revisions by...allowable uniform load shown in the aisc manual, 13th edition tables of allowable...

A.F.F. ABOVE FINISH FLOORADJ. ADJACENTALT. ALTERNATEAPPROX. APPROXIMATEARCH. ARCHITECTURALBRG. BEARINGCANT. CANTILEVERCLR. CLEARCOL COLUMNCMU CONCRETE MASONRY UNITCONC. CONCRETECONT . CONTINUOUSC.J. CONTROL JOINTCSJ CONSTRUCTION JOINTDIAG. DIAGONALDIA. or Ø DIAMETERDIM DIMENSIONDN DOWND.F. DOUGLAS-FIRDWG. DRAWINGEA. EACHE.W. EACH WAYELEC. ELECTRICALEQ. EQUALEXP. JT. EXPANSION JOINTEXT. EXTERIORF. FLR. FINISH FLOORFLR. FLOORGA. GAUGEGALV. GALVANIZEDHORIZ. HORIZONTALIBC INTERNATIONAL BUILDING CODEINSUL . INSULATIONINT. INTERIORISOL. JT. ISOLATION JOINTK KIPSL LINTELLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALMANUF. MANUFACTURERMATL. MATERIALMAX. MAXIMUMMECH. MECHANICALMIN. MINIMUMN.I.C. NOT IN CONTRACTN.T.S. NOT TO SCALEo.c. ON CENTERPC PRE-CASTPL PLATEREINF. REINFORCEMENTRW RETAINING WALLREQ'D REQUIREDREQ'MTS REQUIREMENTSSHCED. SCHEDULESECT. SECTIONSW SHEAR WALLSHT. SHEETSIM. SIMILARS-O-G SLAB-ON-GRADESYP SOUTHERN-YELLOW-PINESPF SPRUCE-PINE-FIRT.O.F . TOP OF FOOTINGT.O.S. TOP OF SLABTO. STL. TOP OF STEELT.O.W. TOP OF WALLTYP. TYPICALU.N.O. UNLESS NOTED OTHERWISEVB VAPOR BARRIERV.I.F. VERIFY IN FIELDVERT. VERTICALW.W.M. WELDED WIRE MESHw/ WITHw/o WITHOUT

ABBREVIATIONS:CONSTRUCTION NOTES:

A. GENERAL:1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE VIRGINIA STATEWIDE UNIFORM BUILDING CODE, THE 2009

INTERNATIONAL BUILDING CODE (IBC 2009) AND THE STANDARDS AND SPECIFICATIONS OF THE COUNTY OF CLARKECOUNTY, VIRGINIA.

2. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY "MISS UTILITY" BY TELEPHONE AT 811 AT LEAST TWO (2)WORKING DAYS BUT NOT MORE THAN TEN (10) WORKING DAYS PRIOR TO COMMENCEMENT OF ANY LAND DISTURBINGACTIVITIES.

3. THE CONTRACTOR SHALL BE LICENSED IN THE COMMONWEALTH OF VIRGINIA IN ACCORDANCE WITH CHAPTER 11 OF TITLE54.1 OF THE CODE OF VIRGINIA. THE CONTRACTOR SHALL BE REQUIRED TO OBTAIN ALL NECESSARY PERMITS PRIOR TOCONSTRUCTION. IT SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN WORKMAN'S COMPENSATIONINSURANCE AND CONTRACTORS GENERAL LIABILITY COVERAGE. A CERTIFICATE OF INSURANCE SHALL BE SUBMITTED TOTHE OWNER.

4. ALL WORK SHALL BE PERFORMED IN AN EXPEDITIOUS AND WORKMANLIKE MANNER AND IN ACCORDANCE WITH ALLGENERALLY ACCEPTED TRADE PRACTICES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN A CLEANAND ORDERLY SITE THROUGHOUT THE CONSTRUCTION PROCESS.

5. THESE STRUCTURAL DRAWINGS SHALL BE READ IN CONCERT WITH ALL OTHER CONTRACT DOCUMENTS ANDSPECIFICATIONS.

6. EVERY EFFORT HAS BEEN MADE TO VERIFY THE DIMENSIONS AND ENSURE THE ACCURACY OF THESE PLANS. HOWEVER,THE CONTRACTOR SHALL VERIFY DIMENSIONS PRIOR TO THE CONSTRUCTION PROCESS AND IF ANY DISCREPANCIES DOEXIST, THEN THE PROJECT ARCHITECT OR PROJECT ENGINEER SHALL BE NOTIFIED BEFORE THE NECESSARY ADJUSTMENTSARE MADE.

