 5/8"ø BURGLARBARS @ 6" EW, OMIT ATDUCT OPNG (IF REQ'DSEE ARCH)

1/8

1/8TYP

3/8

"

TYPICAL FRAMING AT ROOF OPENING

METAL DECK,SEE PLAN

REINF METAL DECKw/ L2x2x1/4x3'-0" EASIDE OF OPENING. WELD EAFLUTE, FRAME NOT REQ'D

TOP CHORD OF JOIST

NOTES:1) SMALLER THAN 12'' SQ & LARGER THAN 6'' SQ.2) WELD TO BE 5/8" PUDDLE TYPE.

SMALL OPENING DETAIL

Project Owner:

Design Consultant:



Architect:





GEOFFREY B. LIM

AIA, NCARB, LEED AP





PROJECT MANAGER:

DRAWN BY:


JOSHUA COOL

WESLEY STEPHENS

WESLEY STEPHENS

Issue For:

Issue Date:

Project Address:

Project Number:

Sheet Title:

Sheet Number:

Stamp:

Revisions:





.

NOT FOR

CONSTRUCTION

78-002-17 (MME17659)

10/30/17

S4.0

ELEVATED FRAMINGDETAILS


LANDLORD REVIEW


NO. REASON DATE

SCALE: 3/4" = 1'-0"S4.0

1 TYP TUBE CONNSCALE: 3/4" = 1'-0"S4.0

2 TYPICAL FRAMING AT ROOF OPENINGSCALE: 3/4" = 1'-0"S4.0

3 SMALL OPENING DETAIL

CL WALL

3 5/8"x20 GA MTLSTUDS @ 16" OC

CONT 16 GA TRACK

CONT WWF

SE

EP

LA

N8"

FIN FLR

2-#4 CONT

4" 8" 8"

1/2"ø ANCH RODS x 1'-0"w/ 3" HK @ 4'-0" OC

1/2" SHEATHING,SEE SCHEDULE

EXTERIOR METAL STUDWALL, SEE SCHEDULEON ?/??

POWDER ACTUATEDFASTENER, SEEFASTENER SCHEDULEON ?/??

2' -

0"

MIN

3-#5 CONTw/ #3 @ 36 TRANSV1'-6"

3"

CLR

,T

YP

3" CLR

TYP

SE

EP

LA

N

WWF,SEE PLAN

SEE DETAIL ?/?.?

2' -

0"

MIN

1' -

5 1

3/1

6"

MIN

2" MINEDGE DIST

STEEL STUD

ATTACH STUD TO RUNNER TRACKWITH SCREWS THROUGH EAFLANGE AS SHOWN

RUNNER TRACK

POWDER ACTUATEDFASTENER, SEEFASTENER SCHEDULEON S-4.2 FOR SIZE& SPACING

CONCRETESLAB

EXTERIOR STUD TO TRACK

CL STUD

CONCRETESLAB

STEEL STUD

RUNNER TRACK

INTERIOR STUD TO TRACK

STUD

* NOTE: NOTIFY ENGINEER INWRITING IF TRUSS GIRDERREACTION EXCEEDS MAXIMUMVALUE SHOWN.

COLUMN SCHEDULE

STUD SIZE& GAUGE

MAXIMUMREACTION (lbs.)

2-3 1/2" 12ga 20000# *

ATTACH AT BOTHSTUD FLANGES

NOTES:1) FASTEN BUILT-UP MEMBERS @ 8" OC VERTICALLY.2) HOLD DOWN NOT SHOWN, SEE ?/S-?3) MIN (2) STUDS

TRACK

TRACK

9" PIECE OF STUDINSIDE TRACK

___ SCREWS MIN EASIDE OF SPLICE (TYP)

TOP & BOT TRACK SPLICE

(8) - #8-18x3/4" HWH TEKSELF DRILLING SCREWS, ASMANUF BY ITW BUILDEX TYP

EA SIDE OF SPLICE

SIMPSON CS18 COILEDSTRAP 12" LONG EA SIDE

PROVIDE DOUBLE STUD@ SPLICE LOCATION

STEEL DISTRIBUTIONMEMBER SPLICE

TRACK ATTACHED w/SCREWS @ 16" OC(TOP & BOT, ES) (TYP)

