STEED CREEK CLUBHOUSE - Pavilion Construction · 3/1/2012 · CONT Continuous DBA Deformed Bar...

STEED CREEK CLUBHOUSE

DRAWING INDEX

STRUCTURAL ABBREVIATIONS:@ At& And' Feet" Inch# Number, Pound(E) Existing(N) New

AB Anchor BoltACI American Concrete InstituteADD Addendum, AdditionALT AlternateAPPROX ApproximateARCH Architect, ArchitecturalASTM American Society for Testing and MaterialsAVG AverageAWS American Welding Society

BEV BevelBLDG BuildingBLKG BlockingBM BeamBOT BottomBP Base PlateBRDG Bridge, BridgingBRG BearingBRK Brick

CJ Control JointCL CenterlineCLG CeilingCLR Clear

CMU Concrete Masonry UnitCOL ColumnCONC ConcreteCONN ConnectionCONT Continuous

DBA Deformed Bar AnchorDBL DoubleDET DetailDF Doug Fir (Douglas-Fir)DIAG DiagonalDIA DiameterDIM DimensionDL Dead LoadDWG DrawingDWGS DrawingsDWL Dowel

EA EachENG EngineerENGR EngineerEQ EqualEQUIP EquipmentEOR Engineer of RecordEW Each WayEXT Exterior

F TO F Face to FaceFAB FabricateFT Foot, FeetFTG Footing

GA GaugeGALV GalvanizedGC General ContractorGEN GeneralGL Glulam (Glue Laminated Beam)GR GradeGRND GroundGYP GypsumGYP BD Gypsum Board

HAS Headed Anchor StudHDD Headed StudsHDR HeaderHEX HexagonalHK Hook, HooksHORIZ HorizontalHSS Hollow Structural ShapeHVAC Heating, Ventilating, Air ConditioningHT Height

IBC International Building CodeIN InchINFO InformationINSP InspectINSUL InsulationINT Interior, Internal, intersection

JST Joist

K Kilopound (1000 pounds)KIP Kilopound (1000 pounds)

L Angle, Left, Length, LongLAM Laminate, LaminatedLAT LateralLB Pound (weight)LLH Long Leg HorizontalLLV Long Leg VerticalLL Live LoadLNTL LintelLONG LongitudinalLSL Laminated Strand LumberLT WT LightweightLVL Laminated Veneer Lumber

MAX MaximumMB Machine BoltMECH MechanicalMEZZ MezzanineMFD Manufactured, Metal Floor DeckMFG ManufacturingMFR Manufacture, ManufacturerMIN MinimumMISC MiscellaneousMTL Material, Metal

N NorthNO NumberNOM NominalNS Nelson StudNTS Not To Scale

OC On CenterOPNG Opening

OPP OppositeOWSJ Open Web Steel Joist

PAF Powder Actuated FastenersPCF Pounds per Cubic FootPERF Perforate, PerformancePERIM PerimeterPERP PerpendicularPL PlatePLF Pounds per Lineal FootPLWD PlywoodPREFAB PrefabricatedPSF Pounds per Square FootPSI Pounds per Square InchPSL Parallel Strand LumberPT Post-Tensioned, Preservative-Treated

QTY Quantity

REF Refer, ReferenceREINF Reinforcement, ReinforceREQ'D RequiredREV Revision

SCHED ScheduleSE Structural EngineerSECT SectionSF Square FootSL Snow LoadSIM SimilarSOG Slab on GradeSPEC Specification, Specifications

STD StandardSTIFF StiffenerSTL SteelSTRUCT Structural

T&B Top and BottomT&G Tongue & GrooveTAN TangentTHK Thick, ThicknessTOB Top of BeamTOF Top of FootingTOJ Top of JoistTOL Top of Lintel, LandingTOP Top of PierTOS Top of Slab, Top of SteelTOW Top of WallTOL ToleranceTRANS TransverseTYP Typical

UNO Unless Noted Otherwise

VERT Vertical

W/ WithW/O WithoutWD WoodWF Wide Flange (structural steel)WT WeightWWF Welded Wire FabricWF Wide Flange (structural steel)

SHEETNUMBER SHEET TITLE

TYPICAL SYMBOLS:NOTE: SOME SYMBOLS SHOWN MAY NOT BE IN USE

1

A

LETTER

REFERENCE GRID LINES

NORTH ARROW

N

KEY NOTE TAG

1

NUMBER

BUILDING SECTION

1S0.00

SHEET NUMBER

SECTION NUMBER

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ELEVATION REFERENCEPARTIAL SECTION

SHEET NUMBER

SECTION NUMBER

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SHEET NUMBER

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DETAIL REFERENCE BUBBLE

DETAIL REFERENCE

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DETAIL NUMBER

DETAIL BUBBLE

SHEET NUMBER

DETAIL NUMBER

1S0.00

NUMBER

WASHINGTON CO, OREGON

S1.00 STRUCTURAL COVER SHEET

S1.10 GENERAL STRUCTURAL NOTES

S2.10 CLUB HOUSE FOUNDATION PLAN

S2.50 CLUB HOUSE ROOF FRAMING PLAN

S4.10 FOUNDATION DETAILS

S4.11 FOUNDATION DETAILS

S5.10 FRAMING DETAILS

S5.11 FRAMING DETAILS

PERMIT SET

WASHINGTON CO., OREGONSTEED CREEK CLUBHOUSE

1 2 3 4 5

THESE DRAWINGS ARE THE PROPERTY OFMYHRE GROUP ARCHITECTS AND ARE NOTTO BE REPRODUCED IN ANY MANNER,EXCEPT WITH THE PRIOR WRITTENAPPROVAL OF MYHRE GROUP ARCHITECTS

MYHRE GROUP ARCHITECTS, INC.C

C

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JOB NO:

DATE:

DRAWN BY:

ASSOC:

JC:

DATE FILE

PM:

808 SW 3rd Avenue, Suite 500 Portland, Oregon 97204t 503.236.6000 f 503.236.7500 www.myhregroup.com

K. RANDOLPH

090550

25 JAN 2012

P. STEWART

Portland: (503) 624-7005 Bend: (541) 383-1828Froelich-Engineers.com

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STRUCTURALCOVER SHEET

General Structural NotesPROJECT DESCRIPTION:

NEW 1-STORY COMMUNITY CLUB HOUSE BUILDING.GANG NAILED WOOD ROOF TRUSSES.WOOD STRUCTURAL SHEATHED WOOD STUD WALL FRAMING.CONCRETE SLAB ON GRADE FIRST FLOOR.CONVENTIONAL FOUNDATION (CONCRETE SPREAD FOOTINGS, CONTINUOUS FOOTING W/ STEMWALLS)

DESIGN CODE:1. INTERNATIONAL BUILDING CODE, 2009 EDITION.2. STATE OF OREGON 2010 STRUCTURAL SPECIALTY CODE (OSSC) AMENDMENTS.3. ALL REFERENCE TO OTHER CODES AND STANDARDS (ACI, ASTM, ETC.) SHALL BE FOR THE

EDITIONS NOTED IN CHAPTER 35 OF THE IBC AND OSSC

OCCUPANCY CATEGORY (PER IBC TABLE 1604.5 II& ASCE 7 TABLE 1-1)

GROUND SNOW LOAD (Pg) 10 PSFFLAT-ROOF SNOW LOAD (Pf) 25 PSFSNOW EXPOSURE FACTOR (Ce) 1.0SNOW LOAD IMPORTANCE FACTOR (Is) 1.0THERMAL FACTOR (Ct) 1.0

BASIC WIND SPEED, 3 SEC GUST 95 MPHWIND EXPOSURE BWIND IMPORTANCE FACTOR (lw) 1.0

SEISMIC IMPORTANCE FACTOR (le) 1.0SITE CLASS DMAPPED SPECTRAL RESPONSE (Ss) 0.968MAPPED SPECTRAL RESPONSE (Sl) 0.353SPECTRAL RESPONSE COEFF. (Sds) 0.718SPECTRAL RESPONSE COEFF. (Sdl) 0.399SEISMIC DESIGN CATEGORY DBASIC SEISMIC FORCE RESISTING SYSTEM LIGHT FRAME WALLS WITH SHEAR PANELSRESPONSE MODIFICATION FACTOR (R) 6.5SEISMIC RESPONSE COEFFICIENT (Cs) 0.11DESIGN BASE SHEAR 6.1 KIPSANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE

ALLOWABLE SOIL BEARING PRESSURE 1500 PSF PER GEOTECHNICAL REPORTBY: GEO PACIFIC ENGINEERING, INC.DATED: MARCH 21, 2011PROJECT NO: 11-2249

DESIGN CRITERIA:

GENERAL:1. UNLESS OTHERWISE NOTED, ALL MATERIAL AND DESIGN SPECIFICATIONS CITED HEREIN SHALL

CONFORM TO THE MOST RECENTLY ADOPTED SPECIFICATION OF CODE.2. THESE STRUCTURAL NOTES ARE A SUPPLEMENT TO THE PROJECT SPECIFICATIONS. ANY

DISCREPANCY FOUND AMONG THE DRAWINGS, SPECIFICATIONS, THESE NOTES, AND ANY SITECONDITIONS SHALL BE REPORTED IN A TIMELY MANNER TO THE ARCHITECT / ENGINEER OFRECORD WHO SHALL CORRECT ANY DISCREPANCY IN WRITING. ANY WORK DONE BY THECONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'SRISK.

3. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG DRAWINGS PRIORTO PROCEEDING WITH ANY WORK OR FABRICATION.

4. THE STRUCTURAL DRAWINGS REPRESENT THE COMPLETED STRUCTURE AND ARE NOT INTENDEDTO INDICATE THE MEANS AND METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLEFOR ALL DEMOLITION AND CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCING, ANDSAFETY REQUIRED FOR THIS PROJECT.

5. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND CONSTRUCTION OF ALL ERECTIONBRACING, FORM WORK, AND TEMPORARY SHORING REQUIRED FOR THIS PROJECT.

6. SEE SUBMITTAL KEY FOR REQUIRED SHOP DRAWING SUBMITTALS. UNLESS STATED OTHERWISEIN THE PROJECT SPECIFICATIONS, PROVIDE A MINIMUM OF TWO SETS OF SUBMITTALS FORAPPROVAL OR CORRECTIONS.

7. ALL FEATURES OF CONSTRUCTION NOT FULLY SHOWN SHALL BE OF THE SAME TYPE ANDCHARACTER AS SHOWN FOR SIMILAR CONDITIONS SUBJECT TO REVIEW BY THE ARCHITECT ANDSTRUCTURAL ENGINEER OF RECORD.

8. ALL PRODUCTS AND MATERIALS USED BY THE CONTRACTOR SHALL BE APPLIED, PLACED,ERECTED OR INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS.

9. THESE DOCUMENTS CONTAIN NOTES THAT MAY APPLY GENERALLY TO ALL STRUCTURALELEMENTS, SPECIFICALLY TO ONE SHEET, OR SPECIFICALLY TO ONE OR MORE STRUCTURALELEMENTS. THE NOTES ARE NOT MERE GUIDELINES, THEY ARE PART AND PARCEL OF OURDESIGN. ANY WORK THAT IS PERFORMED THAT IS NOT IN COMPLIANCE WITH THE NOTES IS NOT INCOMPLIANCE WITH THE DESIGN AND IS SUBJECT TO REJECTION. ANY ALTERATION, MODIFICATION,DELETION, OR ADDITION TO THE NOTES BY WRITING, ACT OR FAILURE TO ACT, SHALL BE CARRIEDOUT ONLY WITH THE PRIOR EXPRESS WRITTEN CONSENT AND APPROVAL OF FROELICHCONSULTING ENGINEERS.

1. A QUALIFIED SPECIAL INSPECTOR IS TO BE CONTRACTED BY THE OWNER PER IBC CHAPTER 17REQUIREMENTS, AND ALL LOCAL ORDINANCES.

2. IT IS THE CONTRACTORS RESPONSIBILITY TO COORDINATE ALL INSPECTIONS WITH THEDESIGNATED SPECIAL INSPECTOR IN A TIMELY MANNER PRIOR TO ALL WORK REQUIRING SPECIALINSPECTION.

3. ALL SPECIAL INSPECTORS SHALL BE CERTIFIED TO PERFORM THE NECESSARY INSPECTIONS ONTHE MATERIALS AND OPERATIONS INDICATED PER IBC, ACI, AWS OR OTHER APPROVEDGOVERNING INSTITUTION STANDARDS.

SPECIAL INSPECTIONS:

Post-Installed Anchors

Required Special Inspections:

Verification andInspection

INSTALLATION INHARDENED

CONCRETE ANDCOMPLETED

MASONRY

Continuous Periodic

Frequency ofInspection

IBC CodeReference

Code or StandardReference

1703.4.2,1704.15.3

INSPECTION

REMARKS

SPECIAL INSPECTIONS APPLY TOANCHOR PRODUCT NAME, TYPE,

AND DIMENSIONS, HOLEDIMENSIONS, COMPLIANCE WITH

DRILL BIT REQUIREMENTS,CLEANLINESS OF THE HOLE ANDANCHOR, ADHESIVE EXPIRATION

DATE, ANCHOR/ADHESIVEINSTALLATION, ANCHOR

EMBEDMENT, AND TIGHTENINGTORQUE.

ICCEVALUATION

REPORTX -

DEFERRED SUBMITTALS:1. PURSUANT TO THE IBC, SUBMITTAL DOCUMENTS FOR DEFERRED ITEMS SHALL BE PROVIDED TO THE

ARCHITECT AND/OR THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW.

ITEM ARCHITECT OFRECORD

STRUCTURALENGINEER OF

RECORD

BUILDINGOFFICIAL

1. PRE-ENGINEERED ROOF TRUSSES X X X--------------------------------------------------------------------------------------------------------------------------------------------------------

1. FOUNDATION SIZES ARE BASED UPON A MAXIMUM TOTAL LOAD BEARING SOIL PRESSURE = 1500PSF FOR BEARING ON NATIVE SOILS/COMPACTED FILL.

2. FOOTING SHALL BE FOUNDED ON FIRM, UNDISTURBED SOIL OR ON APPROVED STRUCTURAL FILL.,AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER'S REPORT.

3. ALL FOOTINGS SHALL BE A MINIMUM OF 18" BELOW FINAL GRADES.4. ALL DISTURBED SOIL SHALL BE REMOVED BY HAND OPERATION FROM FOOTING EXCAVATIONS TO

NEAT LINES AND REPLACED WITH ENGINEERED FILL IF NECESSARY.5. THE CONTRACTOR SHALL REVIEW ALL GEOTECHNICAL ENGINEER RECOMMENDATIONS PRIOR TO

THE COMMENCEMENT OF ANY SITE WORK.6. BOTTOM OF FOOTINGS SHALL BE STEPPED FROM ELEVATION TO ELEVATION AT 2'-0" HORIZONTAL

TO 1'-0" VERTICAL STEPS OR SHALL BE SLOPED NOT TO EXCEED 1 VERTICAL TO 4 HORIZONTALWHEN APPROVED BY THE ENGINEER.

7. PLACEMENT OF ALL FILL SHALL BE OBSERVED AND TESTED FOR RELATIVE COMPACTION BY AQUALIFIED TECHNICIAN UNDER THE GUIDANCE OF THE GEOTECHNICAL ENGINEER. MINIMUMTESTING FREQUENCY SHALL BE ESTABLISHED BY THE GEOTECHNICAL ENGINEER.

8. THE CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER PRIOR TO COMMENCEMENT OFFILLING OPERATIONS

9. ALL GENERAL EXCAVATIONS AND FOOTINGS SHALL BE INSPECTED AND APPROVED PRIOR TO THEPLACEMENT OF ANY SOIL BACKFILL AND/OR CONCRETE.

10. ALL FILL, BACKFILL AND COMPACTION ACTIVITIES, PARTICULARLY DURING WET WEATHERCONDITIONS, SHALL FOLLOW RECOMMENDATIONS OF GEOTECHNICAL ENGINEER.

FOUNDATIONS:

CONCRETE (CAST IN PLACE):1. ALL CONCRETE SHALL BE NORMAL WEIGHT AND SHALL HAVE THE FOLLOWING PROPERTIES:

NOTE: STRUCTURAL CALCULATIONS ARE BASED UPON 2500 PSI CONCRETE STRENGTH. PER IBCSEC. 1704.4, EXCEPTION 2.3, SPECIAL INSPECTION NOT REQUIRED.NOTE: COLUMNS THAT ARE AN INTEGRAL PART OF A WALL MUST HAVE CONCRETE STRENGTH ASREQUIRED FOR COLUMNS.

2. CONCRETE, FORMS, MIXING, PLACING AND CURING SHALL CONFORM TO ACI MANUAL OFCONCRETE PRACTICE, LATEST EDITION, AND SPECIFICATIONS.

3. CONCRETE SHALL BE PLACED IN ONE CONTINUOUS OPERATION.

3000 PSI 0.50FOOTINGS

DESCRIPTION 28-DAYSTRENGTH

WATER/CEMENTRATIO OTHER

0.50

0.43

3000 PSI

4000 PSI

STEMWALLS

ENTRAINED AIR

INTERIOR SLAB-ON-GRADE

512% +/- 1.5%

512% +/- 1.5%

NA

REINFORCING STEEL:1. ALL REINFORCING BARS SHALL CONFORM TO ASTM A-615 OF THE FOLLOWING GRADES: ASTM A615

GRADE 60 FOR ALL REINFORCEMENT ASTM A615 GRADE 40 FOR BEAM STIRRUPS, COLUMN TIES ANDAS NOTED.

2. REINFORCEMENT SHALL BE SECURED IN FORMS WITH SUITABLE TIES AND ANCHORAGE TOPREVENT DISPLACEMENT. BARS ADJACENT TO EARTH SHALL BE SUPPORTED BY CEMENT MORTARCUBES.

3. REINFORCEMENT STEEL SHALL NOT BE DISPLACED FOR THE CONVENIENCE OF OTHER TRADESUNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD.

4. 'WET SETTING' OF REINFORCEMENT, ANCHOR BOLTS, AND INSERTS IS NOT PERMITTED5. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR CAST-IN-PLACE

REINFORCEMENT:A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED EARTH 3"B. CONCRETE EXPOSED TO EARTH OR WEATHER:

#6 THROUGH #18 BARS 2"#5 BAR AND SMALLER 11

2"6. PLACE 2'-0" x 2'-0" BARS AT CORNERS AND INTERSECTIONS FOR WALLS AND FOUNDATIONS EQUAL

IN SIZE, NUMBER AND SPACING TO HORIZONTAL REINFORCING.7. REINFORCEMENT SPLICES, SHALL BE 48 BAR DIA. (24" MIN.), UNLESS NOTED OTHERWISE.8. UNLESS OTHERWISE NOTED, DOWEL CONCRETE WALLS TO FOOTING WITH BARS OF SAME SIZE &

SPACING AS WALL REINFORCEMENT.