7. DO NOT SCALE THE DRAWINGS. THE DIMENSIONS INDICATED ON THE PRINTS SHALL CONTROL.8. THE TYPICAL DETAILS PROVIDED ON THESE DRAWINGS ARE TO DESCRIBE THE CONSTRUCTION STANDARDS TO BE APPLIED

AS PART OF THIS PROJECT. THE DETAILS MAY BE ADJUSTED, AS REQUIRED, TO ACCOUNT FOR VARYING CONDITIONS INTHE FIELD. SIGNIFICANT ADJUSTMENTS SHALL BE PRESENTED TO THE PROJECT ENGINEER FOR REVIEW AND APPROVALPRIOR TO ANY INSTALLATION OR FABRICATION. ALL TYPICAL DETAILS SHALL BE REVIEWED BY THE CONTRACTOR ANDAPPROPRIATE SUBCONTRACTORS PRIOR TO ANY DETAILING, FABRICATION, AND/OR INSTALLATION. ANY CONFLICTS ORCLARIFICATIONS SHALL BE RESOLVED BEFORE THE COMMENCEMENT OF WORK.

9. SHOP DRAWINGS OF ALL PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL BE SUBMITTED FOR REVIEW PRIOR TO ANYFABRICATION OR INSTALLATION.

10. COORDINATE SIZE AND INSTALLATION OF ALL OPENINGS, SLEEVES, INSERTS, TIES, EQUIPMENT PADS, EQUIPMENTSUPPORTS, ETC. WITH APPROPRIATE TRADES AND CONTRACT DRAWINGS PRIOR TO INSTALLATION OR FABRICATION.

11. THE CONTRACTOR IS RESPONSIBLE FOR THE IMPLEMENTATION OF ALL O.S.H.A. STANDARDS, SO THAT THECONSTRUCTION SITE IS SECURE AND THAT THE SAFETY OF THE PUBLIC AND ALL PARTIES INVOLVED IN THE CONSTRUCTIONPROCESS IS PRESERVED.

12. ADEQUATE TEMPORARY SUPPORT STRUCTURES, SUCH AS SHEETING, SHORING, AND BRACING, SHALL BE INSTALLEDDURING CONSTRUCTION UNTIL THE WIND RESISTING SYSTEMS ARE IN PLACE AND THE SUPPORTING DIAPHRAGMS ARE INPLACE AND HAVE ATTAINED 75% STRENGTH. SHORING AND BRACING SHALL RESIST FORCES SUCH AS WIND ANDUNBALANCED LOADING DUE TO CONSTRUCTION. BRACING SYSTEMS SHALL BE DESIGNED BY A REGISTEREDPROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE COMMONWEALTH OF VIRGINIA. IMPOSED CONSTRUCTION LOADSIN EXCESS OF THE STATED DESIGN LOADS MUST BE APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO PLACING OFSUCH LOADS.

13. IF APPLICABLE, BOTH SIDES OF THE FOUNDATION WALL SHALL BE BACKFILLED SIMULTANEOUSLY SO AS TO PREVENTOVERTURNING OR LATERAL MOVEMENT OF THE WALLS. NO FOUNDATION WALLS SHALL BE BACKFILLED WITHOUT THE FLOORDIAPHRAGM AND BASEMENT SLAB BEING CONSTRUCTED IN PLACE AND SECURE.

B. DESIGN CRITERIA:1. CODES: (USE LATEST EDITIONS U.N.O.) a. INTERNATIONAL BUILDING CODE (IBC 2009). b. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI-318) c. AISC MANUAL OF STEEL CONSTRUCTION (AISC-13th EDITION). d. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.