TWO MEMBERHEADER, SEE PLANFOR MEMBER SIZES

18GA CLIP ANGLEw/ 4-SCREWS INTOEA SIDE (TYP)

COPE FLANGES TO ALLOWEXTENSION OF THE WEBS FOR

CONN TO SUPPORT MEMBER(4 SCREWS EA SIDE)

FULL HEIGHT JAMBS,SEE SECTION A-A IN

DETAIL _____

NOTE:DISTRIBUTION HEADER NOT SHOWN, SEESECTION B-B IN DETAIL _____

NOTE:HOLDDOWN CLIPS FROM TRACK TO FULL HEIGHTSTUDS NOT SHOWN, SEE DETAIL _____

2" MIN

EDGE

DISTANCE @

EXT WALLS

SEE _____

6" MAX1'-0" MAX

FULL HEIGHT JAMB STUDS,SEE DETAIL _____ FORCONNECTION

TRACK

(4) PAF TYP EASIDE OF JAMB STUD

T/SLAB EL

ONE HEADERSTUD ANDTWO FULLHGT STUDS

4" 18GA WALLSTUDS @ 16"OC TYP

HEADER,SEE B-B

TOP PLATE,SEE B-B

18 GA STRAP w/ 4-#10 SCREWS EA END

B-B

A-A

S/LTT20 TENSION TIEw/ 1/2"ø EPOXY ANCHORINTO FOUNDATION

STUDSSUPPORTINGHEADER

TRACK STUDS

FULL HEIGHT JAMBSTUDS, TO MATCHWALL STUDS

JAMB DETAIL

A-A

CONTINUOUS TRACK,GAUGE TO MATCHWALL STUDS (TYP)

WALL STUDS

2-10"18GASTUDS

ROOF HEADER DETAIL

B-B

UP TO 6'

FASTENER SCHEDULE

HURRICANE CLIP/FASTENER REQUIREMENTS (1) (2)

LOCATION

ROOF GIRDER TRUSS S/HD8 (3)

TOP OR BOT TRACK AT 2-#8 SCREWS (6)EXT WALLS & INT WALLS TRACK TO STUDw/ ROOF BEARING

FLOOR TO FLOOR STRAP CS22 @ 32" EACH,AT EXT WALLS & INT 6-#10 SCREWS INTOWALLS w/ ROOF BEARING UPPER & LOWER STUD

OSB OR GYP BOARD #8 SCREWS (7) @ 6" ATSHEATHING TO FRAMING EDGES 12" AT INTERMEDIATE(AT SHEARWALLS, SEESCHEDULE _____)

SILL PLATE TO FOUNDATION 0.145øx1 1/2" PDF @ 16" OC,SLAB (4)(5) SEE _____

AT CANOPIES (UON): 2 - CS20 BEAM TO POST POST S/LTT20 TO FOUNDATION

TYPICAL ROOF TRUSS (2) UPLIFT REQUIRED CLIP <415# 1-S/H2.5 <830# 2-S/H2.5 <1055# 1-MTS12 & 1-S/H2.5 <1280# 2-MTS 12

1281#<UPLIFT<7920# S/HD8 (3)

?

NOTES:1) ALL CONNECTORS LISTED ARE SIMPSON STRONG-TIE.

2) ROOF TRUSS CLIPS ARE APPROXIMATE, AND ARE PROVIDED FOR BID PURPOSES ONLY. CLIPS FOR ROOF TRUSSES ARE SUBJECT TO REVISION UPON REVIEW OF SHOP DRAWINGS.

