I:26 55 Port LudlowDesign - StructuralSubmittals16 …test.co.jefferson.wa.us/WebLinkExternal/0/edoc/1386988/Structural...aci 301 "standard specifications for structural concrete"

CORBIN

MICHAEL HAMMER

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275 Fifth StreetSuite 100

Bremerton, WA 98337(360) 377-8773

Fax [email protected]

Project Number

SHEET:

ISSUED:

1/22/16

728 134th Street SW Suite 200Everett, Washington 98204Ph: 425 741-3800www.reidmiddleton.com Copyright 2016 Reid Middleton, Inc.

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S00.01

GENERAL NOTES

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CONTRACTOR SHALL REVIEW AND STAMP SUBMITTALS PRIOR TO SUBMISSION. IF SHOP DRAWINGS DIFFER FROM DESIGNSHOWN ON STRUCTURAL DRAWINGS, THEY SHALL BE SEALED BY THE WASHINGTON STATE REGISTERED PROFESSIONAL, STRUCTURALENGINEER RESPONSIBLE FOR THE DESIGN. DIMENSIONS AND QUANTITIES ARE CONTRACTOR'S RESPONSIBILITY AND WILL NOT BEREVIEWED. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MATERIALS PLACED PRIOR TO RECEIPT OF REVIEWED SHOPDRAWINGS. CONTRACTOR SHALL ALLOW A MINIMUM OF 10 WORKING DAYS FOR REVIEW.

DEFERRED SUBMITTALS: DRAWINGS AND CALCULATIONS FOR BIDDER-DESIGNED COMPONENTS, SEALED BY THEWASHINGTON STATE REGISTERED PROFESSIONAL STRUCTURAL ENGINEER RESPONSIBLE FOR THE DESIGN, SHALL BESUBMITTED TO THE OWNER'S AGENT FOR REVIEW OF GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING.DEFERRED SUBMITTALS INCLUDE:

SUBMITTALS OF BIDDER-DESIGNED COMPONENTS SHALL INCLUDE LOCATIONS, MAGNITUDES, AND DIRECTIONS OF ALLFORCES TRANSFERRED TO THE STRUCTURE. CALCULATIONS SUBMITTED FOR BIDDER-DESIGNED COMPONENTS AREFOR INFORMATION ONLY AND WILL NOT BE REVIEWED.

SPECIAL INSPECTION, PER IBC SECTION 1704, SHALL BE PERFORMED BY AN AGENCY APPROVED BY THE BUILDINGOFFICIAL SELECTED BY THE OWNER AND AS OUTLINED IN THE STRUCTURAL INSPECTION SCHEDULE, SHEET S00.02.

BUILDING CODE: ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THEDRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION.

STANDARDS: REFERENCE TO ASTM AND OTHER STANDARDS SHALL MEAN THE EDITION REFERENCED IN THE2012 IBC, UNLESS NOTED IN THESE DOCUMENTS OR DESIGNATED BY THE GOVERNING CODE.

SOIL BEARING SURFACES AND FILL SHALL BE PREPARED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT ANDINSPECTED BY THE GEOTECHNICAL ENGINEER [OR AN APPROVED TESTING AGENCY].

CODES

GEOTECHNICAL

WHERE APPLICABLE, LIVE LOADS HAVE BEEN REDUCED PER IBC SECTION 1607.10.2

SNOW DESIGN DATA:

GROUND SNOW LOADROOF SNOW LOAD (LOW-SLOPE ROOF)SNOW EXPOSURE FACTORSNOW LOAD IMPORTANCE FACTOR

THERMAL FACTOR

SHOP DRAWINGS SHALL BE SUBMITTED TO THE OWNER'S AGENT FOR REVIEW PRIOR TO FABRICATION OR CONSTRUCTION OF THESE ITEMS:

CONCRETE MIX DESIGNCONCRETE REINFORCINGSTRUCTURAL STEELSTEEL DECK

SHEAR STUD LAYOUTWOOD I-JOISTSGLUED-LAMINATED MEMBERSEMBEDDED ITEMS IN CONCRETE

PREFABRICATED WOOD I-JOISTSANCHORAGE OF AND SEISMIC BRACING OF MECHANICAL EQUIPMENT, UNOSUN SHADES AND CANOPIES

ALLOWABLE VERTICAL DESIGN PRESSURELATERAL EARTH PRESSURE, LEVEL BACKFILL: UNRESTRAINED (ACTIVE) RESTRAINED (AT-REST) SEISMIC SURCHARGEALLOWABLE PASSIVE PRESSUREALLOWABLE FRICTION COEFFICIENT