(ACI 530-08/ASCE 5-08/TMS 402-08)2. LIVE LOADS: ROOF LOAD 30.0 PSF (MINIMUM) FLOOR LOADS 100.0 PSF (RETAIL AREAS)

DEAD LOADS: ACTUAL MATERIAL WEIGHTS ROOF DIAPHRAGM 20 PSF (PRE-ENGINEERED TRUSSES)

COLLATERAL LOADS FOR ROOF DIAPHRAGM 5 PSFFLOOR DIAPHRAGM CONCRETE SLAB-ON-GRADE (150 lbs/ft³)

3. WIND LOAD: BASIC WIND SPEED 90 MPH IMPORTANCE FACTORS 1.0 EXPOSURE C4. SNOW LOAD: MEAN GROUND SNOW LOAD 30.0 PSF* SNOW EXPOSURE FACTOR 0.7 SNOW IMPORTANCE FACTOR 1.0 *ADJUST FOR SNOW ACCUMULATION, IF APPLICABLE.5. EARTHQUAKE LOAD: SHORT PERIOD SPECTRAL RESPONSE ACCELERATION (SDS) 0.203 1 SECOND PERIOD SPECTRAL RESPONSE ACCELERATION (SD1) 0.106 SOIL SITE CLASS D SEISMIC HAZARD EXPOSURE GROUP I SEISMIC PERFORMANCE CATEGORY B REQUIRED TO COMPLY WITH SECTION 1616.2.1 ONLY6. FOUNDATION DESIGN WAS ESTABLISHED BASED UPON THE BEST AVAILABLE GEOTECHNICAL INFORMATION OBTAINED

ABOUT THE SITE. NO FORMAL SOILS REPORT WAS PREPARED FOR THIS SITE.7. TO VERIFY COMPLIANCE WITH THE DESIGN RECOMMENDATIONS OF THIS PROJECT, ALL FOOTING EXCAVATIONS SHALL BE

INSPECTED BY A LICENSED GEO-TECHNICAL ENGINEER OR CERTIFIED INSPECTOR, PRIOR TO PLACEMENT OF THE CONCRETE.FOR THIS PROJECT A SOIL BEARING CAPACITY OF 2000 PSF WAS USED. IF THE SOIL BEARING CAPACITY IS FOUND TO BELESS THAN THE ASSUMED DESIGN VALUE, THEN THE FOOTINGS MUST BE REDESIGNED ACCORDINGLY.

C. CONCRETE:1. CONCRETE USED FOR THIS PROJECT SHALL MEET OR EXCEED THE FOLLOWING COMPRESSIVE STRENGTH AT 28 DAYS:

FOUNDATION FOOTINGS & WALLS 3000 psi NORMAL WT.SLAB-ON-GRADE (INTERIOR) 3000 psi NORMAL WT.SLAB-ON-GRADE (EXTERIOR) 3500 psi NORMAL WT.

2. ALL CONCRETE SUBJECT TO FREEZE/THAW CYCLES SHALL BE AIR ENTRAINED.3. FOOTINGS MAY BE PLACED DIRECTLY AGAINST THE SOIL WITH ADEQUATE FORMING.4. CONCRETE SLABS SHALL BE POURED IN A STRIP PATTERN. CONSTRUCTION JOINTS SHALL COINCIDE WITH THE CONTROL

JOINTS (INDICATED AS C.J. ON THE PLANS). CONSTRUCTION JOINTS IN THE SLAB SHALL HAVE THE REINFORCING CONTINUETHROUGH THE JOINT U.N.O. IN THE DETAILS.

5. CONTROL JOINTS AND WATER-STOPS SHALL BE INSTALLED, AS NEEDED, IN ACCORDANCE WITH THE BUILDING CODEREQUIREMENTS, COMMON CONSTRUCTION PRACTICES AND THESE CONSTRUCTION DOCUMENTS.

6. ALL CONTROL JOINTS MAY BE SAW-CUT OR CONSTRUCTED WITH A METAL CONTROL JOINT FORM. CONTROL JOINTS SHALLBE SEALED WITH A SUITABLE JOINT SEALANT.

7. SAW-CUT OR TOOLED CONTROL JOINTS SHALL BE AS DETAILED. SAW-CUTS SHALL BE MADE AS SOON AS PRACTICALWITHOUT DAMAGING THE FINISHED CONCRETE FLOOR SURFACE (WITHIN 12 HOURS, MAX.)

8. A DIAMOND PATTERN CONTROL JOINT SHALL BE PROVIDED AT ALL ISOLATED COLUMN LOCATIONS, AS INDICATED ONTHESE PLANS. THE CORNERS OF THE DIAMOND SHALL COINCIDE WITH THE CONTROL JOINTS, AS SPECIFIED ON THESEPLANS AND BE FILLED WITH 1/2" PREFORMED JOINT FILLER.

9. EXPOSED CONCRETE EDGES SHALL BE BUILT SQUARE AND RUBBED TO A MINIMUM RADIUS CHAMFER, UNLESS SPECIFICCHAMFERS ARE CALLED FOR IN DETAILS.

