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SED

GENERAL STRUCTURAL NOTES

(APPLY UNLESS NOTED OTHERWISE ON PLANS/DETAILS)

GENERAL REQUIREMENTS:

1. THE STRUCTURAL SYSTEMS AND MEMBERS DEPICTED HEREIN HAVE BEEN DESIGNEDPRIMARILY TO SAFEGUARD AGAINST MAJOR STRUCTURAL DAMAGE AND LOSS OFLIFE, NOT TO LIMIT DAMAGE OR MAINTAIN FUNCTION (IBC SECTION 101.3).

2. THESE DRAWINGS, AND THEIR ASSOCIATED STRUCTURAL CALCULATIONS, HAVEBEEN PERFORMED USING STANDARDS OF PROFESSIONAL CARE ANDCOMPLETENESS NORMALLY EXERCISED UNDER SIMILAR CIRCUMSTANCES BYREPUTABLE STRUCTURAL ENGINEER'S IN THIS OR SIMILAR LOCALITIES. THEYNECESSARILY ASSUME THAT THE WORK DEPICTED WILL BE PERFORMED BY ANEXPERIENCED CONTRACTOR AND/OR WORKMEN WHO HAVE A WORKINGKNOWLEDGE OF THE INTERNATIONAL BUILDING CODE CONVENTIONAL FRAMINGREQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE. AS NOTEVERY CONDITION OR FRAMING ELEMENT IS (OR CAN BE) EXPLICITLY SHOWN ONTHESE DRAWINGS, IT IS UNDERSTOOD THAT THE CONTRACTOR WILL USE INDUSTRYACCEPTED STANDARD GOOD PRACTICE FOR ALL MISCELLANEOUS WORK NOTEXPLICITLY SHOWN.

3. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATETHE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELYRESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCESAND PROCEDURES. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACEDON FRAMED CONSTRUCTION SUCH THAT DESIGN LIVE LOAD PER SQUARE FOOT ASSTATED HEREIN IS NOT EXCEEDED. OPTIONS ARE FOR CONTRACTOR'SCONVENIENCE. IF AN OPTION IS USED, THE CONTRACTOR SHALL BE RESPONSIBLEFOR ALL NECESSARY CHANGES, AND SHALL COORDINATE ALL DETAILS.

4. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURALNOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.TYPICAL DETAILS AND NOTES ARE NOT NECESSARILY INDICATED ON THE PLANS, BUTSHALL APPLY NONE-THE-LESS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTIONSHALL CONFORM TO SIMILAR WORK ON THE PROJECT. DETAILS MAY SHOW ONLYONE SIDE OF CONNECTION OR MAY OMIT INFORMATION FOR CLARITY.

5. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL,MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGSAND SUBCONTRACTORS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL BERESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURALDRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITHTHE ARCHITECT AND STRUCTURAL ENGINEER.

6. ANY INSPECTIONS, SPECIAL (IBC CHAPTER 17) OR OTHERWISE THAT ARE REQUIREDBY THE BUILDING CODES, LOCAL BUILDING DEPARTMENTS, OR BY THESE PLANSSHALL BE DONE BY AN INDEPENDENT INSPECTION COMPANY OR THE BUILDINGDEPARTMENT, SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE ANOFFICIAL INSPECTION, UNLESS SPECIFICALLY CONTRACTED FOR.

BASIS FOR DESIGN:

1. BUILDING CODE: 2015 EDITION OF THE IBC WITH CITY/COUNTY AMENDMENTS.

RISK CATEGORY = II

4. SEISMIC DESIGN PARAMETERS:

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCEPROCEDURE

IMPORTANCE FACTOR Ie = 1.00

SITE CLASS D

SEISMIC DESIGN CATEGORY D

MAPPED SPECTRAL RESPONSEACCELERATIONS

S1 = 0.200, SS = 0.550

DESIGN SPECTRAL RESPONSEACCELERATIONS

SD1 = 0.267, SDS = 0.499

PERCENT SNOW INCLUDED WITHSEISMIC LOADS 20%

VERTICAL SHEAR TRANSFER ELEMENTS:

PLYWOOD SHEARWALL(S) R = 6.5, CS = 0.069

5. WIND DESIGN PARAMETERS (STRENGTH):

ULTIMATE WIND SPEED 115 MPH (3 SECOND GUST)

WIND EXPOSURE C

IMPORTANCE FACTOR Iw = 1.00

INTERNAL PRESSURE COEFFICIENT -0.18

COMPONENT AND CLADDING PRESSURE 31.5 PSF

NET UPLIFT ON ROOF 12.1 PSF

2. VERTICAL LOADS:

LOCATION

LIVE / SNOW

LOAD

DEAD LOAD

ROOF 35 PSF 16 PSF

FLOOR 40 PSF 15 PSF

3. DEFLECTION LIMITS:

ELEMENTS LIVE LOAD TOTAL LOAD

ROOF TRUSSES/JOISTS L/360 L/240

FLOOR TRUSSES/JOISTS L/600 L/240

BEAMS L/360 L/240

FOUNDATION NOTES:

1. IN LIEU OF A GEOTECHNICAL REPORT: THE FOUNDATION HAS BEEN DESIGNEDACCORDING TO THE RECOMMENDATIONS OF CHAPTER 18 OF THE IBC.

2. THE SOIL DESIGN VALUES LISTED BELOW HAVE BEEN APPROVED BY THECITY/COUNTY BUILDING DEPARTMENT, CONTINGENT THAT THE SOIL ON THE SITEPREDOMINATELY CONSISTS OF SAND AND/OR GRAVEL.

SPECIFIC SOIL CLASSIFICATIONS SHOULD BE ONE OF THE FOLLOWING: SANDYGRAVEL OR GRAVEL(GW OR GP), SAND(SW AND SP), SILTY SAND(SM), CLAYEYSAND(SC), SILTY GRAVEL(GM), OR CLAYEY GRAVEL(GC). THESE SOILCLASSIFICATIONS CAN BE FOUND IN TABLE 1806.2 OF CHAPTER 18 OF THE IBC.

VERIFICATION OF SOIL CLASSIFICATION IS THE RESPONSIBILITY OF THECONTRACTOR.

3. A ONE-THIRD INCREASE IN BEARING PRESSURES IS ALLOWED WITH SEISMIC ORWIND LOAD COMBINATIONS. LATERAL BEARING AND LATERAL SLIDING RESISTANCEMAY BE COMBINED.

4. ALL FOUNDATIONS SHALL BEAR ON COMPACTED ENGINEERED FILL OR COMPETENTNATIVE SOIL SUBBASE COMPACTED TO 95% DRY DENSITY (STANDARD PROCTOR).GRADE IS DEFINED AS LOWEST ADJACENT GRADE WITHIN 5 FEET OF THE BUILDINGFOR PERIMETER FOOTINGS. WHERE EXTERIOR PAVING OR CONCRETE IS DIRECTLYADJACENT TO BUILDING, GRADE IS DEFINED AS TOP OF EXTERIOR PAVING AT LEAST5 FEET FROM BUILDING. CONCRETE FOOTING EXCAVATIONS SHALL BE CLEAN ANDFREE OF LOOSE DEBRIS OR UN-COMPACTED MATERIAL AT TIME OF CONCRETEPLACEMENT.

5. CONCRETE SLABS ON GRADE SHALL BE SUPPORTED ON A 4 INCH (MIN) LAYER OFFREE-DRAINING GRANULAR MAT (DRAINAGE FILL COURSE). THE MAT SHOULDCONSIST OF A WELL GRADED SAND AND GRAVEL MIXTURE WITH MAXIMUM 3/4-INCHCRUSHED AGGREGATE. THE GRANULAR MAT SHOULD BE COMPACTED TO NO LESSTHAN 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557

6. BACKFILL AGAINST RESTRAINED WALLS SHALL NOT BE PLACED UNTIL AFTER THEWALLS ARE SUPPORTED BY THE COMPLETION OF INTERIOR FLOOR SYSTEMS ANDCONCRETE OR GROUT STRENGTH HAS REACHED THE 28 DAY STRENGTH LISTEDBELOW.

THE SOIL DESIGN VALUES FOR THE FOUNDATION ARE:

ALLOWABLE BEARING PRESSURE 1500 PSF

ALLOWABLE LATERAL BEARING PRESSURE 150 PSF/FT

ALLOWABLE LATERAL SLIDING COEFFICIENT 0.25

LATERAL BACKFILL PRESSURE (UNRESTRAINED) 45 PSF/FT

LATERAL BACKFILL PRESSURE (RESTRAINED) 60 PSF/FT

FOUNDATION BEARING DEPTH

30" BELOW FINISHED GRADE

CONCRETE:

2. ALL NORMAL WEIGHT CONCRETE SHALL BE REGULAR WEIGHT OF 150 POUNDS PERCUBIC FOOT USING HARD-ROCK AGGREGATES. AGGREGATE USED IN CONCRETESHALL CONFORM TO ASTM C33.

3. LAP SPLICES FOR BEAMS AND FLOOR SLABS SLABS SHALL BE ACCORDING TOCHAPTER 12 OF ACI 318 OR LAP SCHEDULE ON THESE DRAWINGS.

STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. NO TACK WELDING OFREINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THESTRUCTURAL ENGINEER. LATEST ACI CODE AND DETAILING MANUAL APPLY. PROVIDEBENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERSAND INTERSECTIONS PER TYPICAL DETAILS. VERTICAL WALL BARS SHALL BESPLICED AT OR NEAR FLOOR LINES.

4. ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING STEEL NOT NOTED AS"CLEAR" OR "CLR" ARE TO CENTER OF STEEL. MINIMUM COVER FORNON-PRESTRESSED CONCRETE REINFORCING SHALL BE AS FOLLOWS:

5. MAXIMUM SLUMP FOR ALL CONCRETE SHALL BE 6". PORTLAND CEMENT SHALLCONFORM TO ASTM C150. TYPE V CEMENT SHALL BE USED FOR CONCRETE INCONTACT WITH ALKALINE SOIL, AND TYPE II ELSEWHERE.

6. NO MORE THAN 90 MINUTES SHALL ELAPSE BETWEEN CONCRETE BATCHING ANDCONCRETE PLACEMENT UNLESS APPROVED BY THE TESTING AGENCY.

7. CONCRETE PLACEMENT AND QUALITY SHALL BE PER RECOMMENDATIONS IN ACI 614,ACI 301 AND ACI 318. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED,EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AROUND AND UNDERFLOOR DUCTS, ETC. CAST CLOSURE POUR, WHERE SHOWN ON PLANS AROUNDCOLUMNS AFTER COLUMN DEAD LOAD IS APPLIED. REMOVE ALL DEBRIS FROMFORMS BEFORE PLACING CONCRETE.

ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCING, DOWELS, BOLTS,ANCHORS, PIPES, SLEEVES, ETC., SHALL BE SECURELY POSITIONED IN THE FORMSBEFORE PLACING THE CONCRETE.

8. ALL CONCRETE SLABS ON GRADE SHALL BE DIVIDED INTO AREAS BY CONTROLJOINTS (KEYED OR SAW CUT) SUCH THAT ONE SLAB AREA DOES NOT EXCEED AMAXIMUM LENGTH OF 24 TIMES THE SLAB THICKNESS IN BOTH DIRECTIONS(EXAMPLE: 4" SLAB = 8'-0" LENGTH). SQUARE LAYOUTS ARE PREFERRED, BUT THESLAB GEOMETRY MAY DICTATE OTHERWISE. THE RATIO OF THE LONG TO SHORTDISTANCE SHALL NOT EXCEED 1.3. IT IS RECOMMENDED THAT SAW CUTS BE MADEWITHIN 16 HOURS OF CONCRETE BATCHING.

KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING,ALL OTHER JOINTS MAY BE SAW CUT.

9. HORIZONTAL PIPES AND ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED INSTRUCTURAL CONCRETE AND SLABS ON GRADE EXCEPT WHERE SPECIFICALLYAPPROVED OR NOTED BY THE STRUCTURAL ENGINEER. PIPES AND CONDUITS SHALLNOT IMPAIR THE STRENGTH OF THE WORK.

10. FLY ASH MAY BE USED ONLY IF PERMITTED BY ARCHITECTURAL SPECIFICATIONSAND SHALL BE LIMITED TO 18 PERCENT OF CEMENTITIOUS MATERIALS AND SHALLHAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASHADDITIVES SHALL BE USED IN FLATWORK OR ARCHITECTURALLY EXPOSEDCONCRETE.

11. COLD/HOT WEATHER CONCRETE CONSTRUCTION: PROTECT CONCRETE FROMDAMAGE OR REDUCED STRENGTH IN COMPLIANCE WITH ACI 305 AND 306.

12. CONCRETE MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY ANDAPPROVED BY THE STRUCTURAL ENGINEER.

13. LIMIT ALKALI-SILICA REACTION (ASR) TO 0.1% EXPANSION AT 28 DAYS IN CONCRETEMIX AT ALL EXTERIOR CONCRETE AND INTERIOR CONCRETE EXPOSED TO MOISTURE.

LOCATION:

MINIMUM

COVER

TOLERANCE

CAST AGAINST EARTH (FOOTINGS) 3" ± 3 8"

SLABS ON GRADE 112" ± 14"

EXPOSED TO EARTH OR WEATHER - #5 AND SMALLER 112" ± 3 8"

EXPOSED TO EARTH OR WEATHER - #6 AND LARGER 2" ± 3 8"

NOT EXPOSED TO WEATHER OR IN CONTACT WITH THEGROUND ROOF SLAB 1" 1

8"

STRUCTURAL SLABS AND WALLS 34" 1

8"

BEAMS AND COLUMNS (PRIMARY) REINFORCEMENT,TIES, STIRRUPS AND SPIRALS 11

2" 38"

1. MINIMUM 28 DAY CONCRETE STRENGTH SHALL BE AS FOLLOWS:

USE:

CONCRETE

STRENGTH:

MAX W/C

RATIO

AIR

ENTRAINMENT

FOUNDATIONS 3500 PSI 0.50 5.5% ± 1%

CONCRETE SLABS ONGRADE 3500 PSI 0.45 N/A

REINFORCING STEEL:

1. ASTM A615 GRADE 60 (FY = 60 KSI) DEFORMED BARS FOR ALL BARS #4 AND LARGER.ASTM A615 GRADE 40 (FY = 40 KSI) DEFORMED BARS FOR ALL BARS #3 AND SMALLER.GRADE 60 DEFORMED BARS SHALL BE USED FOR CONCRETE WALLS, BEAMS,ELEVATED SLABS AND COLUMN REINFORCING.

2. WELDING OF REINFORCING BARS SHALL BE MADE ONLY TO ASTM A706 GRADE 60BARS AND ONLY USING E90 SERIES RODS. WELDING OF REINFORCING BARS SHALLBE MADE ONLY AT LOCATIONS SHOWN ON PLANS OR DETAILS.

3. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSISPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TOFOUNDATION. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.

WOOD:

1. GENERAL: DO NOT NOTCH OR DRILL JOISTS, BEAMS, OR LOAD BEARING STUDSWITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THEARCHITECT. DOUBLE UP JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2"(NOMINAL) SOLID BLOCKING AT SUPPORTS OF ALL JOISTS. UNLESS NOTEDOTHERWISE ON PLANS/DETAILS PROVIDE 2x SOLID BLOCKING AT MID-HEIGHT OFBEARING STUD WALLS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO IBC TABLE2304.10.1. JOIST HANGERS AND OTHER MISC. FRAMING ANCHORS SHALL BE SIMPSONSTRONG-TIE COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT ICC-ESAPPROVAL.

2. SAWN LUMBER: FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THEGRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) OR THEWEST COAST LUMBER INSPECTION BUREAU (WCLIB). ALL SAWN LUMBER SHALL BESTAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY.SAWN LUMBER SHALL HAVE THE FOLLOWING MINIMUM GRADE UNLESS NOTEDOTHERWISE IN SCHEDULES:

USE: MATERIAL:

2x4 STUDS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)

2x6 STUDS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)

JOISTS, TOP PLATES AND ALL OTHERSAWN LUMBER

DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)

BEAMS AND POSTS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)

LOCATION:

NOMINAL

THICKNESS:

SPAN

INDEX

RATING:

EDGE

ATTACHMENT:

FIELD

ATTACHMENT:

WALL 716" OR 12" 24

16 8d AT 6" O.C. 8d AT 12" O.C.

ROOF 716" OR 12" 24

16 8d AT 6" O.C. 8d AT 12" O.C.

ROOF 1532" OR 12" 32

16 8d AT 6" O.C. 8d AT 12" O.C.

ROOF 1932" OR 5 8" 40

20 10d AT 6" O.C. 10d AT 12" O.C.

ROOF 2332" OR 3 4" 48

24 10d AT 6" O.C. 10d AT 12" O.C.

ROOF 78" 60

32 10d AT 6" O.C. 10d AT 12" O.C.

FLOOR 34" T&G 48

2410d AT 6" O.C. OR

#8 SCREWS AT 6" O.C.10d AT 6" O.C. OR

#8 SCREWS AT 12" O.C.

FLOOR 78" T&G 60

3210d AT 6" O.C. OR



FLOOR 118" T&G 60

4810d AT 6" O.C. OR



3. PLYWOOD: ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING CONFORMING TOSTANDARD PS 1-95. LAY UP PLYWOOD WITH FACE GRAIN IN PERPENDICULAR TOSUPPORTS (ON ROOFS WHERE PLYWOOD IS LAID UP WITH FACE GRAIN PARALLEL TOSUPPORTS, USE A MINIMUM OF 5-PLY PLYWOOD, STAGGER JOINTS). ALL NAILING,COMMON NAILS. BLOCKING AT PANEL EDGES WHERE INDICATED ON PLANS. ALLPLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN/INDEX RATINGAND SHALL BE NAILED AS FOLLOWS UNLESS NOTED OTHERWISE ON THE PLANS:

DEFERRED SUBMITTAL ITEMS:

PREFABRICATED WOOD ROOF TRUSSES

STEEL:

1. MATERIALS: ROLLED W SHAPES, SHALL CONFORM TO ASTM A992 (FY=50 KSI). ALLOTHER STRUCTURAL STEEL SHAPES, ROLLED SECTIONS, BARS AND PLATES SHALLCONFORM TO ASTM A36 (FY = 36 KSI). ALL PIPE STEEL SHALL BE ASTM A501 (FY = 36KSI) OR ASTM A53, TYPE E OR S, GRADE B (FY = 35 KSI). ALL TUBULAR STEEL SHALLBE ASTM A500 (FY = 46 KSI).

2. ALL BOLTS AND STUDS SHALL BE ASTM A307, UNLESS NOTED OTHERWISE. ALLEXPANSION BOLTS TO HAVE CURRENT ICC REPORT RATING FOR MATERIAL INTOWHICH INSTALLATION TAKES PLACE. HEADED STUDS SHALL CONFORM TO ALLREQUIREMENTS OF THE LATEST EDITION OF THE "RECOMMENDED PRACTICES FORSTUD WELDING" AND THE "STRUCTURAL WELDING CODE" PUBLISHED BY AWS. ALLBOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC. SHALL BE INSTALLED WITH STEELWASHERS AT FACE OF WOOD OR AT SLOTTED HOLES IN STEEL SECTIONS.

3. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTEDIN ACCORDANCE WITH AISC SPECIFICATIONS FOR THE DESIGN, FABRICATION ANDERECTION OF STRUCTURAL STEEL FOR BUILDINGS, LATEST EDITION.

4. WELDING SHALL BE BY WELDERS HOLDING VALID CERTIFICATES AND HAVINGCURRENT EXPERIENCE IN THE TYPE OF WELD SHOWN ON THE DRAWINGS OR NOTES.ALL WELDING SHALL USE E70 SERIES LOW HYDROGEN RODS UNLESS NOTEDOTHERWISE. ALL WELDING PER LATEST AMERICAN WELDING SOCIETY STANDARDS.ALL WELDS ON DRAWINGS ARE SHOWN AS SHOP WELDS. CONTRACTOR MAY SHOPWELD OR FIELD WELD AT HIS DISCRETION. ALL FULL PENETRATION WELDS SHALL BETESTED AND CERTIFIED BY AN INDEPENDENT TESTING LABORATORY.

5. STEEL TO STEEL BOLTED CONNECTIONS: HIGH STRENGTH BOLTS SHALL BE ASTMA325N AND SHALL BE INSTALLED AS BEARING-TYPE CONNECTIONS WITH THREADSINCLUDED IN SHEAR PLANE (TYPE "N" CONNECTION UNLESS NOTED OTHERWISE).BOLTS MAY BE TIGHTENED USING ANY AISC APPROVED METHOD.

6. DRYPACK SHALL BE 5,000 PSI FIVE STAR NON-SHRINK GROUT OR EQUIVALENT.INSTALL DRYPACK UNDER BEARING PLATES BEFORE FRAMING MEMBER ISINSTALLED. AT COLUMNS, INSTALL DRYPACK UNDER BASE PLATES AFTER COLUMNHAS BEEN PLUMBED BUT PRIOR TO FLOOR OR ROOF INSTALLATION.

SHEET INDEX

SHEET DESCRIPTION DETAILS

S1.0 GENERAL STRUCTURAL NOTES ---

S1.1 TYPICAL DETAILS T-SERIES

S1.2 TYPICAL DETAILS T-SERIES

S2.0 FOUNDATION PLAN ---

S2.1 FIRST FLOOR FRAMING PLAN ---

S2.2 LOW ROOF - 2nd FLOOR FRAMINGPLAN ---

S2.3 ROOF FRAMING PLAN ---

S3.0 FOUNDATION DETAILS 100 - SERIES

S4.0 FRAMING DETAILS 200 - SERIES

CAST IN PLACECENTERLINECENTERLINE OF BEAMCENTERLINE OF COLUMN

CENTERLINE OF WALLCLEARCONCRETECONCRETE CONTROL JOINTCONCRETE SAWCUT JOINTCONCRETE MASONRY UNITCONNECTIONCONTINUOUSDEAD LOAD

DOWNDRAWING(S)

EQUALEQUIPMENT

EXPANSION JOINT

EACH WAYFINISHED FLOOR

FACE OF STEELFACE OF WALLGAUGEGALVANIZED GENERAL STRUCTURAL NOTES

CENTERLINE OF FOOTING

FACE OF MEMBER

EXPANSION BOLT

EDGE OF SLAB

DIAMETER

GALVGSN

DN.DWG(S)

EQEQUIP

EXP. JT (E.J.)

E.W.F.F.

F.O.S.F.O.W.GA

F.O.M.

EXP. BOLT

E.O.S.

Ø OR DIA.

C.I.P.C LC.L.B.C.L.C.

C.L.W.CLRCONCC.C.J.C.S.J.C.M.U.CONN.CONTD L

C.L.F.