MASONRY/STONE VENEER:1. VENEER SHALL NOT EXCEED 5" IN THICKNESS.2. PROVIDE 1" MIN (41

2" MAX) AIR SPACE BETWEEN VENEER AND STUD WALL SHEATHING. WALLSHEATHING TO BE COVERED WITH APPROVED WEATHER RESISTANT BARRIER.

3. VENEER ANCHORS ARE TO MEET THE REQUIREMENTS OF ACI 530-08.6.2.4. VENEER TO BE ANCHORED DIRECTLY TO WALL STUDS, COLUMNS, CONCRETE WALLS, CMU

WALLS, OR STRUCTURAL ELEMENTS. ANCHORS TO BE SPACED AT 16" O.C. HORIZONTALLY AND18" O.C. VERTICALLY, MAXIMUM. IN NO CASE IS THE AREA OF VENEER SUPPORTED BY EACHANCHOR TO EXCEED 2.0 SQ. FT.

5. USE 3/4" x 22 GAGE GALVANIZED METAL ADJUSTABLE ANCHORS OR # 9 GAGE GALVANIZED WIREANCHORS.

6. USE #9 GAGE GALVANIZED WIRE JOINT REINFORCEMENT HORIZONTALLY AT MAXIMUM OF 18" O.C.JOINT REINFORCEMENT TO BE SECURED TO SEISMIC ANCHORS.

7. ANCHORS TO MEET THE REQUIREMENTS OF SEISMIC DESIGN CATEGORY D.8. ISOLATE THE SIDES AND TOP OF ANCHORED VENEER FROM THE STRUCTURE SO THAT VERTICAL

AND LATERAL SEISMIC FORCES RESISTED BY THE STRUCTURE ARE NOT IMPARTED TO THEVENEER.

9. PROVIDE ADDITIONAL ANCHORS AROUND OPENINGS LARGER THAN 16" IN EITHER DIMENSION.SPACE ANCHORS AROUND PERIMETER OF OPENINGS AT A MAXIMUM OF 3'-0" O.C. PLACEANCHORS WITHIN 12" OF OPENINGS.

10. EMBED ANCHORS INTO THE MORTAR JOINT A MINIMUM DISTANCE OF 1 12" WITH AT LEAST 5

8"MORTAR COVER TO THE OUTSIDE FACE.

METAL PLATE CONNECTED TRUSSES:1. METAL PLATE CONNECTED TRUSSES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE

WITH "DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES", TPI-24 ASPUBLISHED BY THE TRUSS PLATE INSTITUTE AND SHALL BE DESIGNED FOR THE FOLLOWINGMINIMUM LOADS AND ANY SNOW DRIFTING/SLIDING SNOW INDICATED ON DRAWINGS:

TOP CHORD 25 PSF SNOW LOAD13 PSF DEAD LOAD

BOTTOM CHORD 7 PSFEAVES 2 x 25 PSF SNOW LOAD (ICE DAMS)TOTAL LOAD 43 PSF + SELF WEIGHTNET UPLIFT 10 PSF (0.6 D + W)

2. THE TRUSS MANUFACTURER SHALL SUBMIT DESIGNS, SHOP DRAWINGS AND CALCULATIONSBEARING THE STAMP OF A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE STATE OFOREGON TO THE ARCHITECT FOR REVIEW.

3. DESIGN, SHOP DRAWINGS AND CALCULATIONS SHALL INCLUDE THE FOLLOWING INFORMATION:A. DEFLECTION DESIGN CRITERIAB. LIVE, SNOW, DEAD, WIND, SEISMIC AND MECHANICAL DESIGN LOADSC. ERECTION AND PLACEMENT CRITERIAD. DETAILS OF ALL BRIDGING, BRACING, STIFFENERS, BLOCKING AND CONNECTIONSE. LOCATION AND FRAMING FOR ALL EQUIPMENT LOADS OVER 500 LBSF. LOCATION AND FRAMING FOR ALL SUSPENDED WALLS AND EQUIPMENT

4. THE TRUSS MANUFACTURER SHALL SUPPLY ALL HARDWARE, ANCHORAGE, AND METAL SEATSREQUIRED, AND SHALL INDICATE BRACING AND OTHER ACCESSORIES, TO BE SUPPLIED BY THEGENERAL CONTRACTOR, NECESSARY FOR THE PROPER ERECTION & PERFORMANCE OF THEIRPRODUCT.

5. LOWER CHORDS SHALL BE CAMBERED TO PROVIDE FOR DEAD LOAD DEFLECTION AT GYPSUMBOARD CEILINGS.

6. CONTRACTOR TO VERIFY ALL WEIGHTS AND LOCATIONS OF CONCENTRATED LOADS DUE TO ROOFTOP MECHANICAL UNITS, MECHANICAL PIPING, ELECTRICAL UNITS, FOLDING PARTITIONS ANDOTHER CONCENTRATED LOADS PRIOR TO TRUSS FABRICATION.

7. DO NOT NOTCH OR DRILL TRUSS MEMBERS W/OUT APPROVAL OF THE TRUSS MANUFACTURERAND THEIR ENGINEER.

8. ALTERNATIVE PRODUCTS AND DESIGNS MUST BE APPROVED BY THE STRUCTURAL ENGINEER OFRECORD PRIOR TO BID.

GLUE LAMINATED MEMBERS:1. ALL GLUE LAMINATED TIMBER BEAMS SHALL BE DOUGLAS FIR 24F-V4 AT ALL SIMPLE BEAMS AND

GRADE 24F-V8 AT ALL CANTILEVER AND CONTINUOUS BEAMS, UNLESS OTHERWISE SPECIFIED ONTHE DRAWINGS.

2. ALL G.L. TIMBER SHALL BE FABRICATED IN ACCORDANCE WITH ANSI A190 MANUFACTURING, USINGD.F. LUMBER AND WATERPROOF ADHESIVE. EACH MEMBER SHALL BEAR AN AITC OR APAIDENTIFICATION MARK AND BE ACCOMPANIED BY AN AITC OR APA CERTIFICATE OFCONFORMANCE.

3. G.L. TIMBER BEAMS SHALL HAVE A 3500' RADIUS CAMBER, OR, AS INDICATED ON THE DRAWINGS.4. ALL G.L. MEMBERS SHALL BE NOTCHED, SHAPED AND FINISHED AS PER PLANS AND

SPECIFICATIONS.5. SEE SPECIFICATIONS FOR FINISH AND PROTECTION.6. ALL G.L. TIMBER COLUMNS SHALL BE COMBINATION 2.7. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS, EXCEPT AS ALLOWED PER CODE. ANY

PROPOSED NOTCHING OR DRILLING OF STRUCTURAL MEMBERS, BEYOND THE LIMITATIONS SETFORTH BY CODE, NEEDS TO HAVE PRIOR APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD.

SAWN FRAMING LUMBER:1. ALL SAWN LUMBER SHALL BE DOUGLAS FIR, S4S, GRADED IN ACCORDANCE WITH WCLIB RULE #16, OF THE

FOLLOWING GRADES:2x4 STUDS, 2x6 STUDS UP TO 10'-0": PARA. 121, NO. 22x6 STUDS OVER 10'-0", JOISTS, PLATES, 4x HEADERS, BLOCKING: PARA. 123, NO. 2BEAMS, 6x HEADERS: PARA. 130, NO. 1POSTS: PARA. 131, NO. 2 OR NO.1

(AS INDICATED ON PLANSAND DETAILS

2. ALL 2X LUMBER SHALL BE S-DRY, UNO.3. ALL PLATES AND LEDGERS IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE

TREATED PER AWPB SPECIFICATIONS. ALL PT LUMBER SHALL BEAR THE AWPB QUALITY MARK.4. ALL DIMENSIONAL LUMBER AND TIMBERS SHALL BE CERTIFIED IN WRITING BY THE SUPPLIER TO BE LESS

THAN 19% MOISTURE CONTENT.5. DO NOT NOT NOTCH OR DRILL STRUCTURAL MEMBERS, EXCEPT AS ALLOWED PER CODE. ANY PROPOSED

NOTCHING OR DRILLING OF STRUCTURAL MEMBERS, BEYOND THE LIMITATIONS SET FORTH BY CODE,NEEDS TO HAVE PRIOR APPROVAL BY THE ENGINEER OF RECORD.

SHEATHING:1. ALL SHEATHING SHALL BE EXPOSURE 1 CONFORMING TO DOC PS 1 OR PS 2 & SHALL HAVE AN APA

PANEL IDENTIFICATION INDEX STAMP UNLESS NOTED OTHERWISE ON DRAWINGS. PANELTHICKNESS & IDENTIFICATION INDEX SHALL BE AS FOLLOWS:

A. ROOF SHEATHING: 58"-INDEX 40/20

B. WALL SHEATHING: 716"-INDEX 32/16

2. SHEATHING SHALL BE INSTALLED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND ENDJOINTS SHALL BE STAGGERED.

3. PROVIDE 1 PLY CLIP PER SPAN @ UNSUPPORTED EDGE OF ROOF SHEATHING WHERE JOISTSPACING EXCEEDS 16" O.C. U.N.O. AS BLOCKED EDGES.