10. SEE ARCHITECTURAL, BUILDING, MECHANICAL AND PLUMBING DRAWINGS FOR LOCATIONS OF OPENINGS AND SLEEVES.DO NOT CUT REINFORCEMENT.

D. REINFORCEMENT:1. ALL REINFORCING STEEL SHALL BE DEFORMED BARS IN ACCORDANCE WITH ASTM A615 SPECIFICATIONS, GRADE 60.2. WELDED WIRE FABRIC REINFORCING SHALL CONFORM TO ASTM A185. THE WELDED WIRE FABRIC SHALL HAVE A MINIMUM

STEEL YIELD STRENGTH OF 65,000 psi. (Fy = 65,000 psi).3. MAINTAIN MINIMUM CONCRETE COVERAGE FOR REINFORCING AS SPECIFIED IN ACI-318.4. ALL CONTINUOUS REINFORCING IN FOOTINGS SHALL BE LAP-SPLICED 2'-0". ALL OTHER SPLICES SHALL BE CLASS B

TENSION, 32" LAP (MIN.), U.N.O.5. DETAILING, FABRICATION, AND INSTALLATION OF REINFORCING BARS SHALL COMPLY WITH THE "DESIGN HANDBOOK OF THE

CRSI" AND THE MANUAL OF STANDARD PRACTICE OF THE ACI.6. PROVIDE DOWELS TO MATCH REINFORCEMENT IN ALL WALLS, PIERS, COLUMNS, AND FOUNDATIONS.7. ALL PEDESTALS OR HOLES IN THE CONCRETE SLAB SHALL HAVE, ADDITIONALLY, (2) #4 x (OPENING DIM. + 2 FT.) ALONG

EACH SIDE OF OPENING AND (2) #3 x 2'-0" DIAGONALLY AT EACH PEDESTAL CORNER.

E. MASONRY:1. ALL MASONRY CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF THE STANDARDS AND SPECIFICATIONS OF THE

MASONRY STANDARDS JOINT COMMITTEE.2. CONCRETE MASONRY UNITS (CMU) SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1500 psi @ 28 DAYS.3. THE MINIMUM CMU PRISM STRENGTH SHALL BE 1900 psi. (F'm=1900 psi).4. THE BLOCK MORTAR SHALL BE TYPE "M" MORTAR FOR ALL MASONRY MATERIALS BELOW GRADE AND ALL OTHER MORTAR

SHALL BE TYPE "S" IN ACCORDANCE WITH ASTM C270.5. THE CMU SHALL BE REINFORCED WITH STEEL REINFORCING BARS THAT COMPLY WITH ASTM A615 GRADE 60 STEEL.

TYPICALLY, THE HORIZONTAL JOINT REINFORCEMENT OF THE CMU SHALL CONSIST OF TRUSS TYPE WELDED WIRE, 9 GAUGE,PLACED IN EVERY OTHER COURSE. MORTAR JOINTS SHALL BE UNIFORM 3

8" THICK JOINTS AS REQUIRED FOR COURSING.6. FULLY GROUT AND REINFORCE, AS SPECIFIED, ALL POINTS OF BEARING IN THE CMU WALLS. ALL GROUT SHALL HAVE A

MINIMUM COMPRESSION STRENGTH OF 2000 psi AT 28 DAYS.7. IF APPLICABLE, ALL MASONRY BOND BEAMS SHALL BE GROUTED SOLID WITH 2000 psi CONCRETE GROUT.8. ALL MASONRY BELOW GRADE SHALL BE GROUTED SOLID AT POINTS OF BEARING AND WHERE REINFORCED.9. SOLID MASONRY PIERS, IDENTIFIED AS SMP ON PLAN, SHALL BE GROUTED SOLID FULL HEIGHT OF WALL TO FOUNDATION.

F. STRUCTURAL STEEL:1. THE STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH ASTM SPECIFICATIONS. ALL STRUCTURAL STEEL SHALL BE

SUPPLIED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN INSTITUTE OF STEELCONSTRUCTION MANUAL, THIS DESIGN, AND PROJECT SPECIFICATIONS.