W/ WITHW/O WITHOUT

T.O.P.

U.N.O.

W.W.F.

TYP

VERT

T.O.S.T.O.W.

T.O.D.T.O.F.T.O.L.T.O.M.

STD

T.O.B.T L

SLHSLVSIMSQ

PSFPSI

REINF

PREFAB

OPPP.C.PLF

N.T.S.O.C.O.F.W.

TOP OF FOOTING

UNLESS NOTED OTHERWISE

WELDED WIRE FABRIC

TOP OF MASONRYTOP OF PLATETOP OF STEELTOP OF WALLTYPICAL

VERTICAL

STANDARD

TOP OF BEAMTOP OF DECK

TOP OF LEDGER

TOTAL LOAD

OUTSIDE FACE OF WALL

PRECAST CONCRETEPOUNDS PER LINEAR FOOT

POUNDS PER SQUARE INCH

SHORT LEG VERTICALSHORT LEG HORIZONTALREINFORCING

SIMILARSQUARE

NOT TO SCALEON CENTER

OPPOSITE

PREFABRICATED

AGGREGATE BASE COURSEAIR CONDITIONERABOVE FINISHED FLOORALTERNATEANCHOR BOLTAT (MEASUREMENT)BEAM

BOTTOM OF BEAMBOTTOM OF DECK

BEARING

BELOW FINISHED FLOOR

BOTTOM OF FOOTING

A.B.C.A/CA.F.F.ALTA.B.@BM

B.O.B.B.O.D.

BRG

B.F.F

B.O.F.

ABBREVIATIONS

LBS (#)

MFR('S)M.C.J.MECHN/A

LLVLLH

HORIZK(KIP)L L

LONG LEG VERTICAL

MANUFACTURER('S)MASONRY CONTROL JOINT

NOT APPLICABLE

LONG LEG HORIZONTALPOUNDS

MECHANICAL

HORIZONTAL1000 POUNDSLIVE LOAD

EXISTING(E)

MIN MINIMUMMAX MAXIMUM

POUNDS PER SQUARE FOOT

GLUED-LAMINATED BEAMGLB

PFT PREFAB FLOOR TRUSSESPRT PREFAB ROOF TRUSSES

I.F.W. INSIDE FACE OF WALL

PT PRESSURE TREATED

CONCRETE COLUMNC.C.

SCREWS AT FLOOR SHEATHING SHALL BE #8 SCREWS AND SHALL PENETRATE ATLEAST 11

2" INTO THE SUPPORTING MEMBER. ALL FLOOR SHEATHING SHALL BE GLUEDTO SUPPORTING MEMBERS WITH AN APA AFG-01 QUALIFIED GLUE.

PLYWOOD ALTERNATE: AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATEDSHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVALOF OWNER, ARCHITECT AND ROOFER. IT MAY NOT BE USED ON ROOFS WHEREBUILT-UP ROOF SYSTEM IS TO BE GUARANTEED BY ROOFER. RATED SHEATHINGSHALL COMPLY WITH CURRENT ICC-ES REPORTS AND SHALL HAVE A SPAN RATINGEQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT ANDTHICKNESS (WITHIN 132") SHALL BE THE SAME AS THE PLYWOOD IT REPLACES.INSTALL PER MANUFACTURER'S RECOMMENDATIONS.

4. NOMINAL 2x AND 3x DECKING. TONGUE AND GROOVE TYPE. MINIMUM Fb = 1,600 PSI,MINIMUM E = 1,300,000 PSI. INSTALL WITH TONGUES UP SLOPE ON PITCHED ROOFS,AND OUTWARD IN THE DIRECTION OF LAYING ON FLAT ROOFS. NAIL EACH PLANKWITH 16d TOENAIL (THRU THE TONGUE) AND 16d FACE NAIL AT EACH SUPPORT. DECKSHALL BE INSTALLED AS SIMPLE SPAN WITH ALL PLANKS BEARING ON TWOSUPPORTS. FOR REFERENCE AND/OR ADDITIONAL INFORMATION SEE AITC 117-2010.

5. GLUED-LAMINATED BEAMS (GLB): GLUED-LAMINATED BEAMS SHALL BE DOUGLAS FIRCOMBINATION AT 24F-V4 AT SIMPLE SPAN BEAMS AND 24F-V8 AT MULTI-SPAN ANDCANTILEVERED BEAMS WITH THE FOLLOWING MINIMUM PROPERTIES: FB = 2,400 PSI,FV = 190 PSI, FC (PERPENDICULAR) = 650 PSI, E =1,800 KSI. ALL BEAMS SHALL BEFABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDLING PER LATESTAITC AND WCLA STANDARDS. BEAMS TO BEAR GRADE STAMP AND AITC STAMP ANDCERTIFICATE. CAMBER AS SHOWN ON DRAWINGS. STANDARD CAMBER IS BASED ONA RADIUS OF CURVATURE OF 2000 FEET.

6. GLUED-LAMINATED COLUMNS: GLUED-LAMINATED COLUMNS SHALL BE DOUGLAS FIRCOMBINATION 3 WITH THE FOLLOWING MINIMUM PROPERTIES: FBY = 2,100 PSI, FBY =2000 PSI, FVY = 230 PSI, FVX = 265 PSI, FC (PERPENDICULAR) = 650 PSI, E =1,900 KSI.ALL COLUMNS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION ANDHANDLING PER LATEST AITC AND WCLA STANDARDS. COLUMNS TO BEAR GRADESTAMP AND AITC STAMP AND CERTIFICATE.

7. LAMINATED VENEER LUMBER (LVL): DESIGN, FABRICATION AND ERECTION INACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR LVLsSHALL BE: FB = 2,600 PSI, FV = 285 PSI, E = 2,000 KSI.

8. PARALLEL STRAND LUMBER (PSL): DESIGN, FABRICATION AND ERECTION INACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR PSLsSHALL BE: FB = 2,900 PSI, FV = 290 PSI, E = 2,000 KSI.

9. LAMINATED STRAND LUMBER (LSL): DESIGN, FABRICATION AND ERECTION INACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR LSLsSHALL BE: FB = 2,325 PSI, FV = 310 PSI, E = 1,550 KSI.

10. SILL PLATES RESTING ON CONCRETE OR MASONRY SHALL BE OF TREATED FIR.SHEAR WALLS AND EXTERIOR WALL SILLS AT CONCRETE SLAB SHALL HAVE AMINIMUM OF (2) ANCHOR BOLTS PER PIECE. PROVIDE ANCHOR BOLT AT 9" MAXIMUM,4" MINIMUM FROM THE END OF EACH PIECE AT SPLICE OR END OF WALL. MAXIMUMANCHOR BOLT SPACING SHALL BE 72" ON CENTER UNLESS NOTED OTHERWISE ONPLANS OR DETAILS. ALL ANCHOR BOLTS (OTHER THAN BOLTS FOR HOLDOWNS)SHALL EMBED 7" INTO CONCRETE. ANCHOR BOLTS FOR HOLDOWNS SHALL NOT BECONSIDERED AS PART OF REQUIRED ANCHOR BOLTS ON SHEAR WALLS. ALLEXTERIOR WALLS SHALL BE SECURED WITH MINIMUM ANCHOR BOLTS. INTERIORWALLS MAY BE SECURED TO CONCRETE WITH EITHER ANCHOR BOLTS OR POWERDRIVEN SHOT PINS UNLESS NOTED OTHERWISE ON PLANS.

11. BOLTING: ALL BOLTS IN WOOD CONNECTIONS SHALL CONFORM TO ASTM A307.BOLTS SHALL BE INSTALLED IN HOLES BORED WITH A BIT 116" LARGER THAN THE Ø(DIAMETER) OF THE BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUTSTEEL WASHERS UNDER HEADS AND NUTS. NICK THREADS TO PREVENT LOOSENING.

12. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BEDESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEADLOADS. WHERE ATTIC SPACE CAN BE USED FOR STORAGE, A 40 PSF LIVE LOAD ONTHE BOTTOM CHORD SHALL BE INCLUDED IN THE ANALYSIS. BRIDGING SIZE ANDSPACING BY TRUSS MANUFACTURER UNLESS NOTED OTHERWISE. CONTRACTORSHALL SUBMIT SHOP DRAWINGS WITH DESIGN CALCULATIONS SEALED BY AREGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE FOR BOTH ROOFAND FLOOR TRUSSES WHEN USED.

SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARINGPOINTS. ALL CONNECTORS SHALL HAVE CURRENT ICC-ES APPROVAL. ADDITIONALTRUSSES SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT.PER IBC SECTION 2303.4 AND TPI-1: EACH TRUSS SHALL BE LEGIBLY BRANDED,MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED THERETO THE IDENTITY OFTHE COMPANY MANUFACTURING THE TRUSS, THE DESIGN LOADS, AND THE TRUSSSPACING - WITHIN TWO FEET OF THE CENTER OF THE SPAN ON THE FACE OF THEBOTTOM CHORD.

PREFABRICATED WOOD/STEEL WEB JOIST/PURLINS (TJI/TJL SERIES OR EQUAL):DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITIONICC-ES REPORT. CONNECTIONS AND BEARING MATERIAL TO BE DESIGNED ANDFURNISHED BY JOIST FABRICATOR. CONTRACTOR SHALL SUBMIT SHOP DRAWINGSWITH DESIGN CALCULATIONS SEALED BY A REGISTERED STRUCTURAL ENGINEERFOR REVIEW PRIOR TO MANUFACTURE. ADDITIONAL JOISTS SHALL BE SUPPLIED ASREQUIRED TO SUPPORT MECHANICAL EQUIPMENT.

WOOD CONT:

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KEYNOTES:1. FINISHED GRADE WHERE OCCURS2. DO NOT EXCAVATE A TRENCH

CLOSER THAN A 45 DEGREE ANGLETO BELOW BOTTOM FOOTING ORFOUNDATION

3. BOTTOM OF CONCRETE FOOTING4. BOTTOM OF TRENCH

NOTE:A. DO NOT UNDERCUT EXISTING

FOOTINGSB. NO PIPE OR OTHER UTILITIES SHALL

PASS THRU WALL FOOTINGS ORUNDER COLUMN FOOTINGS

1

1

1

2

3

4

FOR CONSTRUCTION ABOVEFOOTING, SEE DETAILS.

T1 TRENCH PARALLEL TO CONTINUOUS STRAP FOOTINGTD01 NO SCALE

KEYNOTES:1. CONCRETE FOOTING2. SLEEVE - PROVIDE 12" MINIMUM

CLEARANCE AROUND PIPE ORCONDUIT

3. PIPE OR CONDUIT4. CONCRETE FILL TO BE PLACED

BEFORE FOOTING IS POURED -FORM SAME AS FOOTING ANDPOUR FULL WIDTH OF PIPE TRENCH

5. STEM WALL

NOTE:A. NO PIPE SHALL PASS THRU

FOOTING OR UNDER COLUMNFOOTINGS. FOR TRENCHESGREATER THAN 3'-6" BELOWBOTTOM OF FOOTING, SEE PIPEPASSING BELOW WALL FOOTINGDETAIL.