2,500 PSF

35 PSF55 PSF12 H300 PCF, FS = 1.50.30 PCF, FS = 1.5

GEOTECHNICAL REPORT REFERENCE: GEO RESOURCES, LLCREPORT # Pt Ludlow Assoc. Medical Bldg. GRDATED: SEPTEMBER 25, 2015

gP = 20 PSF (ASCE 7 FIGURE 7-1)

mP = 25 PSF (ASCE 7 SECTION 7.3)C = 1.0 (ASCE 7 TABLE 7-2)I = 1.0 (OCCUPANCY CATEGORY II, ASCE 7 SECTION 7.3.3)

C = 1.0 (ASCE 7 TABLE 7-3)

ROOF EXPOSURETERRAIN CATEGORYRAIN-ON-SNOW SURCHARGE(ROOF SLOPE > 5 DEGREES)DESIGN ROOF SLOPE

= 34 KIPS= 22 KIPS= ENVELOPE PROCEDURE, ASCE 7 CHAPTER 28

= ENCLOSED (ASCE 7 SECTION 26.10.1)= RIGID (ASCE 7 SECTION 26.9.1)= 100 MPH, (3 SECOND GUST )

= C (ASCE 7 SECTION 26.7)= 0.18, ENCLOSED (ASCE 7 FIGURE 26.11-1)

V3S

GC PI

WIND DESIGN DATA:

EARTHQUAKE DESIGN DATA:

BASIC SEISMIC-FORCE-RESISTING SYSTEM:

ANALYTICAL PROCEDURE:SEISMIC BASE SHEAR: (ASCE 7 SECTION 12.8.1.1)SEISMIC RESPONSE COEFFICIENT: (ASCE 7 SECTION 12.8.1.1)

LIGHT-FRAME PLYWOOD SHEAR WALLS

EQUIVALENT LATERAL FORCE PROCEDUREVE (N-S) = 36 KIPSV (E-W) = 36 KIPSC (N-S) = 0.13C (E-W) = 0.13

STRUCTURAL OBSERVATION PER IBC SECTION 1704 IS NOT REQUIRED FOR THIS STRUCTURE.

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0

CD

= 1.0 (OCCUPANCY CATEGORY II, ASCE 7 SECTION 11.5.1)= D (ASCE 7 SECTION 11.4.2)= 1.27 (ASCE 7 SECTION 11.4.1)= 0.512 (ASCE 7 SECTION 11.4.1)= 0.847 (ASCE 7 SECTION 11.4.4)= 0.512 (ASCE 7 SECTION 11.4.4)= D (ASCE 7 SECTION 11.6)

= 6.5 (ASCE 7 TABLE 12.2-1)= 2.5 (ASCE 7 TABLE 12.2-1)= 4.0 (ASCE 7 TABLE 12.2-1)

CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE OWNER'S AGENT FOR APPROVAL AT LEAST 10WORKING DAYS PRIOR TO FABRICATION AND CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS OR SUBMITTALSONLY WILL NOT SATISFY THIS REQUIREMENT.

CONTRACTOR RESPONSIBILITIES: DRAWINGS REPRESENT DESIGN OF STRUCTURE IN COMPLETED FORM. CONTRACTORSHALL BE RESPONSIBLE FOR METHODS, SEQUENCES, AND SAFETY PRECAUTIONS REQUIRED TO PERFORM WORK.

CONTRACTOR SHALL DESIGN AND PROVIDE TEMPORARY SHORING AND BRACING OF ALL STRUCTURAL MEMBERS,EXISTING CONSTRUCTION, AND SOIL EXCAVATION AS REQUIRED. SHORING AND BRACING SHALL NOT BE REMOVEDUNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS, AND MATERIALS HAVEACHIEVED DESIGN STRENGTH.

DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN DRAWINGS, SPECIFICATIONS, REFERENCE STANDARDS, ORGOVERNING CODE, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. CONTRACTOR SHALL NOTIFY THEOWNER'S AGENT OF DISCREPANCIES AND OBTAIN DIRECTION PRIOR TO PROCEEDING. NOTES ON INDIVIDUAL STRUCTURALDRAWINGS SHALL TAKE PRIORITY OVER STRUCTURAL NOTES ON SHEETS S00.01 AND S00.02. NOTED DIMENSIONS TAKEPRECEDENCE OVER SCALED DIMENSIONS. DO NOT SCALE DRAWINGS.

SPECIFICATIONS: REFER TO SPECIFICATIONS FOR INFORMATION IN ADDITION TO THESE NOTES AND DRAWINGS.

ARCHITECTURAL: REFER TO ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, DEPRESSIONS, NON-BEARINGWALLS, FASCIA, ELEVATORS, STAIRS, CURBS, DRAINS, RAILINGS, WATERPROOFING, FINISHES, ETC.