2. ALL STRUCTURAL STEEL SHALL BE ASTM, A992-50 GRADE 50 STEEL, U.N.O., & A36 FOR PLATES, M, S, C, MC AND LSHAPES.

3. FRAMING BOLTS SHALL CONFORM TO ASTM A325N, 58" DIA. MIN., U.N.O.

4. ANCHOR BOLTS SHALL CONFORM TO ASTM A307. SEE DETAILS FOR LOCATION,TYPE, & SIZE.5. WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY DI.1-1, E-70xx ELECTRODES. FILLER METAL SHALL HAVE A

MINIMUM YIELD STRENGTH OF 57 KSI.6. PROVIDE 1

2" SPACE BETWEEN ENDS OF CONTINUOUS ANGLES, SUPPORTING DECKING OR MASONRY.7. THE CENTERLINES OF ALL COLUMNS AND BEAMS SHALL BE LOCATED ON THE CENTROID OF THE STRUCTURAL MEMBERS

AND THE FOOTING ELEMENTS, UNLESS OTHERWISE SHOWN.8. ALL CONNECTIONS SHALL BE STANDARD SHEAR CONNECTIONS, UNLESS NOTED OTHERWISE. WHERE CONNECTIONS OR

REACTIONS ARE NOT SPECIFIED, THE FABRICATOR SHALL PROVIDE CONNECTIONS TO SUPPORT ONE-HALF OF THEALLOWABLE UNIFORM LOAD SHOWN IN THE AISC MANUAL, 13th EDITION TABLES OF ALLOWABLE UNIFORM LOADS, PART 2FOR THE GIVEN BEAM, SPAN AND GRADE OF STEEL SPECIFIED.

9. WHERE SLOTTED CONNECTION HOLES ARE USED, THE FABRICATOR SHALL ADJUST THE BOLT VALUES ACCORDINGLY.10. THE FOLLOWING CONDITIONS SHALL BE CHECKED WHEN DESIGNING BEAM CONNECTIONS: BOLT SHEAR, BOLT BEARING

ON CONNECTING MATERIAL, BLOCK WEB SHEAR ON THE NET AREA OF THE CONNECTING ANGLES OR PLATES AND LOCALBENDING STRESSES.

11. UNLESS NOTED OTHERWISE, ALL ANCHOR BOLTS SHALL BE 58" Ø, ALL CARRIAGE BOLTS SHALL BE 1

2" Ø, ALL EXPANSIONBOLTS SHALL BE 1

2" Ø AND ALL BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL BE 58" Ø.

12. THE MINIMUM NUMBER OF BOLTS PER CONNECTION SHALL BE AS FOLLOWS:W8 & W10 SECTIONS : 2 BOLTSW12 & W14 SECTIONS: 3 BOLTS

G. WOOD:1. THE CONTRACTOR SHALL PROVIDE ALL WOOD NAILS, BOLTS, SCREWS, FRAMING ANCHORS, CONSTRUCTION ADHESIVES,

ETC., AS NEEDED, TO PERFORM THE ROUGH AND FINISH CARPENTRY FOR THIS PROJECT.2. ALL INTERIOR FRAMING DIMENSIONS ARE FROM FACE TO FACE OF THE ACTUAL FRAMING LUMBER.3. ALL FRAME WALLS SHALL BE CONSTRUCTED WITH 2"x4" OR 2"x6" NOMINAL WOOD STUDS, AS INDICATED ON THE PLANS,

WITH A DOUBLE TOP PLATE AND SINGLE BOTTOM PLATE OR AS SPECIFIED ON THE PLANS. THE SPACING OF THE WOODSTUD MEMBERS SHALL BE AS SPECIFIED ON THE PLANS. ALL WOOD MATERIALS WHICH ARE IN CONTACT WITH CONCRETE,MASONRY, STEEL, EARTH, ETC. SHALL BE A WOOD PRESERVATIVE, PRESSURE TREATED MATERIAL. THE TREATMENT SHALLBE IN ACCORDANCE WITH AWPA TREATMENT U1, USING A WATERBORNE PRESERVATIVE WITH 0.25 PERCENT TYPICALRETAINAGE OR A 0.40 PERCENTAGE RETAINAGE FOR MATERIAL IN CONTACT WITH SOIL.