1

2

3

4

5

5

42

1

3

T2 PIPE PASSING UNDER WALL FOOTING IN SHALLOW TRENCHTD02 NO SCALE

6" M

IN8"

MIN

3'-0

" MA

X

8" MIN

A

SECTIONA

KEYNOTES:1. STEM WALL2. CONCRETE FOOTING3. 1'-6" MAXIMUM - WHERE TRENCH

EXCEEDS 1'-6" NOTIFY STRUCTURALENGINEER PRIOR TO PLACEMENTOF FOOTINGS

4. BACKFILL AND RECOMPACTTRENCH PER SOILS REPORT ANDSPECIFICATIONS

5. BOTTOM OF TRENCH

NOTE:A. DO NOT UNDERCUT EXISTING

FOOTINGSB. NO PIPES OR OTHER UTILITIES

SHALL PASS THRU WALL FOOTINGSOR UNDER COLUMN FOOTINGS

1

5

4

3

23'

-1" O

R G

RE

ATE

R

FOR CONSTRUCTION ABOVEFOOTING, SEE DETAILS.

T3 PIPE PASSING BELOW FOOTING IN DEEP TRENCHTD03 NO SCALE

KEYNOTES:1. SLOPED FINISH GRADE2. MINIMUM FOOTING DEPTH PER

G.S.N. - 12" MINIMUM3. DEEPEN FOOTING AS REQUIRED TO

ACCOUNT FOR SLOPED GRADE4. CONCRETE FOOTING

NOTE:A. FOR ADDITIONAL INFORMATION,

SEE PLANS AND DETAILS

1

4

32

5'-0"

T4 TYPICAL DETAIL FOR FOUNDATION EMBEDMENTTD04 NO SCALE

KEYNOTES:1. CORNER DOWELS TO MATCH

HORIZONTAL REINFORCEMENT2. CONCRETE WALL WITH

REINFORCEMENT18" MIN LAP

SPLICE (TYP)

T5 TYPICAL CONCRETE CORNERTD05 NO SCALE

2

1

KEYNOTES:1. CONCRETE SLAB ON GRADE2. CONT KEYED JOINT3. SAWCUT 18" WIDE x 14 SLAB

THICKNESS IN DEPTH - CUT SHALLBE MADE SOON ENOUGH TOPREVENT SHRINKAGE CRACKING,BUT NOT SO SOON AS TO CAUSESPALLING OF THE CONCRETEWHILE SAWING. WORK MUST BECOMPLETE WITHIN 16 HOURS OFCONCRETE PLACEMENT.

NOTE:A. KEYED JOINTS NEED ONLY OCCUR

AT EXPOSED EDGES DURINGPLACEMENT UNLESS SPECIFICALLYNOTED ON THE PLANS.

B. "TOOL WET JOINT", "ZIP STRIP", ETCSHALL MATCH SAWCUTREQUIREMENTS

1

2

3

1

12" 6" 6" 12"

X SAWCUT JOINT

X KEYED JOINT

T6 CONTROL JOINTS IN CONCRETE SLAB ON GRADETD07 NO SCALE

KEYNOTES:1. MINIMUM LAP PER PLAN (24" MIN.) -

TYPICAL2. TOP OF WALL FOOTING3. REGULAR FOOTING THICKNESS AS

SHOWN ON PLAN OR FOOTINGSCHEDULE

NOTE:A. D = 2'-0" MAX.

21

2D 2D

DD

D

3

1D MIN. 1D MIN. 1D MIN.2D

T7 TYPICAL STEP IN CONCRETE FOOTINGTD08 NO SCALE

6 MIN

BAR OFFSET

BAR CLEARANCE SPLICE DETAIL

BEND & HOOK DETAILS

COLUMN TIES BEAM STIRRUPS

"d"

45°

"d""d"

1

2

4

5

6

10

9

87

3

1

5

5

9

10

8

KEYNOTES:1. LAP - SEE G.S.N.2. MAXIMUM 15 LAP BUT NOT MORE

THAN 6"3. WIRE TIES4. 1d (1" MINIMUM)5. RADIUS = 3d FOR BARS NOT OVER

#8; 4d FOR #9, #10, AND #1 BARS; 5dFOR #14 AND #18 BARS, 5d FOR ALLGRADE 40 BARS WITH 180 DEGREEHOOK

6. 4D (4" MINIMUM)7. 12d (90 DEGREE HOOK)8. 6d (4" MINIMUM)9. 135 DEGREE BEND10. BEND AROUND 11

2" PIN FOR #3BARS. BEND AROUND 2" PIN FOR #4BARS. BEND AROUND 21

2" PIN FOR#5 BARS.

T8 TYPICAL REINFORCING DETAILSTD10 NO SCALE

NOTES:1. TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE

MEMBER BELOW THE REINFORCEMENT.2. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, SLABS AND WALLS SHALL BE CLASS "B" TENSION LAP

SPLICES.

BARSIZE

CLASS B TENSION SPLICE LENGTHS

f'c = 3,000 PSI f'c = 4,000 PSI f'c = 5,000 PSI

HOIRZONTALBARS W/ >12" OFCONC. BELOW

VERTICAL ANDBOTTOM

HORIZONTALBARS


VERTICAL ANDBOTTOM

HORIZONTALBARS


VERTICAL ANDBOTTOM

HORIZONTALBARS

#3 12" 12" 12" 12" 12" 12"

#4 19" 15" 17" 13" 15" 12"

#5 29" 23" 26" 20" 23" 18"

#6 32" 25" 28" 21" 25" 19"

#7 54" 41" 47" 36" 42" 32"

#8 70" 54" 61" 47" 54" 42"

#9 89" 68" 77" 59" 69" 53"

#10 112" 87" 97" 75" 87" 67"

T10 STEEL REINFORCING LAP SPLICES IN CONCRETETD14 NO SCALE

NOTE:A. ALL CONDITIONS MAY NOT BE

SHOWN. FOR CONDITIONS NOTSHOWN, USE THESE DETAILS AS AGUIDE.

B. SOME LARGER HOLDOWNSREQUIRE 6x6 POSTS, SEE PLANSAND SCHEDULES.

C. WHERE MULTIPLE TRIMMER STUDSOR KING STUDS OCCUR, MAKEADJUSTMENTS AS REQUIRED.

KEYNOTES:1. WOOD STUD WALL, SEE PLAN2. SHEARWALL SHEATHING, SEE PLAN3. STRAP TYPE HOLDOWN4. EDGE OF FOUNDATION5. SHEARWALL END POST (3 STUDS)6. SHEARWALL END POSTS (2 STUDS)7. SHEARWALL EDGE NAILING8. TRIMMER STUD TO SUPPORT

HEADER9. BLOCK TO SUPPORT WINDOW SILL10. 6x6 WOOD POST11. (25) - SIMPSON SDS 14"x41

2" LONGWOOD SCREWS, STAGGERED

12. (25) - SIMPSON SDS 14"x6" LONGWOOD SCREWS, STAGGERED

"STRAP" TYPE HOLDOWNWINDOW JAMB

9 6

"STRAP" TYPE HOLDOWNDOOR JAMB OR WALL END

8

3 3

(1) SHEARWALL(1) STRAP HOLDOWN

AT EXTERIOR CORNER

(2) SHEARWALLS(1) STRAP HOLDOWN

AT EXTERIOR CORNER

10

3

(2) SHEARWALLS(1) STRAP HOLDOWN

12

AT RE-ENTRANT CORNER

2

12

3

(1) SHEARWALL(1) STRAP HOLDOWN

AT RE-ENTRANT CORNER

2

1

1

4

12

4 2

1

3

5

2

1

2

7

35

6

WINDOWOPENING

1

DOOROPENING

5 5

7

2

T12 STRAP TYPE HOLDOWNS / SHEARWALL END POSTS, PLAN VIEW - HOLDOWN LOCATIONSTD15 NO SCALE

3"

3"

3" 3"

T11 STRAP AT OPENING IN SHEARWALLTD17 NO SCALE

KEYNOTES:1. SHEATHING MATERIAL2. SHEARWALL END POST (DBL STUD

AT HOLDOWN U.N.O.)3. EDGE NAILING AT ALL SHEATHING

PANEL EDGES - STAGGER NAILS ATDOUBLE STUD END POSTS

4. FULL HEIGHT WOOD STUDS5. ANCHOR BOLTS TO FOUNDATION

OR NAILS TO LOWER FRAMING PERSHEARWALL SCHEDULE

6. SIMPSON STRAP TYPE HOLDOWN,WHERE OCCURS

7. SOLID BLOCKING AND EDGENAILING REQUIRED AT PLYWOODSHEET EDGES

8. CONT 2x PT SOLE PLATE9. FIELD NAILING AWAY FROM PANEL

EDGES10. WOOD HEADER11. TRIMMER STUD UNDER HEADER

AND SILL, PROVIDE ADDITIONALTRIMMER STUDS WHERE INDICATEDON PLANS

12. FULL HEIGHT KING STUD13. PROVIDE ADDITIONAL KING STUDS

WHERE INDICATED ON PLANS14. 2x BLOCKING FOR STRAP NAILING15. STRAP, PER PLAN, ABOVE AND

BELOW OPENING AS SHOWN

2

6

3

FINISHED FLOOR

2

3

4

8

9

10

11

12

5

37

24" MIN BEYONDOPENING (TYP)

14

15

24" MIN BEYONDOPENING (TYP)

1

T13 ELEVATION - TYPICAL 2-STORY SHEARWALLTD18 NO SCALE

KEYNOTES:1. SHEATHING MATERIAL2. DOUBLE STUDS AT EACH END OF

SHEARWALL, EDGE NAIL ALONGDOUBLE STUDS

3. FULL HEIGHT WOOD STUDS4. 2ND FLOOR LINE5. SIMPSON STRAP TYPE HOLDOWN6. MIDHEIGHT BLOCKING AND EDGE

NAILING REQUIRED AT PLYWOODSHEET EDGES

7. SIMPSON HD TYPE HOLDOWN8. 1ST FLOOR LINE9. BOTTOM PLATE ATTACHMENT10. CONT 2x PT SOLE PLATE11. SOLE PLATE ATTACHMENT

1

3

2

5

11

7

6

8

5

4 9

3

10

KEYNOTES:1. DBL TOP PLATE, SEE PLAN2. WOOD STUD WALL, SEE PLAN3. PLYWOOD SHEATHING4. WOOD POST ABOVE5. WOOD TRUSS OR JOIST6. SOLID BLOCKING BETWEEN

FLOORS, MATCH BEARING WITH OFPOST ABOVE, MINIMUM

7. SIMPSON A35 CLIP EACH SIDE OFSOLID BLOCKING, WHERE POSTABOVE IS MORE THAN (2) STUDS,OTHERWISE ATTACH TO TOP PLATEWITH (2) 16d TOE-NAILS AT EACHBLOCK

8. WOOD POST BELOW

2

1

56

7

8

34

2

T9 SOLID BLOCKING BETWEEN FLOORSTD31 NO SCALE

34

2

2

1 8

7 65

5

PROFESSIONA

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KEYNOTES:1. NAILS BETWEEN SPLICE LOCATION

PER SCHEDULE - STAGGERED2. DBL 2x TOP PLATE3. WOOD STUD WALL, SEE PLAN4. SPLICE OVER STUD5. SIMPSON ST6224 OR MSTC40 STRAP

AT LOCATIONS WHERE PLATES CANNOT BE SPLICED

NOTE:A. DO NOT SPLICE TOP PLATES WITHIN

6'-0" OF ENDS OF PLYWOODSHEARWALLS. THIS DETAILREQUIRED AT ALL EXTERIOR WALLSAND OVER SHEARWALLS - NOTREQUIRED AT INTERIORNON-SHEARWALLS.