3) S/HD HOLDOWN CONNECTION REQUIRE STUDS UNDER TRUSS, FROM STUD TO STUD AT EA FLOOR AND FROM STUD INTO SLAB ON GRADE. SEE DETAIL ____.

4) SEE SHEARWALL SCHEDULE FOR SILL PLATE ATTACHMENT AT SHEARWALLS.

5) AT INT WALLS, POWER DRIVEN FASTENER (PDF) WITH A MIN SHANK DIAMETER OF 0.145" WITH A MAXIMUM SPACING OF 12" OR 1/2"ø EXP BOLTS @ 48" MAY BE SUBSTITUTED. AT EXTERIOR WALLS, 1/2"ø BOLTS EPOXIED INTO THE SLAB MAY BE SUBSTITUTED.

6) SCREWS SHALL BE TEK, SELF-DRILLING FASTENERS AS MANUFACTURED BY ITw/ BUILDEX OR APPROVED EQUAL.

7) HEAD STYLES SHALL BE BUGLE-HEAD, FLAT-HEAD, OR SIMILAR HEAD WITH A MINIMUM HEAD DIAMETER OF 0.29 INCHES.

2 1/2"-20 GAUGE CONTBRIDGING w/ (1) #12-14SCREW @ EA FLANGE PERSTUD. SPACE VERTICALLY@ 4'-0" OC MAX

NOTE:ALL BRIDGING MUSTTERMINATE AT A STUDGROUP OF 2 STUDS MINOR WITH SOLID BLOCKINGPER OPTION "B".

OPTION A

HORIZONTAL WALL BRIDGING

LIGHT GAUGEMETAL STUDFRAMING(SEE SECTIONS)

CONT TRACK, SEEGENERAL NOTES

#10-16 SCREW @ EASIDE OF FLANGE

SLAB ON GRADE(BY OTHERS)

HILTI KWIK CON IISYSTEM (OR EQUAL)@ 8" OC MAX

STUD SPACING

SEE SELECTION

SLAB CONNECTION

PLATE 2"x12GAx(GROUP WIDTH-1/2")@ 2'-0" OC MAX w/ 1-#10-16 TEKSCREW PER STUD (TYP NS & FS)

ATTACH TO CONCRETE USING1/4"øx1 3/4" HILTI KWIK CON II(OR EQUAL) @ 8" OC MAX

PROVIDE L6x6x12GA CLIPw/ 8-#12 SCREWS AND2-1/4"x1 3/4" HILTI KWIKCON II EA SIDE OF STUD GROUP

CONT TRACK, SEEGENERAL NOTES

2'-0"M

AX

STUD GROUP ATTACHMENT

Project Owner:

Design Consultant:



Architect:





GEOFFREY B. LIM

AIA, NCARB, LEED AP





PROJECT MANAGER:

DRAWN BY:


JOSHUA COOL

WESLEY STEPHENS

WESLEY STEPHENS

Issue For:

Issue Date:

Project Address:

Project Number:

Sheet Title:

Sheet Number:

Stamp:

Revisions:





.

NOT FOR

CONSTRUCTION

78-002-17 (MME17659)

10/30/17

S5.0

LIGHT GAGE FRAMINGDETAILS


LANDLORD REVIEW


NO. REASON DATE

SCALE: 3/4" = 1'-0"S5.0

1 LG-SLGF001SCALE: 3/4" = 1'-0"S5.0

2 THICKENED EDGE FOOTING @ EXTERIOR WALLSCALE: 3/4" = 1'-0"S5.0

3 LG-SLGF005SCALE: 3/4" = 1'-0"S5.0

4 ISO OF BUILT-UP METAL STUD COL

SCALE: 3/4" = 1'-0"S5.0

5 LG-SLGF013SCALE: 3/4" = 1'-0"S5.0

6 TYPICAL HEADER CONNECTIONSCALE: 1" = 1'-0"S5.0

7 WINDOW JAMB ANCHORAGESCALE: 3/4" = 1'-0"S5.0

8 TYP METAL STUD WALL ELEV

SCALE: 3/4" = 1'-0"S5.0

9 LG-SLGF018SCALE: 3/4" = 1'-0"S5.0

10 HORIZONTAL WALL BRIDGINGSCALE: 3/4" = 1'-0"S5.0

11 SLAB CONNECTIONSCALE: 3/4" = 1'-0"S5.0

12 STUD GROUP ATTACHMENT

x1 x2 x3 x4 x5

xA

xB

xC

xE

xG

xF

xD

12'-8"