4. UNLESS NOTED OTHERWISE, ALL WOOD STUD FRAMING, JOIST AND RAFTER MEMBERS SHALL BE SPRUCE-PINE-FIR, #2GRADE (SPF #2) MATERIAL, OR EQUAL, AND SHALL BE FASTENED IN ACCORDANCE WITH THE INTERNATIONAL BUILDINGCODE (IBC 2009), OR AS SPECIFIED ON THESE DRAWINGS. ALL SPRUCE-PINE-FIR FRAMING LUMBER SHALL HAVE AMINIMUM BENDING STRESS (Fb) OF 875 psi, A MINIMUM HORIZONTAL SHEAR STRESS (Fv) OF 135 psi, A MINIMUMCOMPRESSIVE STRENGTH PERPENDICULAR TO THE GRAIN (Fc) OF 425 psi AND A MINIMUM MODULUS OF ELASTICITY (E) OF1400 ksi. SOLID WOOD BLOCKING SHALL BE INSTALLED WHERE REQUIRED FOR STRUCTURAL BRACING, FIRESTOPPING ANDDRAFTSTOPPING.

5. UNLESS NOTED OTHERWISE, ALL TRUSS MEMBERS SHALL BE SOUTHERN YELLOW PINE #2 GRADE (SYP #2) MATERIAL, OREQUAL. ALL SOUTHERN YELLOW PINE FRAMING LUMBER SHALL HAVE A MINIMUM BENDING STRESS (Fb) OF 975 psi, AMINIMUM HORIZONTAL SHEAR STRESS (Fv) OF 175 psi, A MINIMUM COMPRESSIVE STRENGTH PERPENDICULAR TO THEGRAIN (Fc) OF 565 psi AND A MINIMUM MODULUS OF ELASTICITY (E) OF 1600 ksi.

6. ALL MICRO=LAM, PARALLAM & PRE-MANUFACTURED TRUSSES, SHALL BE HANDLED, STORED, CUT, AND INSTALLED INACCORDANCE WITH THE STANDARDS AND AND SPECIFICATIONS OF THE MANUFACTURER.

7. ALL MICRO=LAM JOIST AND BEAM ELEMENTS SHALL HAVE AN ALLOWABLE BENDING STRESS (Fb) OF 2600 psi, AHORIZONTAL SHEAR STRESS (Fv) OF 285 psi, A COMPRESSIVE STRENGTH PERPENDICULAR TO THE GRAIN (Fc) OF 750 psiAND A MODULUS OF ELASTICITY (E) OF 1900 ksi.

8. ALL EXTERIOR WALLS AND THE ROOF DIAPHRAGMS SHALL BE SHEATHED WITH 15/32" APA RATED SHEATHING, 32/16",EXPOSURE I PLYWOOD, UNLESS NOTED OTHERWISE.

9. BUILDING PAPER SHALL BE NO. 30 ASPHALT FELT OR SPUN BONDED POLYETHYLENE. THE AIR INFILTRATION BARRIER SHALLBE TYVEK, OR EQUAL.

10. UNLESS NOTED OTHERWISE, ALL ANCHOR BOLTS SHALL BE 58" Ø, ALL CARRIAGE BOLTS SHALL BE 1

2" Ø AND ALL EXPANSIONBOLTS SHALL BE 1

2" Ø.

H. UTILITY SYSTEMS:1. THE PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS ARE BEYOND THE SCOPE OF SERVICES OF THESE PLANS.

SEPARATE DESIGNS AND CONSTRUCTION DRAWINGS SHALL BE DONE BY OTHERS AND SUBMITTED TO THE BUILDINGDEPARTMENT FOR REVIEW AND PERMITS.

CONNECTIONX

CENTERLINE

ELEVATIONDIFFERENCE

ELEVATION

DESIGNATED JOIST BEARINGTOP OF STEEL ELEVATION ABOVE DATUM

DEPRESSION

XX.XX'

SLAB

ELEVATIONTOP OF FTG.

XX DETAIL MARK

(XX'-XX")

LC

(+/- X'-X")

FULL MOMENTSECTION MARKX FMC

STEP IN FOOTING (16" STEP)S16"

XX ELEVATION

SYMBOLS:

NUMBER#

HEADER NO. SIZE SUPPORTS

H1(2) 2x6 SPF#2 JACKS(1) 2x6 SPF#2 STUD

H2 (3) 134"x14" M.L. (3) 2x6 SPF#2 JACKS

(2) 2x6 SPF#2 STUDS

1532" APA RATED SHEATHING w/ 10dNAILS @ 6" o.c. EDGE & 12" o.c. FIELD

SHEAR WALL DESIGNATION REMARKS

NOTE: (2) 2x6 SPF#2 STUDS (MIN.) ARE REQ'D AT ALLSIMPSON HOLDOWN LOCATIONS (TYP.)