4. BLOCK ALL WALL SHEATHING AS REQUIRED PER SHEARWALL SCHEDULE.

NAILING AND FASTENERS:1. NAILING INDICATED ON PLANS AND DETAILS ARE "COMMON" NAILS. MINIMUM FRAMING NAILING SHALL

CONFORM TO IBC TABLE 2304.9.1. SEE DETAILS FOR ADDITIONAL TYPICAL NAILING REQUIREMENTS.SUBSTITUTION OF NAILS OTHER THAN "COMMON" IS NOT PERMITTED WITHOUT PRIOR APPROVAL.

2. POWER DRIVEN NAILS OTHER THAN "COMMON" NAILS MAY BE USED IF DATA IS SUBMITTED ANDAPPROVED PRIOR TO USE.

3. PLYWOOD NAILING SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE ON PLANS:A. ROOF SHEATHING 8d AT 6" O.C. AT ALL SUPPORTED PANEL EDGES

8d AT 12" O.C. ALONG INTERMEDIATE FRAMINGB. WALL SHEATHING 8d AT 6" O.C. AT ALL PANEL EDGES U.N.O. ON PLANS

8d AT 12" O.C. ALONG INTERMEDIATE STUDSBLOCK ALL EDGES WITH 2 x 4 FLATS

4. ALL BOLTED CONNECTIONS SHALL BE MADE WITH MACHINE BOLTS (M.B.) CONFORMING TO ASTM A307.ALL BOLTS AND LAGS SHALL BE INSTALLED WITH STANDARD WASHERS, UNLESS NOTED.

5. JOIST HANGERS, HOLD DOWNS, AND OTHER FRAMING ACCESSORIES ARE REFERRED TO ON PLANS BYPARTICULAR TYPE AS MANUFACTURED BY SIMPSON COMPANY - SAN LEANDRO, CA. ALL HARDWARE ISTO BE FASTENED PER MANUFACTURER'S SPECIFICATIONS, U.N.O.

6. SILLS AT WALLS SHALL BE BOLTED TO CONCRETE WITH 12" DIAMETER x 7" EMBED ANCHOR BOLTS AT

4'-O" O.C. MAXIMUM AND WITHIN 1'-O" OF SILL PLATE ENDS, CORNERS OR SPLICES, UNLESS DETAILEDOTHERWISE. AT SHEARWALLS, USE STEEL PLATE WASHERS AT ALL ANCHOR BOLTS. WASHERS TO BEMINIMUM 1/4"x3"x3" AS PER IBC 2305.3.11.

7. ALL PLATES AND LEDGERS SHALL BE ANCHORED WITH A MINIMUM OF THREE FASTENERS PER PIECE.8. EPOXY ANCHOR BOLTS AND ADHESIVE INDICATED ON DRAWINGS SHALL BE OF TYPE AS NOTED ON

DRAWINGS, OR APPROVED EQUAL. DEPTH OF EMBEDMENT SHALL BE AS PER MANUF. SPECIFICATIONS,UNLESS NOTED OTHERWISE. INSTALL ALL EPOXY FASTENERS IN STRICT ACCORDANCE WITH THEMANUFACTURER'S REQUIREMENT

9. ALL FASTENERS FOR PRESSURE TREATED WOOD SHALL BE CORROSION RESISTANT PER THEREQUIREMENTS OF IBC 2304.9.5.

a. HOT-DIPPED ZINC-COATED GALVANIZED STEELb. STAINLESS STEEL

PERMIT SET


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C

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REV

JOB NO:

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JC:

DATE FILE

PM:


K. RANDOLPH

090550

25 JAN 2012

P. STEWART


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9:16

am

GENERALSTRUCTURAL

NOTES

9" TYP

9"TYP

9"TYP

STD-

STD-

A1

A1

B1

STD1

STD1

B2

B2

B1

STD1

CENTER FOOTINGON WALL

CENTER FOOTINGON WALL

B1

SLOPE & DRAINSLAB PER ARCH

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

4" CONCRETE SLAB ONGRADE W/ #3 @ 18" OC EA

WAY OVER VAPORRETARDER & COMPACTEDSUBGRADE PER GEOTECH





7S4.10

8S4.10

7S4.10

8S4.10

TYP7

S4.108

S4.10TYP

9S4.10

6S4.10

TYP

11S4.10

TYP@ CJ

10S4.10

TYP

7S4.10

10S4.10

TYP

5S4.10

TYP

TYP

7S4.10

TYP

12S4.11

TYP (2)

7S4.10

7S4.10

TYP4S4.10

TYP

1S4.10

IF REQ'D

7S4.10

TYP

8S4.10

1 TYP

1 TYP

1 TYP1 TYP

1TYP

1TYP

1TYP 1 TYP

1 TYP

1 TYP

2 TYP

2TYP

33

13S4.10

22S5.11

1'-4"1'-4"

BALLOON FRAMECHIMNEY W/ 11

2"x512"

1.3E LSL STUDS

HTT5

HTT5

HTT5

HTT4

HTT4

HTT4

HTT4

HTT4

HTT4

HTT4HTT4HTT4HTT4

HTT4

HTT4

HTT4HTT4

HTT4

HTT4

HTT5

9" TYP

9" TYP

8S4.10

@ DOOR

@ DOOR

TYP

4

RAISEDCONCRETE CURB

@ DOOR

6x6 DF#1 6x6 DF#1

6x6 DF#16x6 DF#1

CJ

CJ

CJ

CJ

CJ

21S5.11

WINDOW FRAMING

SCALE:

1S2.101/4"=1'-0"

11-T226

Shear Wall ScheduleSheathing - Nailing Mud Sill Plate and Anchor Bolts (See note 6) Comments

-

7/16" APA RATED SHT'G (1) SIDE W/8d NAILS @ 6" OC EDGES & 12"OC FIELDSTD 2x SILL PL. W/ 1/2"Ø A.B. @ 42" OC (EMBED 7")

A 7/16" APA RATED SHT'G (1) SIDE W/8d NAILS @ 4" OC EDGES & 12"OC FIELD

2x SILL PL. W/ 1/2"Ø A.B. @ 32" OC (EMBED 7")

7/16" APA RATED SHT'G (1) SIDE W/8d NAILS @ 3" OC EDGES & 12"OC FIELD

2x SILL PL. W/ 1/2"Ø A.B. @ 18" OC (EMBED 7") SEE NOTE 8 BELOWB

-

-

SHEAR WALL GENERAL NOTES : (APPLY TO ALL SHEAR WALLS)1. IF A.B. SPACING IS GREATER THAN SHEAR WALL LENGTH INSTALL (1) A.B. WITHIN 12" OF EACH END AS PER OSSC SECTION 2308.6.2. SHEAR WALL FRAMING IS TO BE 16" OC UNLESS NOTED OR DETAILED OTHERWISE.3. SHEAR WALLS ARE TO BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OR DETAILED OTHERWISE.4. ALL NAILS STATED ARE COMMON NAILS UNLESS NOTED OTHERWISE. 8d GALVANIZED BOX NAILS SHALL BE SUBSTITUTED FOR THE 8d COMMON NAILS INTO

PT SILL PL.8d = 0.131x21

2"16d = 0.162 x 31

2"5. LTP4 PLATES SHALL BE INSTALLED W/(12) 8d COMMON NAILS.6. ANCHOR BOLTS SHALL BE GALVANIZED & SHALL HAVE A 1/4"x3"x3" GALVANIZED PL WASHER BETWEEN THE SILL PL & NUT. ANCHOR BOLTS SHALL BE

PLACED SO THAT THE EDGE OF THE PL WASHER IS 12" MAX FROM THE SHEATHED FACE OF THE WALL. WHERE SHEATHING IS APPLIED TO BOTH FACES,

ALTERNATE ANCHOR BOLTS - SEE DETAIL 3/S4.10 FOR ANCHOR BOLT PL WASHER REQUIREMENTS.7. PENETRATIONS GREATER THAN 4" WIDE x 4" TALL IN THE SHEATHING OF SHEAR WALLS SHALL NOT OCCUR UNLESS APPROVED BY ENGINEER.

PENETRATIONS SMALLER THAN 4" WIDE & 4" TALL SHALL BE BLOCKED ABOVE & BELOW (STUD-STUD) & EDGE NAILED.

SHEAR WALL SPECIFIC NOTES:8. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL OR GREATER & NAILS SHALL BE STAGGERED. (DBL. 2x ARE ACCEPTABLE W/16d @ 4" OC

STAGGERED).

5.

-

INDICATES SHEAR WALL. SEE SHEAR WALL LEGEND, SHEAR WALL SCHEDULE, & HOLDOWN SCHEDULE ONTHIS SHEET FOR MORE INFORMATION.

6. INDICATES LOAD BEARING WALL, FRAMING TO BE 2x DF#2 STUDS @ 16" OC UNO (SEE ARCH DRAWINGS FORWALL WIDTH)

4.

H.D.

X3.

7. INDICATES NON-LOAD BEARING PARTITION WALL BELOW, FRAMING TO BE 2x DF#2 STUDS @ 16" OC, UNO (SEEARCH DRAWINGS FOR WALL WIDTHS)

1. VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS.

2. DETAILS ON THESE PLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION METHODS FOR THIS STRUCTURE.CONNECTIONS, DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN THAT ARE SIMILAR TO THOSE THAT ARE SPECIFIED SHALLBE ASSUMED ONE AND THE SAME. IF QUESTIONS REGARDING THE APPLICATION OF DETAILS ARE ENCOUNTERED, NOTIFY THEARCHITECT / ENGINEER FOR CLARIFICATION IN A TIMELY MANNER PRIOR TO BID OPENING.