(30) 16d

(24) 16dLESS THAN 20'

OVER 20'

4'-0"

6'-0"

LENGTH OF WALL(BETWEEN CORNERS) SPLICE LENGTH

NAILS ALONGSPLICE LENGTHMINIMUM

1

2

4

5

3

23

SPLICE LENGTH PER SCHEDULE

T14 ELEVATION - TYPICAL TOP PLATE SPLICETD24 NO SCALE

KEYNOTES:1. WOOD STUD WALL, SEE PLAN2. WOOD HEADER3. KING STUD(S) PER PLAN4. (2) 16d NAILS AT 2" O.C.5. 16d NAILS AT 12" O.C.6. TRIMMER STUD(S) PER PLAN

2

6

3 1

5

4

5

T16 TYPICAL HEADER CONNECTIONTD25 NO SCALE

2

6

34

1 5

2

1

74

2

1

3

4

18

AT BEAM

AT MID WALL

AT TOP PLATE

T17 TYPICAL BEAM POCKETTD26 NO SCALE

2

1

4

AT CORNER

10

9

KEYNOTES:1. WOOD BEAM2. (2) 16d NAILS AT 6" O.C.

3. KING STUD EACH SIDE OF BEAM4. SOLID BUILT-UP POST BELOW BEAM5. STRAP BROKEN TOP PLATE ON SIDE

OR TOP6. CONT DBL 2x TOP PLATE W/ LAP

SPLICE PER TYPICAL DETAIL7. FULL-HEIGHT KING STUD EACH SIDE

OF BEAM8. HGA10 CLIP EACH SIDE9. FULL-HEIGHT KING STUD AT END OF

BEAM10. FULL-HEIGHT KING STUD, OPPOSITE

SIDE OF THE BEAM

KEYNOTES:1. BOUNDARY NAILING 8d NAILS AT 4"

O.C.2. 2x8 (MIN) CONT BEARING PLATE

ATTACH PER ATTACHMENTSCHEDULE

3. TOE NAIL OVER-BUILD FRAMING TOBEARING PLATE W/ (3) 16d NAILSMIN

4. ROOF SHEATHING5. 2x OVERBUILD FRAMING, SEE PLAN6. TOP CHORD OF TRUSS OR ROOF

FRAMING MEMBER, SEE PLAN7. 2x STUD PONY WALL AS OCCURS

ON PLAN (5'-0" O.C. MAX AND WALLSHALL BE CENTERED BETWEENMAX SPAN)

8. ROOF SHEATHING (SHEATH LOWERROOF PRIOR TO CONSTRUCTION OFOVER-BUILD)

9. PREFABRICATED OVERBUILD ROOFTRUSS W/ SIMPSON VTCR CLIP AT24" O.C.

OPTION 2

OPTION 1

6

8

94

12

5421

6

3

8

7

4:12 TO 7:12

10:12 TO 12:12

7:12 TO 10:12

< 4:12 (3) 16d NAILS

ROOFSLOPE

PLATEATTACHMENT

(5) 16d NAILS

(3) #10x312"

LONG SCREWS

(4) #10x312"

LONG SCREWS

ATTACHMENT SCHEDULE

T15 TYPICAL OVER-BUILDTD27 NO SCALE

NOTE:A. MINIMUM STAPLING SPECIFIED

HEREIN SHALL BE PROVIDEDUNLESS NOTED OTHERWISE ONPLANS, DETAILS OR GENERALSTRUCTURAL NOTES

T18 ALTERNATE SHEATHING STAPLE OPTIONTD32 NO SCALE

8d COMMON AT 12" O.C.16 GA STAPLE AT 12" O.C.

ALTERNATE FASTENER SCHEDULE

ALTERNATE FASTENERSPECIFIED FASTENER

8d COMMON AT 6" O.C.


15 GA STAPLE AT 12" O.C.


13 GA STAPLE AT 12" O.C.16 GA STAPLE AT 4" O.C.







16 GA STAPLE AT 2.5" O.C.





MATERIAL: 7/16" SHEARWALL OR ROOF SHEATHING

NOTES:1. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 716"

INCH OUTSIDE DIMENSION. AND INSTALLED WITH CROWNPARALLEL TO THE LONG DIMENSION OF FRAMING MEMBER.

2. FRAMING SHALL BE 3x OR WIDER WHEN NAIL SPACING ISLESS THAN 3 INCHES ON CENTER.

3. ALL STAPLES SHALL HAVE 112" LONG LEGS MINIMUM.

4. STAPLE SIZES AND SPACING PER REPORT NO.ICC-ESR-1539

T19 PORTAL-FRAMETD35 NO SCALE

KEYNOTES:1. 7

16" APA RATED SHEATHING2. DBL 2x TOP PLATE3. 8d NAILING AT 3" GRID ON BEAM AS

SHOWN4. WOOD HEADER PER PLAN (MIN

3"x1114")

5. STRAP TRIMMER TO JACK-STUDWITH MSTC52 (OPPOSITESHEATHING)

6. 2x WOOD FRAMING7. MIN 2"x4" FRAMING W/ MIN 3 8" WOOD

SHEATHING W/ 8d NAILS AT 3" O.C.ALL FRAMING

8. 2x BLOCKING AT PANEL SPLICESWITHIN MIDDLE 24" OF PORTALHEIGHT. 1 ROW OF 8d NAILS AT 3"O.C. EACH PANEL EDGE

9. TRIMMER(S) AND KING STUD(S) PERPLAN

10. HOLDOWN (EMBEDDED INCONCRETE AND NAILED TOFRAMING)

11. (2) 2x SOLE PLATE W/ (1) 5 8"ØANCHOR BOLT

12. 2 ROWS OF 16d NAILS AT 3" O.C.13. CONCRETE WALL14. FLOOR FRAMING, SEE PLAN15. CONT 2x PT SOLE PLATE

7

2

5

55

21

11

1

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EXTENT OF HEADER W/ DOUBLE PORTAL FRAMES (2 BRACED WALL PANELS)

EXTENT OF HEADER W/ SINGLE PORTAL FRAME (1 BRACED WALL PANELS)

15

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8'-0" 10'-0" 8'-0"

26'-0"

1'-0

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29'-0

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28'-0

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1'-0

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29'-0

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2'-5

"3'

-2"

1'-11"

22'-5

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10'-2" 10'-2"

26'-0"

1'-10" 1'-11"

1'-11" 3'-6"1'-0"

26'-0"

104'-0"

1'-0"

3'-6"

41'-6

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15'-9

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1'-6" 6'-0" 5'-0"

16'-0"

43'-0"13

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3'-6

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44'-0

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4'-0

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3'-1

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2'-0

"1'

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6'-0

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30'-0

"

16'-0"

7'-6" 21'-0"

8'-0"53'-0"

24'-6"

61'-0"

7'-6" 11'-6"11'-6"13'-0" 9'-6"

3'-1

0"

13'-10"13'-2"

11'-134"

2'-1014"

8'-0"

39'-0"

3'-6

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84'-0

"

6'-0

"2'

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8'-6

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64'-0

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17'-0

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18'-0

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16'-6

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10'-2"1'-10"10'-2"1'-11"

26'-0"

4'-6

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5'-6" 22'-0" 2'-6"

8'-0"

6'-0

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1'-7

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6'-6" 15'-0"

95'-0"

105

105

104

104

105

105

105

105

104

104

104

101

101

101

101

101

102102

102

102102

102

102 102

104 104

102

7'-6"6'-6"

2'-2

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12'-2

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WF18 / W1

WF18 / W1WF18 / W1

WF1

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WF1

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WF18 / W1

WF1

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/ W1

WF2

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WF24 / W2

WF18 / W1

WF1

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WF18 / W1

WF1

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WF2

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WF24 / W2

WF18 / W1

WF1

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WF18 / W1WF18 / W1

WF1

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WF24 / W2 WF18 WF18

WF18 WF18

WF18

WF18

WF18

WF18

WF18

WF18 / W1WF18 / W1

WF2

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WF2

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SCALE:

FOUNDATION PLAN1/8" = 1'-0"

PROFESSIONA

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..

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..

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..

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..

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.

FOOTING SCHEDULE

NOTES:1. FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS.2. FOR MINIMUM CLEARANCE (CLR) OF REINFORCING, SEE GENERAL STRUCTURAL NOTES (GSN).

MARK LENGTH WIDTH THICKNESS FOOTING REINFORCING REMARKS

F24

24" 24" 8" (2) #4 EACH WAYBOTTOM ---

F36

36" 36" 8" (4) #4 EACH WAYBOTTOM ---

WF18CONT 18" 8" (2) #4 CONT BOTTOM ---

WF24

CONT 24" 10" (2) #4 CONT BOTTOM ---

A. VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURALDRAWINGS.

B. ALL SCHEDULED MARK DESIGNATIONS MAY NOTNECESSARILY BE FOUND ON THIS PLAN. SCHEDULES ARETYPICAL TO THIS PROJECT.

C. THE DEPTH OF FOOTING DIMENSION INDICATED IN THE G.S.N.IS A MINIMUM. FOUNDATION CONTRACTOR SHALLCOORDINATE WITH THE SOILS REPORT AND OTHER TRADESTO INSURE THAT THESE MINIMUMS ARE SUFFICIENT FOR THEWORK. SEE TYPICAL DETAILS FOR ADDITIONALREQUIREMENTS.

D. WALLS WITH SOLID LINES DESIGNATEDSTRUCTURAL (BEARING) WALLS.

E. WALLS WITH DASHED LINES DESIGNATENON-STRUCTURAL (NON-BEARING) WALLS.

F. , , , -AS SHOWN ON PLAN INDICATES ASHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALLLENGTH.

G. , , - AS SHOWN ON PLAN INDICATES A SHEARWALLHOLDOWN. SEE HOLDOWN SCHEDULES AND DETAILS FORADDITIONAL INFORMATION.

H. W1, W2, ETC. - AS SHOWN ON PLAN INDICATES CONCRETE ORMASONRY WALLS. SEE WALL SCHEDULE FOR ADDITIONALINFORMATION.

I. WF18, WF24, ETC. - AS SHOWN ON PLAN INDICATES ACONTINUOUS WALL FOOTING. SEE FOOTING SCHEDULE FORADDITIONAL INFORMATION.

J. F36, F48, ETC. - AS SHOWN ON PLAN INDICATES A CONCRETEFOOTING. SEE FOOTING SCHEDULE FOR ADDITIONALINFORMATION.

K. P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD POST.SEE POST SCHEDULE FOR MORE INFORMATION.

L. PROVIDE CONTINUOUS BEARING FOR ALL POSTS ANDBUILT-UP STUDS TO THE FOUNDATION PER TYPICAL "SOLIDBLOCKING BETWEEN FLOORS" DETAIL.

M. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE"5" SHEARWALLS, UNO.

FOUNDATION PLAN NOTES

5 6. 7

A B

SHEARWALL HOLDOWN SCHEDULE

MARK HOLDOWNSHEARWALLEND POST

UNO ON PLAN

ALTERNATEHOLDOWN

SIMPSON STHD14RJ (2) 2x STUDS N/A

SIMPSON STHD10 (2) 2x STUDS N/A

A

B

SHEARWALL TYPE SCHEDULE

NOTES:1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ONTHE PLANS.2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM.3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10" LONG AND SHALL BE EMBED 7" INTO CONCRETE.EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB ORSLAB STEP-DOWN) PER SUPPLEMENTAL INSTRUCTIONS.4. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE (1)ANCHOR BOLT MINIMUM WITHIN 9" OF EACH END PIECE.5. PROVIDE CONTINUOUS DOUBLE 2x TOP PLATE AT ALL SHEARWALLS AND EXTERIOR WALL. UNLESSNOTED OTHERWISE (U.N.O.), LAP SPLICE TOP PLATE A MINIMUM 4'-0" WITH 16d NAILS STAGGERED AT 2"ON CENTER (O.C.) ((24) 16d NAILS TOTAL BETWEEN SPLICE JOINTS.)6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ONPLANS OR DETAILS.7. BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES.

MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT

716" APA RATEDSHEATHING(BLOCKED)

ONE SIDE OF WALL

8d COMMONAT 6" O.C.

8d COMMONAT 12" O.C.

CONCRETE: 12"Ø A.B. W/ 14"x3"x3"PLATE WASHERS AT 36" O.C.

CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3"PLATE WASHERS AT 48" O.C.

WOOD: 16d STAGGERED AT 6" O.C.

716" APA RATEDSHEATHING

(BLOCKED) ONE SIDEOF WALL

8d COMMONAT 4" O.C.




WOOD:16d STAGGERED AT 4" O.C.



8d COMMONAT 3" O.C.






SEE PORTALFRAME DETAIL


(1) 5 8"Ø MIN W/ 14"x3"x3" PLATEWASHERS

5

6.

7

PF

WALL (W) SCHEDULE

MARK THICKNESSAND TYPE

VERTICALREINFORCING

HORIZONTALREINFORCING REMARKS

W18" CONCRETE #4 AT 24" O.C. #4 AT 24" O.C. ---

W28" CONCRETE #4 AT 8" O.C. #4 AT 24" O.C. ---

W10

x30

B8

B8

B8B8

B2 B2

B3 B3

WJ3

WJ2

WJ1

WJ2

TYPICAL FLOOR SHEATHING:3/4" APA RATED FLOOR SHEATHING W/10d NAILS AT 6" O.C. AT PANEL EDGESAND BOUNDARY AND AT 12" O.C. IN THEFIELD.


OPEN

123

105

AA

AA

AA

A

A

A

A

AAA

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A

A

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PF PF PF

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7

555

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P4

P4

WJ1

P1 P1 P1 P3

105

105

104

104

105

105

105

104

104

104

101

101

101

101

101

102102

102

102102

102

102 102

104 104

102

2

3

22

3

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2

5WJ1

3

6

3

B

7

P4

18

8

SCALE:

FIRST FLOOR FRAMING PLAN1/8" = 1'-0"

PROFESSIONA

LEN

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S TATE

OF

IDAHO

A

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1413

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.

..

.

..

.

..

.

..

.

..

.

..

.

..

.

.

FLOOR FRAMING PLAN NOTES



C. IF DOUBLE TOP PLATE IS NOTCHED, STEPPED OR BROKEN,PROVIDE A SIMPSON MSTC40 STRAP AT DISCONTINUITY.

D. TYPICAL BEARING WALL FRAMING SHALL BE 2x6 STUDS AT16" O.C. UNO.

E. PROVIDE TRIMMER STUDS (TS) AND KING STUDS (KS) ATOPENINGS AS FOLLOWS, U.N.O.: OPENINGS 6'-0" OR LESS,(1) TS & (1) KS, OPENINGS 6'-1" TO 9'-0", (1) TS & (2) KS, 9'-1"TO 12-0", (2) TS & (3) KS. FOR ATTACHMENT, SEE "TYPICALHEADER CONNECTION" DETAIL.

F. WALLS WITH SOLID LINES DESIGNATEDSTRUCTURAL (BEARING) WALLS.

G. WALLS WITH DASHED LINES DESIGNATENON-STRUCTURAL (NON-BEARING) WALLS.

H. , , , -AS SHOWN ON PLAN INDICATES ASHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALLLENGTH.

I. , , - AS SHOWN ON PLAN INDICATES A SHEARWALLHOLDOWN. SEE HOLDOWN SCHEDULES AND DETAILS FORADDITIONAL INFORMATION.

J. B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM ORHEADER. SEE BEAM SCHEDULE FOR ADDITIONALINFORMATION.

K. WJ1, WJ2, ETC. - AS SHOWN ON PLAN INDICATES A WOODJOIST. SEE WOOD JOIST SCHEDULE FOR ADDITIONALINFORMATION.

L. P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD POST.SEE POST SCHEDULE FOR MORE INFORMATION.

M. PROVIDE CONTINUOUS BEARING FOR ALL POSTS ANDBUILT-UP STUDS TO THE FOUNDATION PER TYPICAL "SOLIDBLOCKING BETWEEN FLOORS" DETAIL.

N. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE"5" SHEARWALLS, UNO.

5 6. 7

A B

1. ALIGN STEEL BEAM W/ POST ABOVE

2. DOUBLE JOIST ALIGN W/ POST ABOVE

3. FULL HEIGHT JOIST BLOCKING BETWEEN EACH JOIST BELOWBEARING WALL ABOVE

4. DOUBLE JOIST BELOW BEARING WALL ABOVE

5. INSTALL JOIST WEB STIFFENER, TYPICAL AT (4) JOISTS ASSHOWN

6. INSTALL JOIST WEB STIFFENER, TYPICAL AT (8) JOISTS ASSHOWN

7. SIMPSON HHUS410 HANGER

8. SET STEEL BEAM ON WOOD SOLE PLATE AND ATTACH W/ (4)1

4"x2" SDS SCREWS

PLAN KEYNOTESX

WOOD JOIST ( ) SCHEDULE

MARK JOIST FACE MOUNT HANGER TOP FLANGE HANGER

WJ1117

8" BCI 6000 1.8 AT 16" O.C. IUS2.37/11.88 ITS2.37/11.88

WJ2117

8" BCI 60 2.0 AT 16" O.C. IUS2.37/11.88 ITS2.37/11.88

WJ3117

8" BCI 90 2.0 AT 12" O.C. IUS3.56/11.88 ITS3.56/11.88

WJ





ONE SIDE OF WALL

8d COMMONAT 6" O.C.







8d COMMONAT 4" O.C.







8d COMMONAT 3" O.C.









5

6.

7

PF

BEAM (B) SCHEDULE

MARK SIZE

B1

(2) 2x6 OR 4x6 OR (2) 134x51

2 LVL

B2

(2) 2x8 OR 4x8 OR (2) 134x51

2 LVL

B3

(2) 2x10 OR 4x10 OR (2) 134x71

4 LVL

B4

(3) 2x10 OR 6x10 OR (3) 134x71

4 LVL

B5

(2) 134x91

2 LVL

B6

(3) 134x91

2 LVL

B7

(1) 134x117

8 LVL

B8

(2) 134x117

8 LVL

B9

(3) 134x117

8 LVL OR 518"x12 GLB

B10

(3) 134x16 LVL OR 51

8"x1612 GLB

B11

(3) 134x18 LVL OR 51

8x1912 GLB

SHEARWALL HOLDOWN SCHEDULE

MARK HOLDOWNSHEARWALLEND POST

UNO ON PLAN

ALTERNATEHOLDOWN

SIMPSON STHD14RJ (2) 2x STUDS N/A

SIMPSON STHD10 (2) 2x STUDS N/A

A

B

POST (P) SCHEDULE

NOTES:1. FOR CONNECTIONS AT EITHER END OF POST, SEE DETAILS.2. UNO, SEE GENERAL STRUCTURAL NOTES (GSN) FOR LUMBER SPECIES AND GRADE.

MARK SIZE SPECIES AND GRADE CONNECTION

P1

(2) 2x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS

P2


P36x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS

P4


P5


B2 B2

B2 B2 B2 B2

B2B5

B1

B1

B1

B1

B1

B1

B1

B3B3

BX

B1

B1

B1B1B1B1

B1 B1

B8 B8

B11

B7

B7

B7

B8

B8

B9

B2

B1

B1

B8 B8

B8 B8

B1 B1

B1

OPEN

OPEN

OPEN


7/16" APA RATED ROOF SHEATHING W/8d NAILS AT 6" O.C. AT PANEL EDGESAND BOUNDARY AND AT 12" O.C. IN THEFIELD.

TYPICAL ROOF SHEATHING:





WJ1

WJ2 WJ1

209

215

209

202

202

212

209

214

209

209

209

209

209

213213

213

CS20CS20

CS20

GT

GT

GT

GTGT

GT GT

GT GT

GT GT

GT

GT

GT GT

GTGT

GT

GTG

T

GT

GT GT

GT

B5

GT

CS20



207

B7

B5 B5

B5

B5

B5

B5

GT

B5B6

GT

B5

B1

214

B8 B8 B8

B1

B1

B7

P3

P1

B1

B1

B1

P2 P2

B8 P1P1B10

P2

P3P3P3P3

P3P3

P3P3

P3

P3P3

P3

P3P3

P3 P3

B8

GT

GT

GT

B1P4

P1P1P1

B1

P1P1

B3

B5GT

B6

2

2

11

11B

1

B1

P1

P1

P5 P1

6

6TYP

210

6TYP

208

205

P4

P4P4

55

55

P4

4

P4201

3

202

211

PF PF PF

5

7 7

7

5

55

5

5

77

77

6.6.

PF PF PF

5 5

5

77

7

7

6.7

7

555

55

6.

6 TYP

6 TYP

20

5

SCALE:

LOW ROOF-2nd FLOOR FRAMING PLAN1/8" = 1'-0"

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FLOOR/ROOF FRAMING PLAN NOTES




D. TYPICAL EXTEROIR BEARING WALL FRAMING SHALL BE 2x6STUDS AT 16" O.C. UNO.

E. TYPICAL INTERIOR WALL AND GARAGE WALL FRAMINGSHALL BE 2x4 STUDS AT 16: O.C.

F. PROVIDE TRIMMER STUDS (TS) AND KING STUDS (KS) ATOPENINGS AS FOLLOWS, U.N.O.: OPENINGS 6'-0" OR LESS,(1) TS & (1) KS, OPENINGS 6'-1" TO 9'-0", (1) TS & (2) KS, 9'-1"TO 12-0", (2) TS & (3) KS. FOR ATTACHMENT, SEE "TYPICALHEADER CONNECTION" DETAIL.

G. WALLS WITH SOLID LINES DESIGNATEDSTRUCTURAL (BEARING) WALLS.

H. WALLS WITH DASHED LINES DESIGNATENON-STRUCTURAL (NON-BEARING) WALLS.

I. , , , -AS SHOWN ON PLAN INDICATES ASHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALLLENGTH.

J. , , - AS SHOWN ON PLAN INDICATES A SHEARWALLHOLDOWN. SEE HOLDOWN SCHEDULES AND DETAILS FORADDITIONAL INFORMATION.

K. B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM ORHEADER. SEE BEAM SCHEDULE FOR ADDITIONALINFORMATION.

L. WJ1, WJ2, ETC. - AS SHOWN ON PLAN INDICATES A WOODJOIST. SEE WOOD JOIST SCHEDULE FOR ADDITIONALINFORMATION.

M. P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD POST.SEE POST SCHEDULE FOR MORE INFORMATION.

N. TIE EACH ROOF TRUSS AT BEARING LOCATIONS WITH (1)H2.5A OR (1) H1 CLIP, AND EACH GIRDER TRUSS WITH (2)H2.5A CLIPS, UNO.

O. PROVIDE BUILT-UP 2x POSTS BELOW EACH GIRDER TRUSS,MATCH GIRDER TRUSS WIDTH, U.N.O.

P. OVERBUILD PONY WALLS (MAX 5'-0" SPACING FOR 2x6OVERBUILD FRAMING AT 24" O.C. W/ SIMPSON LUS26HANGER) PER "TYPICAL OVERBUILD" DETAIL.