W1

H3 W12x22

1532" APA RATED SHEATHING w/ 10dNAILS @ 4" o.c. EDGE & 12" o.c. FIELDW2

(3) 2x8 SPF#2

PROVIDE 8" MIN. BRG.L312"x3

12"x

14"

LINTEL NO. SIZE REMARKS

L1

C1

COLUMN NO. SIZE SUPPORTS

C2

CAP PLATE: 5x8x38"

BASE PLATE: 4"x9"x12"

HSS 312"x3

12"x

316"

C3CAP PLATE: 5x8x3

8"


HSS 4"x4"x 316"

HSS 312"x3

12"x

14"

CAP PLATE: 5"x8"x58"


C2

FOOTING NO. SIZE

F163"x63"x12" CONC. FOOTING w/#5 BARS @ 12" o.c., E.W. (T&B)

ENTRY TRUSS MEMBER SIZE

CB1 HSS 6"x6"x 316"

CB2 6x10 D.F. #1

MSA

REVISIONS BY

GEN

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L N

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340

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340

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CA4.2

CA4.2

AA4.1

AA4.1

BA4.1

BA4.1

-4'-8"

-2'-8"

-2'-8"

623.60'626.00'

626.00'

625.40'

625.40'

626.00'

625.90'

624.15'

-2'-8"

-2'-8"-2'-8"

-2'-8"

-3'-4"

C2

C3 C3

C2

C2

C2

-2'-8"

-4'-8"

-4'-0

625.00'TC

-2'-8"

F1 F1

-4'-0"

1S1

S12

1S1

FOOTING NO. SIZE


C1


C2

CAP PLATE: 5x8x38"


HSS 312"x3

12"x

316"

C3CAP PLATE: 5x8x3

8"


HSS 4"x4"x 316"

HSS 312"x3

12"x

14"



MSA

REVISIONS BY

FOU

ND

ATI

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PLA

N34

0 FU

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T. 3

40C

LAR

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TY, V

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H2 H2 H2 H2H3

H1

W1W1 W1W1

W2

W2

W2

W2

W2

W2

W1 W1 W1 W1L1

CA4.2

AA4.1

AA4.1

BA4.1

CA4.2

1S2

1S2

2S4

1S4

C1

C2

C3 C3

C2 C2

C2

2S4

CB1

CB1

CB1

CB1

CB2 CB2 CB2

HEADER NO. SIZE SUPPORTS

H1(2) 2x6 SPF#2 JACKS(1) 2x6 SPF#2 STUD

H2 (3) 134"x14" M.L.

(3) 2x6 SPF#2 JACKS(2) 2x6 SPF#2 STUDS

1532" APA RATED SHEATHING w/ 10dNAILS @ 6" o.c. EDGE & 12" o.c. FIELD

SHEAR WALL DESIGNATION REMARKS

NOTE: (2) 2x6 SPF#2 STUDS (MIN.) ARE REQ'D AT ALLSIMPSON HOLDOWN LOCATIONS (TYP.)

W1

H3 W12x22

1532" APA RATED SHEATHING w/ 10dNAILS @ 4" o.c. EDGE & 12" o.c. FIELDW2

(3) 2x8 SPF#2

PROVIDE 8" MIN. BRG.L312"x3

12"x

14"

LINTEL NO. SIZE REMARKS

L1

C1


C2

CAP PLATE: 5x8x38"


HSS 312"x3

12"x

316"

C3CAP PLATE: 5x8x3

8"


HSS 4"x4"x 316"

HSS 312"x3

12"x

14"



C2

FOOTING NO. SIZE


ENTRY TRUSS MEMBER SIZE

CB1 HSS 6"x6"x 316"

CB2 6x10 D.F. #1

= PROPOSED INTERIOR NON-BEARING 2x6 SPF#2 STUD PARTITION WALL

WALL KEY:

MSA

REVISIONS BY

MA

IN L

EVEL

PLA

N34

0 FU

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LAR

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CA4.2

CA4.2

AA4.1

AA4.1

BA4.1

BA4.1

MSA

REVISIONS BY

RO

OF

FRA

MIN

G P

LAN

340

FUEL

DEP

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340

CLA

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2 S4

C1

C3

4 S4

MSA

REVISIONS BY

STR

UC

TUR

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DET

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revisions by...allowable uniform load shown in the aisc manual, 13th edition tables of allowable...

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