INDICATES FOOTING TYPE. SEE FOOTING SCHEDULE ON THIS SHEET FOR MORE INFORMATION.

INDICATES HOLDOWN. SEE HOLDOWN SCHEDULE ON THIS SHEET.

Foundation Plan Notes

Footing Schedule-

18" WIDE x 10" DEEP x CONT1LONG: (2) #4

TRANS: #4 @ 48" OC

16" WIDE x 10" DEEP x CONT2

3 3'-0" x 3'-0" x 12" DEEP (4) #4 EA WAY - EQ SPACEDAT BOTTOM

LONG: (2) #4TRANS: #4 @ 48" OC

Size Reinforcing Notes

4 10" DEEP x AS SHOWN #4 @ 12" OC EA. WAY ATBOTTOM

1. NAIL HOLDOWN MEMBERS W/ (2) ROWS OF 16d @ 6" OC STAGGERED FULL HEIGHT (TYP.)2. ALL HOLDOWNS AND ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS.3. NAILS ARE TO BE COMMON NAILS UNLESS NOTED OTHERWISE.4. SEE DETAILS 2/S4.10, 4/S4.10, 5/S4.10 FOR TYPICAL HOLDOWN INSTALLATION.5. HOLDOWNS OCCUR @ EACH END OF WALL.

-

1

2

NONE REQUIRED-

HOLDOWN GENERAL NOTES :

Holdown ScheduleHoldown Attachment to Framing Member Minimum Framing

Member SizeAttachment to Foundation ONU on

Plans or Details Comments

USE SIMP. SSTB24L INTO STEM WALL.USE 5 8" DIA ASTM A36 HEX HEAD A.B.

EMBED 6" INTO FTG. W/ 38"x11

2"x112" PL

WASHER BETWEEN DBL. NUT @ BOT.OF THREADED ROD WHEN NO STEM

WALL OCCURS.

PROVIDE #4 DOWEL W/STANDARD HOOK @ EACH

HOLDOWN LOCATION(2) 2x STUDS(18) 16dx21

2 NAILSSIMPSON HTT4

PROVIDE #4 DOWEL W/STANDARD HOOK @ EACH

HOLDOWN LOCATION

USE SIMP. SSTB24L INTO STEM WALL.USE 5 8" DIA ASTM A36 HEX HEAD A.B.

EMBED 6" INTO FTG. W/ 38"x11

2"x112" PL

WASHER BETWEEN DBL. NUT @ BOT.OF THREADED ROD WHEN NO STEM

WALL OCCURS.

(2) 2x STUDSSIMPSON HTT5 (26) 16dx212 NAILS

Holdown Embedment Detail

SSTBJAMBNUTTED

EMBE

DLE

NG

TH

3" MIN. CLR TO BOTTOM OFFOOTING -TYP

8" MIN. THREADEDPROJECTION -TYP

FOOTING

STEMWALL (ASOCCURS)

FOOTING

3x SILL PL PER SHEARWALL SCHEDULE

PL WASHER PERHOLDOWN SCHEDULE

1. ANCHOR RODS TO BE ASTM F1554 GRADE 36, A36 OR A307 ONU2. NUTS FOR ANCHOR RODS SHALL BE STANDARD HEX NUTS TYPE ASTM A563-A.3. WASHER FOR ANCHOR RODS SHALL BE ASTM F844. PROVIDE WASHER BETWEEN ALL NUTS AND BASE PL's.4. ANCHOR BOLTS SHALL NOT BE IN CONTACT W/ PRESSURE TREATED (PT) WOOD. PT WOOD PLATES SHALL HAVE OVERSIZED HOLES 1

4" MINIMUM & 38"

MAXIMUM LARGER THAN ROD SIZE. AS AN ALTERNATE, THE ANCHOR SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A653.

HOLDOWN SCHEDULE NOTES :

Shear Wall Legend

A

1

A

1

ONE HOLDOWN IS ALWAYS TO BE LOCATED AT EACH END OF EACH SHEAR WALL AS INDICATEDBELOW ("HD") UNLESS NOTED OTHERWISE. HOLDOWNS MAY OR MAY NOT BE INDICATED BY ADOT (AS SHOWN BELOW) ON THE PLANS.

SEE SCHEDULED INFORMATION FOR EACH APPLICABLE SYMBOL SHOWN.

UNLESS NOTED OTHERWISEON THE PLANS.

- INDICATES HOLDOWN TYPE

- INDICATES SHEAR WALL TYPEEXTENT OFSHEAR WALL

HDHD

PERMIT SET


1 2 3 4 5



C

B

A

D

REV

JOB NO:

DATE:

DRAWN BY:

ASSOC:

JC:

DATE FILE

PM:


K. RANDOLPH

090550

25 JAN 2012

P. STEWART


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CLUB HOUSEFOUNDATION

PLAN

PRE-MFR ROOF

TRUSSES @ 24" O.C.

PRE-MFR ROOF

TRUSSES @ 24" O.C.

PRE-

MFR

RO

OF

TRUS

SES

@ 2

4" O

.C.

PRE-

MFR

SCI

SSO

R

TRUS

SES

@ 2

4" O

.C.

11S5.10

RIDGE RIDGE

RID

GE

RID

GE

4'-0

"

2x4 DF#2 ROOF

OUTLOOKERS @ 12" OC

4x10 DF#2 HDR- TYP UNO

PRE-MFR ROOFTRUSSES @24" OC

6x6 DF#1

6x6 DF#1 4x6

DF#

2PU

RLI

N

4x8

DF#

2PU

RLI

N

4x6

DF#

2PU

RLI

N

518 x 12 COMB 2 GL

BELOW

518x9 COMB 2 GL

6x8 DF#2 HDR 6x8 DF#2 HDR 6x8 DF#2 HDR

4x10

DF#

2 H

DR

- TYP

UN

O

PRE-MFR ROOFTRUSSES @24" OC

518 x 101

224F-V4 GL

6x10

DF#

2

58" APA RATED SHTH OVER 2x6

T&G SELECT DECKING INCONTROLLED RANDOM

PATTERN - TYP

30 PSF8'-0"

30 PSF8'-0"

3S5.10

1S5.10

4S5.10

1S5.10

7S5.10

3S5.10

11S5.10

1S5.10

1S5.10

7S5.10

TYP

TYP

TYP

TYP TYP BETWEENGRIDS B & C TYP

TYP

TYP

TYP

6S5.10

5S5.10

8S5.10

6S5.10

5

S5.10

6S5.10

5S5.10

8S5.10

6S5.10

TYP TYP

TYP @RIDGE

TYP

TYP @RIDGE

TYP @RIDGE

TYP

TYP

TYP

4x10 DF#2 HDR -TYP UNO

4x10 DF#2 HDR -TYP UNO

58" APA RATED

ROOF SHTH - TYP

58" APA RATED

ROOF SHTH - TYP

58"

APA

RAT

EDR

OO

F SH

TH -

TYP

3

1 2

3

12

GIRDER TRUSS

GIRDER TRUSS 4'-0

"

TYP

4423

S5.11

22S5.11

DR

AG T

RU

SS

10S5.10

@ BEAM

9S5.10

@ BEAM

10S5.10

@ BEAM

GIRDER TRUSS

(1) 2x6 CRIPPLE W/(2) 2x6 KINGS

(1) 2x6 CRIPPLE W/(2) 2x6 KINGS

DBL 2x6

DBL 2x6

(2) 2x6

(2) 2x6

(2) 2x6

LOUVER @ GABLEEND TRUSS - SEE

ARCH FOR LOCATION

LOUVER @ GABLEEND TRUSS - SEE

ARCH FOR LOCATION

51 8x12

GL

6x6 DF#1 (SEALEDPER ARCH)

4x6 W/ (2) 2x6KINGS

12S5.10

TYP (2)

16S5.11

TYP

518x9 COMB 2 GL

15S5.11

14S5.11

TYP (2)

21S5.11

WINDOW FRAMING

17S5.11

GL ROOF TRUSS

13S5.11 TYP

NOTE:SEE ARCH FOR SEALED FINISHREQUIREMENTS FOR PURLINS& GL ROOF TRUSS

51 8x12

GL

6x6 DF#1 (SEALEDPER ARCH)

4x6 W/ (2) 2x6KINGS

(1) 2x6 CRIPPLEW/ (2) 2x6 KINGS

(1) 2x6 CRIPPLEW/ (2) 2x6 KINGS

(2) 2x6

GIRDER TRUSS

TRUSSTRUSSD

RAG

TR

USS

6x10

DF#

2

SCALE:

1S2.501/4"=1'-0"

11-T226

3.

Roof Framing Plan Notes

-

4.

-

INDICATES SHEAR WALL BELOW. SEE SHEAR WALL LEGEND, SHEAR WALL SCHEDULE, & HOLDOWNSCHEDULE ON THIS SHEET FOR MORE INFORMATION.

5. INDICATES LOAD BEARING WALL BELOW, FRAMING TO BE 2x DF#2 STUDS @ 16" O.C. U.N.O. (SEE ARCH.DRAWINGS FOR WALL WIDTH)

6. INDICATES NON-LOAD BEARING PARTITION WALL BELOW, FRAMING TO BE 2x DF#2 STUDS @ 16" O.C.,U.N.O. (SEE ARCH. DRAWINGS FOR WALL WIDTHS)

7. INDICATES ROOF OVERFRAMING. SEE DETAIL 6/S5.10.

9.