9'-2"

15'-7"

15'-7"

9'-2"

12'-8"

22'-9" 22'-9" 22'-9" 28'-0"

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

9

HSS5X

0.25

0

HSS5X

0.25

0

W6X

9

W6X

9

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

W6X

15 -

EXIST

HSS5X

0.25

0

W6X

15 -

EXIST

HSS4X

4X5/

16

HSS4X

4X5/

16

HSS4X

4X5/

16

HSS4X

4X5/

16

HSS5X

0.25

0

EXISTING CONCRETE SLAB ON GRADETHICKNESS UNKNOWN. GC TO

VERIFY. TO REMAIN TO EXTENTS SHOWN

74'-10"

96'-3"

SLAB ON GRADE TO BE REMOVEDTO ACCOMODATE NEW RESTROOMS

SLAB ON GRADE TO BE REMOVEDTO ACCOMODATE NEW RESTROOMS

Project Owner:

Design Consultant:



Architect:





GEOFFREY B. LIM

AIA, NCARB, LEED AP





PROJECT MANAGER:

DRAWN BY:


JOSHUA COOL

WESLEY STEPHENS

WESLEY STEPHENS

Issue For:

Issue Date:

Project Address:

Project Number:

Sheet Title:

Sheet Number:

Stamp:

Revisions:





.

NOT FOR

CONSTRUCTION

78-002-17 (MME17659)

10/30/17

SD1.0

GROUND FLOOR &FOUNDATION PLAN -DEMOLITION


LANDLORD REVIEW


SCALE: 1/4" = 1'-0"SD1.0

1

GROUND FLOOR & FOUNDATION PLAN -DEMOLITION

NO. REASON DATE

x1 x2 x3 x4 x5

xA

xB

xC

xE

xG

xF

xD

12'-8"

9'-2"

15'-7"

15'-7"

9'-2"

12'-8"

22'-9" 22'-9" 22'-9" 28'-0"

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

HS

S5X

5X

3/1

6

HS

S5X

5X

3/1

6

HSS5X5X3/16

HSS5X5X3/16

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X

16 -

EX

IST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

W5X16 -EXIST

EL 15'-8 1/2" EL 15'-8 1/2" EL 15'-8 1/2" EL 15'-8 1/2" EL 15'-8 1/2"

EL 15'-0"EL 15'-0"

EL 15'-0"

EL 15'-0"EL 15'-0"EL 15'-0"

EL 15'-0"

EL 15'-0" EL 15'-0"EL 15'-0"

EL 15'-0"

96'-3"

74'-10"

Project Owner:

Design Consultant:



Architect:





GEOFFREY B. LIM

AIA, NCARB, LEED AP





PROJECT MANAGER:

DRAWN BY:


JOSHUA COOL

WESLEY STEPHENS

WESLEY STEPHENS

Issue For:

Issue Date:

Project Address:

Project Number:

Sheet Title:

Sheet Number:

Stamp:

Revisions:





.

NOT FOR

CONSTRUCTION

78-002-17 (MME17659)

10/30/17

SD1.1

ROOF FRAMING PLAN -DEMOLITION


LANDLORD REVIEW


SCALE: 1/4" = 1'-0"SD1.1

1 ROOF FRAMING PLAN - DEMOLITION

NO. REASON DATE

components and cladding loads1 carson/structural plans.pdfmetal deck s/s sd steel joist s/s sd...

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