Q. CS16, CS18, ETC. - AS SHOWN AT WALL OPENINGS,PROVIDE STRAPPING PER "TYPICAL STRAP AT OPENING"DETAIL.

R. PROVIDE CONTINUOUS BEARING FOR ALL POSTS ANDBUILT-UP STUDS TO THE FOUNDATION PER TYPICAL "SOLIDBLOCKING BETWEEN FLOORS" DETAIL.

S. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE"5" SHEARWALLS, UNO.

5 6. 7

A B





ONE SIDE OF WALL

8d COMMONAT 6" O.C.







8d COMMONAT 4" O.C.







8d COMMONAT 3" O.C.









5

6.

7

PF

BEAM (B) SCHEDULE

MARK SIZE

B1

(2) 2x6 OR 4x6 OR (2) 134x51

2 LVL

B2

(2) 2x8 OR 4x8 OR (2) 134x51

2 LVL

B3

(2) 2x10 OR 4x10 OR (2) 134x71

4 LVL

B4

(3) 2x10 OR 6x10 OR (3) 134x71

4 LVL

B5

(2) 134x91

2 LVL

B6

(3) 134x91

2 LVL

B7

(1) 134x117

8 LVL

B8

(2) 134x117

8 LVL

B9

(3) 134x117


B10

(3) 134x16 LVL OR 51

8"x1612 GLB

B11

(3) 134x18 LVL OR 51

8x1912 GLB

1. EXTEND HEADER OVER ADJACENT WALL PIER, SEE PORTALFRAME DETAIL

2. PICKET BEAM INTO WALL, SEE TYPICAL DETAIL

3. BALLOON FRAME WALL W/ (2) 2x6 AT 16" O.C. OR 134 x 51

2" LSL1.55E AT 16" O.C.

4. SIMPSON LUS414 HANGER

5. SIMPSON MIU1.81/11 HANGER

6. ATTACH BEAM TO POST W/ SIMPSON LCE4 POST TIE

PLAN KEYNOTESX

POST (P) SCHEDULE



P1


P2



P4


P5


WOOD JOIST ( ) SCHEDULE

MARK JOIST FACE MOUNT HANGER TOP FLANGE HANGER

WJ1117

8" BCI 6000 1.8 AT 16" O.C. IUS2.37/11.88 ITS2.37/11.88

WJ2117

8" BCI 60 2.0 AT 16" O.C. IUS2.37/11.88 ITS2.37/11.88

WJ3117

8" BCI 90 2.0 AT 12" O.C. IUS3.56/11.88 ITS3.56/11.88

WJ

GT

GT

GT

GT

GTGT

PR

EFA

B W

OO

D T

RU

SS

AT

24" O

.C.

PR

EFA

B W

OO

D T

RU

SS

AT

24" O

.C.

209

209209

209

209

5

6. 6. 6.6.

6. 6. 6. 6.

5 55

6.6.

6.6.

GT GT GT

B3 B3 B3B3

B3B2 B2 B2

B1 B1

B1

B1

B1

B1

B1

B2 B2

GT

GT GT

GT

GT

GT

GT

GT

GT

PREFAB WOOD TRUSSAT 24" O.C.

P1

P1

P1

P1

SCALE:

ROOF FRAMING PLAN1/8" = 1'-0"

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ONE SIDE OF WALL

8d COMMONAT 6" O.C.







8d COMMONAT 4" O.C.







8d COMMONAT 3" O.C.









5

6.

7

PF

BEAM (B) SCHEDULE

MARK SIZE

B1

(2) 2x6 OR 4x6 OR (2) 134x51

2 LVL

B2

(2) 2x8 OR 4x8 OR (2) 134x51

2 LVL

B3

(2) 2x10 OR 4x10 OR (2) 134x71

4 LVL

B4

(3) 2x10 OR 6x10 OR (3) 134x71

4 LVL

B5

(2) 134x91

2 LVL

B6

(3) 134x91

2 LVL

B7

(1) 134x117

8 LVL

B8

(2) 134x117

8 LVL

B9

(3) 134x117


B10

(3) 134x16 LVL OR 51

8"x1612 GLB

B11

(3) 134x18 LVL OR 51

8x1912 GLB

ROOF FRAMING PLAN NOTES


B. ALL SCHEDULED MARK DESIGNATIONS MAY NOT NECESSARILYBE FOUND ON THIS PLAN. SCHEDULES ARE TYPICAL TO THISPROJECT.


D. TYPICAL BEARING WALL FRAMING SHALL BE 2x6 STUDS AT 16"O.C. UNO.

E. PROVIDE TRIMMER STUDS (TS) AND KING STUDS (KS) ATOPENINGS AS FOLLOWS, U.N.O.: OPENINGS 6'-0" OR LESS, (1)TS & (1) KS, OPENINGS 6'-1" TO 9'-0", (1) TS & (2) KS, 9'-1" TO12-0", (2) TS & (3) KS. FOR ATTACHMENT, SEE "TYPICALHEADER CONNECTION" DETAIL.

F. WALLS WITH SOLID LINES DESIGNATEDSTRUCTURAL (BEARING) WALLS.

G. WALLS WITH DASHED LINES DESIGNATENON-STRUCTURAL (NON-BEARING) WALLS.

H. , , , -AS SHOWN ON PLAN INDICATES ASHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALLLENGTH.

I. B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM ORHEADER. SEE BEAM SCHEDULE FOR ADDITIONALINFORMATION.

J. P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD POST.SEE POST SCHEDULE FOR MORE INFORMATION.

K. TIE EACH ROOF TRUSS AT BEARING LOCATIONS WITH (1) H2.5AOR (1) H1 CLIP, AND EACH GIRDER TRUSS WITH (2) H2.5A CLIPS,UNO.

L. PROVIDE BUILT-UP 2x POSTS BELOW EACH GIRDER TRUSS,MATCH GIRDER TRUSS WIDTH, U.N.O.

M. OVERBUILD PONY WALLS (MAX 5'-0" SPACING FOR 2x6OVERBUILD FRAMING AT 24" O.C. W/ SIMPSON LUS26 HANGER)PER "TYPICAL OVERBUILD" DETAIL.

N. CS16, CS18, ETC. - AS SHOWN AT WALL OPENINGS, PROVIDESTRAPPING PER "TYPICAL STRAP AT OPENING" DETAIL.

O. PROVIDE CONTINUOUS BEARING FOR ALL POSTS ANDBUILT-UP STUDS TO THE FOUNDATION PER TYPICAL "SOLIDBLOCKING BETWEEN FLOORS" DETAIL

P. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE "5"SHEARWALLS, UNO.

5 6. 7

POST (P) SCHEDULE



P1


P2



P4


P5


KEYNOTES:1. WOOD STUD WALL, SEE PLAN2. CONT 2x PT SOLE PLATE W/

ANCHOR BOLTS PER SHEARWALLSCHEDULE

3. CONCRETE SLAB ON GRADE, SEEPLAN

4. CONCRETE WALL, SEE PLAN5. CONCRETE FOOTING, SEE PLAN6. COMPACTED SUB-GRADE BELOW

FOOTING, SEE PLAN7. MINIMUM FOOTING DEPTH, SEE GSN8. SIDEWALK, PAVEMENT, OR FINISH

GRADE PER ARCH9. EDGE NAILING, SEE SHEARWALL

SCHEDULE10. WALL SHEATHING AS OCCURS, SEE

PLAN

NOTE:A. WATERPROOF ANY EXTERIOR

WOOD FRAMING WITHIN 8" OFGRADE PER ARCH DRAWINGS

101 WOOD STUD WALL AT FOUNDATIONCW_S101 NO SCALE

3"CLR

3" CLR

8

10

7

9

6

8

1

2

5

4

3

8" MIN

KEYNOTES:1. WALL BEYOND, SEE PLAN2. #4 BENT DOWEL AT 18" O.C.


4. CONCRETE WALL, SEE PLAN5. CONCRETE FOOTING, SEE PLAN6. COMPACTED SUB-GRADE BELOW

FOOTING, SEE PLAN7. MINIMUM FOOTING DEPTH, SEE GSN8. SIDEWALK, PAVEMENT, OR FINISH

GRADE PER ARCH

18"

18"

102 CONCRETE SLAB AT FOUNDATIONCW_S104 NO SCALE

3"CLR

3" CLR

8

7

6

8

5

4

3

1

2

103 WOOD STUD WALL AT FOUNDATION CW_S129 NO SCALE

KEYNOTES:1. WOOD STUD WALL, SEE PLAN2. CONT 2x PT SOLE PLATE W/ 0.145"Ø

MIN SHOT PIN AT 16" O.C.3. CONCRETE SLAB ON GRADE, SEE

PLAN4. CONCRETE FOOTING, SEE PLAN5. COMPACTED SUB-GRADE BELOW

FOOTING, SEE PLAN

NOTE:A. CONTINUOUS FOOTING CAN BE

POURED MONOLITHICALLY WITHSLAB AT CONTRACTORS OPTION

3"CLR

3" CLR

5

1

2

4

3

3"CLR

3" CLR

5

1

2

4

3

A OPTION

B OPTION

NOTE:A. EXTEND WALL SHEATHING TO SOLE

PLATE, NO SPLICE IN WALLSHEATHING BELOW BOTTOM PLATE

B. WATERPROOF ANY EXTERIORWOOD FRAMING WITHIN 8" OFGRADE PER ARCH DRAWINGS

KEYNOTES:1. WOOD STUD WALL, SEE PLAN2. CONT 2x BOTTOM PLATE, ATTACH

PER SHEARWALL SCHEDULE3. BOUNDARY NAILING, SEE PLAN4. CONT RIM BOARD5. FLOOR SHEATHING, SEE PLAN6. WOOD JOIST W/ (2) 16d NAILS EACH

JOIST7. CONT DBL 2x TOP PLATE W/ LAP

SPLICE, SEE TYPICAL DETAIL8. CONT 2x PT SOLE PLATE W/


9. CONCRETE WALL, SEE PLAN10. VERTICAL DOWEL TO MATCH

SPACING AND SIZE OF WALLREINFORCEMENT

11. CONT 2x PT SOLE PLATE W/ 0.145"ØMIN SHOT PIN AT 32" O.C.


13. COMPACTED SUB-GRADE BELOWFOOTING, SEE PLAN

14. CONCRETE FOOTING, SEE PLAN15. PROVIDE DRAINAGE SYSTEM

BEHIND WALL, SEE TYPICAL DETAIL16. SIDEWALK, PAVEMENT, OR FINISH



PLAN

3"CLR

3" CLR

8" MIN

12"

MIN

18" M

INLA

P S

PLI

CE

104 WOOD JOIST AT FOUNDATIONCW_FJB107 NO SCALE

5

1

13

12

16

9

14

6

18

2

17

3

8

1

7

11

10 15

16

4

NOTE:A. EXTEND WALL SHEATHING TO SOLE

PLATE, NO SPLICE IN WALLSHEATHING BELOW BOTTOM PLATE

B. WATERPROOF ANY EXTERIORWOOD FRAMING WITHIN 8" OFGRADE PER ARCH DRAWINGS

KEYNOTES:1. WOOD STUD WALL, SEE PLAN2. CONT 2x BOTTOM PLATE, ATTACH

PER SHEARWALL SCHEDULE3. BOUNDARY NAILING, SEE PLAN4. CONT RIM BOARD5. FLOOR SHEATHING, SEE PLAN6. PROVIDE (4) 10d NAILS INTO EACH

BLOCK7. WOOD JOIST, SEE PLAN8. BLOCKING W/ (2) 16d NAILS AT 24"

O.C.9. CONT DBL 2x TOP PLATE W/ LAP

SPLICE, SEE TYPICAL DETAIL10. CONT 2x PT SOLE PLATE W/


11. CONCRETE WALL, SEE PLAN12. VERTICAL DOWEL TO MATCH

SPACING AND SIZE OF WALLREINFORCEMENT

13. CONT 2x PT SOLE PLATE W/ 0.145"ØMIN SHOT PIN AT 32" O.C.


15. COMPACTED SUB-GRADE BELOWFOOTING, SEE PLAN

16. CONCRETE FOOTING, SEE PLAN17. PROVIDE DRAINAGE SYSTEM

BEHIND WALL, SEE TYPICAL DETAIL18. SIDEWALK, PAVEMENT, OR FINISH



PLAN

3"CLR

3" CLR

8" MIN

12"

MIN

18" M

INLA

P S

PLI

CE

105 WOOD JOIST AT FOUNDATIONCW_FJB108 NO SCALE

5

1

15

14

18

11

16

20

2

19

3

10

1

9

13

12 17

18

4

7

8

6

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..