10.

11.

12.

13.

8. INDICATES DRIFT LOAD & SLIDING SNOW LOADS. TRUSS MANUFACTURER SHALL ACCOUNT FORINDICATED LOADS IN DESIGN OF TRUSS.30 PSF

7'-6"

INDICATES KEYED NOTE, SEE ROOF FRAMING KEYED NOTES SCHEDULE ON THIS SHEET.

PROVIDE 4x10 DF#2 HEADER @ ALL WINDOW & DOOR OPENINGS W/ (1) CRIPPLE & (1) KING ON EACH END OF HEADER, TYP.U.N.O. SEE DETAIL 2/S5.10 FOR TYPICAL CONSTRUCTION.

SUPPORT ALL GIRDER TRUSSES W/ MIN OF (2) 2x6 STUDS @ EACH FLOOR TO FOUNDATION UNLESS NOTED OTHERWISE (TYP)

FOR TYPICAL DOUBLE TOP PL SPLICE, SEE DETAIL 7/S5.10 UNLESS NOTED OTHERWISE.

PROVIDE SIMPSON LSTA36 STRAP CENTERED @ ALL DOUBLE TOP PL BREAKS W/ (13) 16d SINKERS TO EACH SIDE OFDOUBLE TOP PL BREAK (26) TOTAL NAILS. TYPICAL UNLESS NOTED OTHERWISE.

TRUSS MANUFACTURER TO REVIEW ALL DETAILS & PLANS TO ACCOUNT FOR SPECIFIC CONDITIONS.

1. VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS.

2. DETAILS ON THESE PLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION METHODS FOR THIS STRUCTURE.CONNECTIONS, DETAILS AND CONDITIONS NOT SPECIFICALLY SHOWN THAT ARE SIMILAR TO THOSE THAT ARE SPECIFIEDSHALL BE ASSUMED ONE AND THE SAME. IF QUESTIONS REGARDING THE APPLICATION OF DETAILS ARE ENCOUNTERED,NOTIFY THE ARCHITECT / ENGINEER FOR CLARIFICATION IN A TIMELY MANNER PRIOR TO BID OPENING.

PERMIT SET


1 2 3 4 5



C

B

A

D

REV

JOB NO:

DATE:

DRAWN BY:

ASSOC:

JC:

DATE FILE

PM:


K. RANDOLPH

090550

25 JAN 2012

P. STEWART


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CLUB HOUSEROOF FRAMING

PLAN

1. NAIL ROOF SHEATHING TO DRAG TRUSS BELOW W/ MIN OF 8d NAILS @ 6" O.C. UNO ON PLAN.

2. ALIGN DRAG TRUSS W/ WALL BELOW. DESIGN TRUSS FOR AXIAL LOAD OF 1.0W = 3000 LBS TENSION OR COMPRESSION. SEEDETAIL 8/S5.10 FOR ALIGNMENT AND CONNECTION TO WALL BELOW.

3. ATTACH DRAG TRUSS TO SHEAR WALL WITH (5) SIMPSON LTP4 CLIPS, EQUALLY SPACED.

4. SIMPSON CS18 x AS SHOWN W/ (2) ROWS OF 8d NAILS @ 4" O.C. TO 2x CONT. BLKG BETWEEN TRUSSES & GIRDER TRUSS.

5. BALLOON FRAME STUDS CHIMNEY W/ 112"x51

2" 1.3E LSL.

Roof Framing Keyed Notes=

SCALE:

1S4.101"=1'-0"

11-T226SCALE:

2S4.101"=1'-0"

11-T226

SCALE:

4S4.101"=1'-0"

11-T226SCALE:

5BS4.101"=1'-0"

11-T226SCALE:

6S4.101"=1'-0"

11-T226SCALE:

7S4.101"=1'-0"

11-T226

SCALE:

8S4.101"=1'-0"

11-T226SCALE:

9S4.101"=1'-0"

11-T226SCALE:

10S4.101"=1'-0"

11-T226SCALE:

11S4.101"=1'-0"

11-T226

HH

MINIMUM

HF

HH

2x "H"

2x "H"1'-6"

LONG BARS TO MATCHLONG FOOTING BARS

TYP WALL FTG

TYP WALL FTG

LONG BARSPER PLAN

NOTE:DO NOT SLOPE FOOTINGSUNDER ANY CONDITIONS.

REINF LAP

PER PLAN

REINF LAP

PER PLAN

SHEARWALL SHEATHING& NAILING PERSHEARWALL SCHEDULE

HOLDOWN POST PERHOLDOWN SCHEDULE

EDGE OF ROUGH OPENINGOR CORNER OF BUILDING

HOLDOWN &HOLDOWN ANCHOR

PER HOLDOWNSCHEDULE

SILL PL AND SILLANCHORS PER

SHEAR WALLSCHEDULE

PROVIDE AN ADDITIONALFOUNDATION WALL DOWELADJACENT TO HOLDOWN PERHOLDOWN SCHEDULE

EXTE

NT

OF

SHEA

R W

ALL

STEMWALL &FOOTING PER PLAN

5" MIN

CL

SHEAR WALLPER PLANS

BLK'G FOR GYPBOARD NOTSHOWN

ADDITIONAL STUD ASREQ'D - SEE NOTE

SHEAR WALLPER PLANS

HOLDOWN PER PLAN &SCHED (USE GREATER OF

THE (2) HOLDOWNS)

EDGE OF CONC

EDGE NAILING PERSHEAR WALL SCHED

16d NAILS @ 4" OC

POST PER HOLDOWNSCHEDULE

NOTE:HOLDOWN BOLT TO BE PLACED 5" MINFROM EDGE OF CONCRETE. ADDADDITIONAL 2x STUD AS REQUIRED &FASTEN TO DBL 2x HOLDOWN POST W/16d @ 4" OC STAGGERED

CRIPPLE STUD(S) PER PLAN& BEAM SCHEDULE

OPENING PER PLAN

STAGGER SHEARWALL EDGE NAILINGTO HOLDOWN POSTUSE THE GREATER OF THE

KING POST OR THEHOLDOWN POST

2x STUD WALL PER PLAN

HOLDOWN PER PLAN& HOLDOWN SCHED

SHEAR WALL SHEATHING PER PLAN& SHEAR WALL SCHED (MAY REQ'D

ON BOTH SIDES OF WALL)

CRIPPLE STUD(S)PER PLAN

STAGGER SHEAR WALLEDGE NAILING BETWEENDBL STUDSUSE THE GREATER OF THE

KING STUDS OR THEHOLDOWN POST


HOLDOWN PER PLAN& HOLDOWN SCHED

OPENING PER PLAN

SCALE:

5AS4.101"=1'-0"

11-T226

1'-0"

1'-6

" MIN

SEE PLAN FOR

SIZE & REINF

3" CLR

8"

PL WASHER PER SHEAR WALL SCHED& DETAIL 3/S4.10

IF STEM WALL HEIGHT ISGREATER THAN 2'-6" ADD

ADDITIONAL #4 HORIZ @ 12"OC

2" CLR

1'-0

" MIN

- TYP

(1) #4 CONT @ TOP

SHEAR WALL -SEE SHEARWALL SCHEDULE FOR MORE

INFO

PT SILL PL, ANCHOR BOLT SIZE & SPACINGPER PLAN & SHEAR WALL SCHEDULE (SILL

PL IN CONTACT W/ CONCRETE TO BE PT)

EDGE NAILING -SEE SHEARWALL SCHEDULE STAGGER

NAILING

CONC SLAB-ON-GRADE -SEEPLANS FOR ADDITIONALINFORMATION

4"

6"

REINF PER PLAN

11 2" C

LR

DOWELS @ 24" OC(ALT HOOKS)

11

AIR GAP & VENEER PERARCH

#4x

3" C

LR

SEE PLAN FOR SIZE

& REINF

CONC SLAB ON GRADE, (SEEPLAN FOR SIZE & REINF )

(1)-#4 CONT

WALL BEYOND

DOWEL SLAB REINFAS SHOWN

1'-6

"

MIN

21 #4 DOWELS @ 48" OC (ALT HOOKS)

EXTERIOR SLAB PERARCH & CIVIL

FTG

. DEP

TH

PER

PLA

N

3" C

LR3" CLR

SEE PLAN FORFOOTING SIZE & REINF

21


SHEAR WALL - SEE SHEAR WALLSCHEDULE FOR MORE INFO

PL WASHER PER SHEAR WALLSCHEDULE & DETAIL 3/S4.10

EDGE NAILING - SEE SHEARWALL SCHEDULE

SLAB ON GRADE SEEPLAN

REINF PER PLAN



CL

OF

STEM

WAL

L&

FTG

FTG

. DEP

TH

PER

PLA

N

3" C

LR3" CLR


21

2x PT SILL PL W/ 12"∅ AB (7" EMBED) @ 48"

OC (SILL PL IN CONTACT W/ CONCRETE TOBE PT)



REINF PER PLAN

REINF PER PLAN

CL

OF

STEM

WAL

L &

FTG

6"

CONSTRUCTION JOINT

CONTROL JOINT

6"

11

4"

SEE PLAN FOR REINFINFORMATION

CONCRETE SLAB ON GRADE SEEPLANS FOR ADDITIONAL INFORMATION1

8" x 112" SAW JOINT. SAW AS SOON AS CONC WILL

SUPPORT WEIGHT OF MACHINE WITHOUT MARRINGTHE SURFACE. FILL JOINT WITH JOINT FILLER.