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.

..

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KEYNOTES:1. WOOD JOIST W/ (2) 16d NAILS, SEE

PLAN2. CONT DBL 2x TOP PLATE W/ LAP

SPLICE, SEE TYPICAL DETAIL3. WOOD STUD WALL, SEE PLAN4. CONT RIM BOARD5. BOUNDARY NAILING, SEE PLAN6. CONT 2x BOTTOM PLATE W/

ATTACHMENT, SEE SHEARWALLSCHEDULE

7. FLOOR SHEATHING, SEE PLAN

201 WOOD JOIST AT WOOD STUD WALLWW_FJ201 NO SCALE

1

2

3

5

4

3

67

KEYNOTES:1. WOOD JOIST, SEE PLAN2. WOOD JOIST BLOCKING W/ (2) 16d

NAILS AT 16" O.C.3. CONT DBL 2x TOP PLATE W/ LAP

SPLICE, SEE TYPICAL DETAIL4. WOOD STUD WALL, SEE PLAN5. WALL SHEATHING AS OCCURS, SEE

PLAN6. EDGE NAILING, SEE SHEARWALL

SCHEDULE7. CONT RIM BOARD8. BOUNDARY NAILING, SEE PLAN9. CONT 2x BOTTOM PLATE W/


10. (4) 10d NAILS INTO EACH BLOCK11. FLOOR SHEATHING, SEE PLAN

NOTE:A. NO WALL SHEATHING SPLICE

BETWEEN RIM BOARD AND TOPPLATE, IF SHEATHING BREAKSPROVIDE A35 CLIP BETWEEN EACHBLOCK

202 WOOD JOIST AT WOOD STUD WALLWW_FJ202 NO SCALE

1

3

4

66

5

8

7

4

9

11

2

10

6

KEYNOTES:1. WOOD JOIST, SEE PLAN2. WOOD BEAM, SEE PLAN3. 2x NAILER W/ 12"Ø THREADED STUD

AT 24" O.C.4. BOUNDARY NAILING, SEE PLAN5. STEEL BEAM, SEE PLAN6. WOOD STUD WALL, SEE PLAN7. CONT 2x BOTTOM PLATE W/



203 WOOD JOIST AT WOOD BEAMWW_FJ219 NO SCALE

1

3

4

6

78

51

KEYNOTES:1. WOOD JOIST, SEE PLAN2. WOOD BEAM, SEE PLAN3. EDGE NAILING, SEE SHEARWALL


PLAN5. BOUNDARY NAILING, SEE PLAN6. CONT 2x LEDGER W/ (3) 16d NAILS

INTO EACH STUD7. WOOD TRUSS, SEE PLAN8. ROOF SHEATHING, SEE PLAN9. WOOD STUD WALL, SEE PLAN10. CONT 2x BOTTOM PLATE W/



205 WOOD JOIST AT WOOD BEAMWW_CBFJ204 NO SCALE

3

4

5

9

1011

21

6

7

85





SCHEDULE6. CONT RIM BOARD7. BOUNDARY NAILING, SEE PLAN8. CONT 2x LEDGER W/ (3) 16d NAILS

INTO EACH STUD9. WOOD TRUSS, SEE PLAN10. ROOF SHEATHING, SEE PLAN11. CONT 2x BOTTOM PLATE W/




BETWEEN RIM BOARD AND TOPPLATE, IF SHEATHING BREAKSPROVIDE A35 CLIP BETWEEN EACHJOIST

204 WOOD JOIST AT WOOD STUD WALLWW-CBFJ201 NO SCALE

1

2

3

55

4

7

6

3

11

12

8

9

107

KEYNOTES:1. WOOD JOIST W/ HANGER, SEE PLAN

2. WOOD BEAM, SEE PLAN3. EDGE NAILING, SEE SHEARWALL


PLAN5. CONT 2x LEDGER W/ (3) 16d NAILS

INTO EACH STUD6. WOOD TRUSS, SEE PLAN7. ROOF SHEATHING, SEE PLAN8. BOUNDARY NAILING, SEE PLAN9. WOOD STUD WALL, SEE PLAN10. CONT 2x BOTTOM PLATE W/


11. 2x BLOCKING W/ (3) 16d NAILSBETWEEN EACH JOIST



1

3

4

8

9

10

12

2

11

5

6

78


PLAN2. CONT RIM BOARD3. CONT DBL 2x TOP PLATE W/ LAP



SCHEDULE7. WOOD TRUSS W/ HANGER, SEE

PLAN8. BOUNDARY NAILING, SEE PLAN9. ROOF SHEATHING, SEE PLAN10. 2x BLOCKING W/ (3) 16d NAILS

BETWEEN EACH TRUSS11. CONT 2x BOTTOM PLATE W/





207 WOOD JOIST AT WOOD STUD WALLWW_CBFJ207 NO SCALE

1

3

4

66

5

8

2

4

11

12

8

7

10

9

KEYNOTES:1. WOOD JOIST W/ HANGER, SEE PLAN2. WOOD BEAM, SEE PLAN3. EDGE NAILING, SEE SHEARWALL


PLAN5. WALL SHEATHING AS OCCURS, SEE

PLAN6. ROOF SHEATHING, SEE PLAN7. 2x BLOCKING W/ (3) 16d NAILS

BETWEEN EACH TRUSS8. BOUNDARY NAILING, SEE PLAN9. WOOD STUD WALL, SEE PLAN10. CONT 2x BOTTOM PLATE W/


11. 2x BLOCKING W/ (3) 16d NAILSBETWEEN EACH JOIST



1

5

8

9

10

12

2

11

3

8

4

7

6

KEYNOTES:1. WOOD TRUSS W/ CLIP, SEE PLAN2. CONT DBL 2X TOP PLATE W/ LAP



SCHEDULE6. ROOF SHEATHING SEE PLAN7. FULL HEIGHT 2x BLOCKING W/ A35

CLIP BETWEEN EACH TRUSS8. BOUNDARY NAILING, SEE PLAN

NOTE:A. 2x BLOCKING MAY BE OMITTED

EVERY THIRD BAYB. COORDINATE ROOF VENTILATIONC. FASCIA PER ARCHITECTURAL

DETAILS

1

2

3

5

4

6

8

7

209 WOOD TRUSS AT WOOD STUD WALLWW_RT308 NO SCALE

KEYNOTES:1. WOOD TRUSS, SEE PLAN2. 2x4x8'-0" LONG AT 6'-0" O.C. W/ (2)

16d NAILS AT EACH TRUSS3. WOOD TRUSS W/ HGA10 CLIP AT 36"

O.C.4. CONT DBL 2x TOP PLATE W/ LAP


PLAN7. (2) 16d NAILS AT 16" O.C.8. 2x6 LADDER FRAMING AT 16" O.C.9. BOUNDARY NAILING, SEE PLAN10. ROOF SHEATHING, SEE PLAN

NOTE:A. COORDINATE ROOF VENTILATIONB. FASCIA PER ARCHITECTURAL

DETAILS

9

1

2 3

4

5

6

77

8

10

7

1'-6"MAX

9


KEYNOTES:1. WOOD TRUSS, SEE PLAN2. CONT DBL 2x TOP PLATE W/ LAP

SPLICE, SEE TYPICAL DETAIL3. WOOD STUD WALL, SEE PLAN4. WALL SHEATHING, SEE PLAN5. EDGE NAILING, SEE SHEARWALL

SCHEDULE6. WOOD TRUSS ALIGNED W/

SHEARWALL W/ HGA10 CLIP AT 36"O.C.

7. BOUNDARY NAILING, SEE PLAN8. ROOF SHEATHING, SEE PLAN

2

3 4

61

8 7

5


4

2

3

6

11

10

1

2

10

9

8

5

7

KEYNOTES:1. OVERBUILD 2x FRAMING W/

HANGER, SEE PLAN2. ROOF SHEATHING SEE PLAN3. 2x BLOCKING W/ (4) 16d NAILS

BETWEEN EACH TRUSS4. WOOD TRUSS W/ CLIP, SEE PLAN5. WALL SHEATHING AS OCCURS, SEE


SPLICE PER TYPICAL DETAIL7. EDGE NAILING PER SHEAR WALL

SCHEDULE8. WOOD TRUSS W/ A35 CLIP

BETWEEN EACH TRUSS9. WOOD TRUSS, SEE PLAN10. BOUNDARY NAILING, SEE PLAN11. WOOD STUD WALL, SEE PLAN


NOTE:A. COORDINATE ROOF VENTILATIONB. FASCIA PER ARCHITECTURAL

DETAILS

1

4

53

2

KEYNOTES:1. WOOD TRUSS W/ CLIP, SEE PLAN2. WOOD BEAM, SEE PLAN3. 2x BLOCKING W/ A35 CLIP BETWEEN

EACH TRUSS4. ROOF SHEATHING, SEE PLAN5. BOUNDARY NAILING, SEE PLAN

213 WOOD TRUSS AT WOOD BEAMWW_RT325 NO SCALE

KEYNOTES:1. WOOD TRUSS W/ CLIP, SEE PLAN2. CONT DBL 2x TOP PLATE W/ LAP

SPLICE, SEE TYPICAL DETAIL3. WOOD STUD WALL, SEE PLAN4. WALL SHEATHING, SEE PLAN5. EDGE NAILING, SEE SHEARWALL

SCHEDULE6. FULL-HEIGHT TRUSS BLOCKING W/

A35 CLIP BETWEEN EACH TRUSS7. BOUNDARY NAILING, SEE PLAN8. ROOF SHEATHING, SEE PLAN

2

3 4

8

7

51

6


KEYNOTES:1. CONT SOLID BLOCKING2. FLOOR SHEATHING, SEE PLAN3. CONT DBL 2x TOP PLATE W/ LAP




PLAN8. BOUNDARY NAILING, SEE PLAN9. ROOF SHEATHING, SEE PLAN10. 2x BLOCKING W/ (3) 16d NAILS

BETWEEN EACH TRUSS11. CONT 2x BOTTOM PLATE W/




215 WOOD JOIST AT WOOD STUD WALLWW_CBFJ207 NO SCALE

1

3

4

66

5

8

4

11

2

8

7

10

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OHA DED 4/23/19 FOIE CSENATST LI

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Transcript of OHA DED 4/23/19 FOIE CSENATST LI