APPLY ACCORDING TO MANUFACTURER'SRECOMMENDATIONS.

ROCK PER GEOTECHRECOMMENDATION

12" DIA x 36" SMOOTH DOWEL @ 24" OC

GREASE OR WRAP ONE END OF EACHDOWEL

CONCRETE SLAB ON GRADE- SEEPLANS CONCRETE SLAB ON FOR

ADDITIONAL INFO

SEE SLAB FOR REINF INFO

NOTES:CONTRACTOR MAY USE EITHER CONTROLJOINTS OR CONSTRUCTION JOINTS ATLOCATIONS INDICATED ON PLANS.

CL CONTROLJOINT

CL CONTROLJOINT

112" CLR

112" CLR

CUT EVERY OTHER BARPERPENDICULAR TO JOINT

FOUNDATION DRAIN PERGEOTECH

FOUNDATION DRAINPER GEOTECH

SHEAR WALL SHEATHING PER PLAN& SHEAR WALL SCHED (MAY REQ'D

ON BOTH SIDES OF WALL)

RIGID INSULATIONPER ARCH

FTG

. DEP

TH

PER

PLA

N

3" C

LR3" CLR


21


SHEAR WALL - SEE SHEAR WALLSCHEDULE FOR MORE INFO

PL WASHER PER SHEAR WALLSCHEDULE & DETAIL 3/S4.10

EDGE NAILING - SEE SHEARWALL SCHEDULE


REINF PER PLAN



CL

OF

STEM

WAL

L&

FTG

#4 DOWEL @ 24" OC (ALTHOOKS)

#4 CONTCONCRETE CURB PER ARCH

CONTRACTOR OPTION:REPLACE CAST-IN A.B. W/ EITHER:1

2" DIA. A307 THREADED ROD EPOXY EMBED 6" MIN W/SIMPSON SET-XP EPOXY.

12" DIA. SIMPSON STRONG-BOLT 2 WEDGE ANCHOR.




SCALE:

3BS4.103"=1'-0"

11-T226SCALE:

4S4.101"=1'-0"

11-T226

SCALE:

3AS4.103"=1'-0"

11-T226

13 4"

MAX

3"

3"

BOLT DIAMETER + 116" DIA

HOLE CENTERED IN PL

14" GALVANIZED PLATE

WASHER

BOLT DIAMETER + 316"x13

4" LONGDIAGONALLY SLOTTED HOLE HOLECENTERED IN PL

14" GALVANIZED PLATE

WASHERPROVIDE STANDARD CUT

WASHER BETWEEN PLWASHER & NUT

3"

3"

NOTE:1. CONTRACTOR MAY USE PLATE

WASHER OPTION A OR B2. PLATE WASHER MUST BE HOT

DIPPED GALVANIZED3. STANDARD CUT WASHER

REQUIRED BETWEEN PLATEWASHER & NUT

4. ONLY REQUIRED AT SHEARWALLS

NOTE:1. CONTRACTOR MAY USE PLATE

WASHER OPTION A OR B2. PLATE WASHER MUST BE HOT

DIPPED GALVANIZED3. STANDARD CUT WASHER NOT

REQUIRED4. ONLY REQUIRED AT SHEAR

WALLS

WALL STUDSPER PLAN

WALLSHEATHING PER

PLAN

12" MAX

FROM WALLSHEATHING TYP

ANCHOR BOLTPER PLAN

FOUNDATIONPER PLAN

2x SILL PL

PL WASHER PER3a & 3b/S4.10

A-A

AA1

2" MAXFROM WALL

SHEATHING TYP

PERMIT SET


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JC:

DATE FILE

PM:


K. RANDOLPH

090550

25 JAN 2012

P. STEWART


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FOUNDATIONDETAILS

SCALE:

12S4.111"=1'-0"

11-T226SCALE:

13S4.111"=1'-0"

11-T226

SIZE & REINF.SEE PLAN FOR

3"CLR

2"(4) #4 x

DOWELS 8"

ROUGHENED SURFACE

(2)-#3 HOOPS @ TOP & #3 TIES@ 8" O.C. @ REST OF PIER

SEE

PLAN18

" MIN

4" RAISED CONCRETEPOST BASE 6"x6"

CONCRETE PIERPER ARCH

2" CLR TYP

BRICK VENEER PERARCH

51 2"3"

11 2"

SIMPSON AP66K-38 W/ (4) 5 8"Ø

x 6" HDD STUDS

CL

POST

&FO

OTI

NG

1'-4

" PER

AR

CH

EXTERIOR SLABON GRADE

PRECAST CONCRETECAP PER ARCH

POST PER PLAN

PL 3 8"x6"x6" W/ (4) 58"DIA x 10"

HDD STUDS @ 3" GAGE EA WAY

PL 3 8"x3" x AS SHOWNW/ (2) 3 4" DIA A307

THRU BOLTS (HOTDIPPED GALVANIZED)

1/4

NOTE:HOT DIP GALVANIZEPOST BASE & BOLTS




4"

6"

SEE PLAN FOR SIZE & REINF

3"

CLR

2x PT SILL PL W/ 12"∅ AB (7" EMBED)@ 48" OC (SILL PL IN CONTACT W/

CONCRETE TO BE PT)

AIR GAP & BRICKVENEER PER ARCH

PRECAST PERARCH

11

11 4"

6"

PERMIT SET


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DATE:

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ASSOC:

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DATE FILE

PM:


K. RANDOLPH

090550

25 JAN 2012

P. STEWART


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FOUNDATIONDETAILS

SCALE:

1S5.101"=1'-0"

11-T226SCALE:

2S5.101"=1'-0"

11-T226

SCALE:

5S5.101"=1'-0"

11-T226SCALE:

6S5.101"=1'-0"

11-T226SCALE:

7BS5.101"=1'-0"

11-T226SCALE:

8S5.101"=1'-0"

11-T226

SCALE:

9S5.101"=1'-0"

11-T226SCALE:

10S5.101"=1'-0"

11-T226SCALE:

11S5.101"=1'-0"

11-T226SCALE:

12S5.101"=1'-0"

11-T226

SCALE:

3S5.101"=1'-0"

11-T226SCALE:

4S5.101"=1'-0"

11-T226

ROOF SHEATHING

NAILS @ 6" OC (EDGENAILING)

2x SOLID BLOCKING

EDGE NAILING (SEESHEAR WALL

SCHEDULE)WALL SHEATHING

2x STUD WALLSTUDS @ 16" OCUNLESS NOTED

OTHERWISE

CONTINUOUS DOUBLE 2xTOP PLATE PER 7/S5.10

SIMPSON H1 CLIPAT EACH TRUSS

MANUFACTUREDTRUSSES

11

CEILING LINE

DOUBLE TOP PLPER 7/S5.10

EDGE NAILING

8d @ 6" OC

GABLE END TRUSS W/ VERTS @ 24"OC MIN PROVIDE 7/16 APA RATED

SHT'G W/ 8d NAILS @ 6" OC EDGES &12" OC FIELD

2x6 TOP CHORD LET-IN 2x6OUTLOOKER

8d @ 6" OC

2x6 OUTLOOKER @24" OC

8d @ 6" OC

ROOFSHEATHING

PER PLAN

2x BLOCKING (MATCHDEPTH OF TRUSS TOP

CHORD) W/ (4)-8d NAILS

2x4 KICKER @ 48" OC NAILW/ (5)-16d @ TOBLOCKING

PRE MANUF ROOFTRUSS @ 24" OC

2x4 @ 4'-0" OC W/ (2) 16d NAILS@ EACH KICKER IF KICKERLENGTH EXCEEDS 6'-0"

BALLOON FRAMEEND WALL TOCEILING LINE

SIMPSON LTP4 @ 48" OC MIN

SIMPSON A23CLIP @ EACHKICKER

11

CEILING LINE

DOUBLE TOP PLPER 7/S5.10

EDGE NAILING

8d @ 6" OC

GABLE END TRUSS W/ VERTS @ 24"OC MIN PROVIDE 7/16 APA RATED

SHT'G W/ 8d NAILS @ 6" OC EDGES &12" OC FIELD

2x8 TOP CHORD LET-IN 2x4OUTLOOKER

8d @ 6" OC

2x4 OUTLOOKERPER PLAN

8d @ 6" OC

ROOFSHEATHING

PER PLAN

2x BLOCKING (MATCHDEPTH OF TRUSS TOP

CHORD) W/ (4)-8d NAILS

2x4 KICKER @ 48" OC NAILW/ (5)-16d @ TOBLOCKING

PRE MANUF ROOFTRUSS @ 24" OC

2x4 @ 4'-0" OC W/ (2) 16d NAILS@ EACH KICKER IF KICKERLENGTH EXCEEDS 6'-0"

BALLOON FRAMEEND WALL TOCEILING LINE

SIMPSON LTP4 @ 48" OC MIN

SIMPSON A23CLIP @ EACHKICKER

SIMPSON LUSHANGER EA

OUTLOOKERTO TRUSS

RIDGE BLKG W/ RIDGE VENT

RIDGE BLKG

PRE MANUFACTUREDROOF TRUSSES

2x SHAPED BLOCKING @RIDGE (ALTERNATE

BLOCKING EACH BAY)ROOF SHEATHINGPER PLAN

EDGE NAILING

PRE MANUFACTUREDROOF TRUSSES

2x BLOCKING

ROOF SHEATHINGPER PLAN

EDGE NAILING

RIDGE VENT-SEE ARCH

2x6 OVERFRAMING POSTDOWN TO FRAMING BELOW@ 48" OC MAX W/ 2x4

2x CONT FLAT TO RECEIVEBRACING/POST DOWNOF OVER FRAMING(TYP) W/ (2) 16d NAILS @ EATRUSSROOF TRUSS

PER PLAN

(2) 16d TOENAILS TO FLAT2x-TYP

2x8 FLAT W/ (3) 16d NAILS TOEACH TRUSS

8d @ 6" OC

BID ALTERNATE:TRUSS MFR PROVIDE TRUSSED OVERFRAMING@ 24" OC CLIPPED TO MAIN ROOF TRUSSES W/SIMPSON VTCR @ 48" OC IN LIEU OF 2x6OVERFRAMING & POST & 2x FLAT.

TOP PLATE SPLICE

LESS THAN 4'-0"

4'-0" MINIMUM

W/ (10) 16d NAILS AS SHOWN (EQ SPACED)

CONTINUOUSDOUBLE TOP PL

2x STUDS

16d NAILS @ 8" OCSTAGGERED (TYP)

SIMPSON LSTA36 STRAPCENTERED ON ALL DBLTOP PL SPLICES (TOP &BOTTOM PLATES)

2x STUDS

SCALE:

7AS5.101"=1'-0"

11-T226

ROOF SHEATHINGPER PLAN

12" MAX3'-0" MAX

OPENING WIDTHTRIMSTUD

SILL PL'S

SILL PL

SIMPSON A35 AS SHOWN(NOT REQ'D FOR OPENINGWIDTHS LESS THAN 6'-0")TYP

DOUBLE TOP PL

HEADER

(2) 16d FACE NAILS @16" OC - TYP @ BUILT

UP STUDS @ OPENING

FILLER STUDS ASREQ'D

(8) 16d NAILS TOHEADER - TYPEA SIDE

CRIPPLESTUD

8d NAILS @ 6" OC TODRAG TRUSS

PRE MANUF ROOFTRUSSES, SEE PLAN FOR

TYPE & SPACING

CONTINUOUSPLYWOOD ROOFSHEATHING

EDGE NAIL (8d@ 6" OC)

2x CONT BLOCKING BETWEENTRUSSES W/ 16d NAILS @ 8"

OC TO DRAG TRUSS

SIMPSON H1 CLIP @EACH TRUSS

CONT DOUBLE TOP PLSEE DETAIL 7/S5.10 FOR

SPLICE CONN.

2x STUDS PER PLAN

SHEAR WALLEDGE NAILING

DRAG TRUSSPER PLAN

SIMPSON LTP4 @ 48"OC DRAG TRUSS TOSHEARWALL UNO

PRE MANUF ROOFTRUSSES, SEE PLANFOR TYPE & SPACING

ROOF OVERFRAMINGPER 6/S5.10

TRUSSES &CONNECTIONTO WALL PERDETAIL 8/S5.10

CEILING LINE

CEILING LINE

BEAM PER PLAN

TRUSSES &CONNECTIONTO WALL PERDETAIL 8/S5.10

CEILING LINE

BEAM PER PLAN

STUD WALLPER PLAN

CONT DBLTOP PL

SIMPSON LSTA36 STRAP

SIMPSON BC POST CAP

POST - SEE PLAN

GL BEAM PER PLAN

DBL KING STUDS MIN

ROOF SHEATHING

NAILS @ 6" OC (EDGENAILING)

2x SOLID BLOCKING

EDGE NAILING (SEESHEAR WALL

SCHEDULE)WALL SHEATHING

2x STUD WALLSTUDS @ 16" OCUNLESS NOTED

OTHERWISE

CONTINUOUS DOUBLE 2xTOP PLATE PER 7/S5.10

SIMPSON H1 CLIPAT EACH TRUSS

11

KICKER PERDETAIL 3/S5.10

HANGER BYTRUSS MANUF

2x4 BLOCKING @ KICKERW/ SIMPSON LU24 EA ENDTO TRUSS

PERMIT SET


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DATE:

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ASSOC:

JC:

DATE FILE

PM:


K. RANDOLPH

090550

25 JAN 2012

P. STEWART


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FRAMINGDETAILS

20S5.11

14S5.11

15S5.11

18S5.11

19S5.11

51 8x6

CO

MBS

2 G

L

5 18x9 COMB 2 GL TOP CHORD

51 8x9 COMB 2 GL TOP CHORD

518x12 COMB 2 GL

CEILING BEAM

TYP (2)

TYP (2)

BC

(2) SIMP LS70 -TYP EA POST

CONT DBLTOP PL

SIMP LSTA36 STRAP@ WALL RIDGE

(2) 2x6KINGS W/

2x6 CRIPPLE

(2) 2x6 KINGS W/2x6 CRIPPLE

6x8 DF#2 6x8 DF#2 6x8 DF#2

6x8 DF#2

6x6 DF#1

6x6 DF#1

(1) SIMPSON A35(ONE TOP) -TYP EA

END EA HEADER

SIMPSON HUCHANGER - TYP

(6)SIMP A35 -TYP SILL TOPOST

SIMP A35 -TYP

PURLINS & TRUSSPER PLAN

BALLOONFRAMED STUDSPER PLAN

ROOF TRUSSESPER PLAN

GIRDER TRUSSPER PLAN

(2) 16d NAILSTRUSS TO EA STUD

CONT DBLTOP PL


SCALE:

13S5.111"=1'-0"

11-T226SCALE:

14S5.111"=1'-0"

11-T226

SCALE:

17S5.111/4"=1'-0"

11-T226SCALE:

18S5.111"=1'-0"

11-T226SCALE:

19S5.111"=1'-0"

11-T226SCALE:

20S5.111"=1'-0"

11-T226

SCALE:

21S5.111/4"=1'-0"

11-T226SCALE:

22S5.111"=1'-0"

11-T226SCALE:

23S5.111/2"=1'-0"

11-T226

SCALE:

15S5.111"=1'-0"

11-T226SCALE:

16S5.111"=1'-0"

11-T226

GL TRUSS PER PLAN

ROOF SHEATHINGOVER T&G DECKINGPER PLAN

PURLIN PER PLAN

SIMPSON HL35 EA. SIDE OF PURLIN W/(2) 12" DIA THRU BOLTS TO PURLIN & (2)1

2" DIA x 4" LAG BOLTS IN BEAM (EA.ANGLE)

GL TRUSS PER PLAN

ROOF SHEATHING OVER T&GDECKING PER PLAN

ROOF SHTH OVER T&GDECKING PER PLAN

GL TRUSS PER PLAN

ROOF SHEATHINGOVER T&G DECKINGPER PLAN

RIDGE BEAM PER PLAN

CONT. 3x6 RIPPED RIDGEFILLER BLOCK

RIDGE BEAM PER PLAN

GL TRUSS PERPLAN

CONT. 3x4 RIPPED RIDGEFILLER BLOCK

212"

2"TYP

PLs 14"x314"x31

4"x5" LONG EA SIDEOF PURLIN W/ (2) 12" DIA THRUBOLTS TO RIDGE & (2) 1

2" DIAx4"LAG BOLTS IN BEAM (EA ANGLE)

114"

TYP

2"

BEAM PER PLAN

518" GL CONT BLKG W/ (2) SIMPSON

SDS 14x5" SCREWS @ 10" OC & 4"FROM EA END (DAP SCREWS INTOBLKG)

2x FASCIA PERARCH

ROOF SHEATHING PERPLAN OVER T&G DECKING

3"3"

3"

3"

2" 2"

6"

112"

POST

CL OF POST

TOP CHORD OFTRUSS

14" SIDE PLs W/ 3

4" DIA A307THRU BOLTS

4"3"

11 2"

2"2"

14" SIDE PL W/(5) 3

4"DIA THRU-BOLTS

CEILING BEAM OF TRUSS

6"

4"2"

2"2"

2"2"

2"

2" 4" 2"

CL OFBEAM

CL OF

BEAM

POST PERPLAN

CEILING BEAMOF TRUSS

14" SIDE PLs W/ 3

4" DIAA307 THRU BOLTS

TOP CHORD OFTRUSS

BEAM PER PLAN

SIMPSON CCT 514-6

8"

GABLE END TRUSS &KICKERS PER 3/S4.10

ROOF SHEATHINGPER PLANROOF SHEATHING OVER T&G

DECKING PER PLAN

PURLIN PER PLAN

2x8 TOP CHORD

SIMPSON LUSHANGER

2x STUDS @ 16" OC UNOSHEARWALL SHEATHING PER

PLAN & SHEARWALL SCHEDULE

CONT DBL TOP PL

L4x4x14 LINTEL ANGLE.

BEAR ON BRICK VENEER 6"MIN. EA END

BALLOON FRAMEDSTUDS PER PLAN


6x10 HEADER

114" 11

4"

11 2"4"

11 2"11 2"

112" 6" 6" 11

2"

CL BEAMCL BEAM

PERMIT SET


1 2 3 4 5



C

B

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D

REV

JOB NO:

DATE:

DRAWN BY:

ASSOC:

JC:

DATE FILE

PM:


K. RANDOLPH

090550

25 JAN 2012

P. STEWART


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FRAMINGDETAILS

STEED CREEK CLUBHOUSE - Pavilion Construction · 3/1/2012 · CONT Continuous DBA Deformed Bar...

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