GARAGES(PASSENGER VEHICLES ONLY)

OFFICES

OFFICE BUILDING LOBBIES ANDFIRST FLOOR CORRIDORS

OFFICE BUILDING UPPERFLOOR CORRIDORS

MECHANICAL ROOMS

UNIFORMLIVE LOAD

(PSF)

SUPERIMPOSEDDEAD LOAD

(PSF)

40

80

100

80

50 2,000

2,000

2,000

2,000

3,000

CONCENTRATEDLIVE LOAD

(K)

5

15

5

5

5

REDUCIBLE(SEE NOTE)

NO

YES

YES

YES

YES

OFFICE PARTITIONS 15 - - NO

WIND BASE SHEAR:V (N-S)WV (E-W)WANALYTICAL PROCEDURE

ENCLOSURE CLASSIFICATIONTYPE OF STRUCTUREBASIC WIND SPEED

EXPOSURE CATEGORYINTERNAL PRESSURE COEFFICIENT

SEISMIC IMPORTANCEFACTOR

SITE CLASSSsSSDSSDISEISMIC DESIGN CATEGORYRESPONSE MODIFICATIONCOEFFICIENTSYSTEM OVERSTRENGTH FACTORDEFLECTION AMPLIFICATION FACTOR

= 0.85 : MWFRS (ASCE 7 TABLE 26.6-1)= 0.85 : COMPONENTS AND CLADDING (ASCE 7 TABLE 26.6-1)= 1.0 (ASCE 7 SECTION 26.8

Kd

K ZT

DIRECTIONALITY FACTOR

TOPOGRAPHIC FACTOR

= PARTIALLY EXPOSED (ASCE 7 TABLE 7-2)= C (ASCE 7 TABLE 7-2)= N/A PSF (ASCE 7 SECTION 7.10)

= 10 DEGREES

FLOOR DESIGN DATA

IN ADDITION TO THE SELF WEIGHT, THE FOLLOWING LOADS ARE USED FOR DESIGN:

LOADS

CRITERIA

SUBMITTALS

FOOTINGS SHALL BE FOUNDED AT LEAST [18"] BELOW LOWEST ADJACENT EXTERIOR FINISHED GRADE. FOOTING DEPTHSAND ELEVATIONS SHOWN ON DRAWINGS ARE MINIMUM AND FOR GUIDANCE ONLY; CONTRACTOR SHALL ESTABLISHACTUAL ELEVATIONS IN FIELD. BACKFILL BEHIND ALL WALLS AND PROVIDE FOR SUBSURFACE DRAINAGE ASRECOMMENDED IN THE GEOTECHNICAL REPORT.

GENERAL STRUCTURAL NOTES

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GENERAL

ALL TYPICAL DETAILS AND NOTES SHOWN ON THESE DRAWINGS ARE PART OF THE CONSTRUCTION CONTRACTAND SHALL BE PROVIDED BY THE CONTRACTOR. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ONTHE PLANS, BUT SHALL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS.

(ASCE 7 FIGURE 26.5-1A-26.5-1C)

REFERENCE STANDARDS: CONCRETE REINFORCEMENT SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWINGCODES, SPECIFICATIONS, AND STANDARDS, EXCEPT AS MODIFIED BELOW:

CONCRETE REINFORCEMENT

ACI 301 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE"ACI SP-66 "ACI DETAILING MANUAL"ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"CRSI "PLACING REINFORCING BARS"CRSI "MANUAL OF STANDARD PRACTICE" MSP-1WRI "WELDED WIRE FABRIC MANUAL OF STANDARD PRACTICE"

MATERIALS:

DEFORMED BARSEPOXY COATED DEFORMED BARSSMOOTH WELDED WIREDEFORMED WELDED WIREDEFORMED BAR ANCHORSBAR SUPPORTSWELDED HEADED STUDS

ASTM A615, GRADE 60ASTM A775, GRADE 60ASTM A185, Fy = 56KSI ( W1.2) & 65KSI ( W1.2)ASTM A497, 70 KSI YIELDASTM A496, 75 KSI YIELDCONFORM TO CHAPTER 3, CRSI MSP-1ASTM A108

REINFORCEMENT SHALL BE PLACED AND SUPPORTED IN ACCORDANCE WITH CRSI MSP-1. REINFORCEMENT SHALL BEDETAILED IN ACCORDANCE WITH ACI SP-66. NO BENDING OR STRAIGHTENING OF REINFORCEMENT WILL BE PERMITTEDAFTER PARTIAL EMBEDMENT IN CONCRETE.

LAP ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH REINFORCEMENT SPLICE AND DEVELOPMENT LENGTHSCHEDULE, SHEET S30.02. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OFWELDED WIRE FABRIC A MINIMUM OF 1 CROSS WIRE SPACING + 2" OR 8" WHICHEVER IS GREATER.

WELDING OR TACK WELDING OF REINFORCING BARS OUTSIDE OF PLASTIC HINGE REGIONS TO OTHER BARS OR TOPLATES, ANGLES, ETC IS PROHIBITED, EXCEPT WHERE SPECIFICALLY APPROVED. WHERE WELDING IS APPROVED, ITSHALL BE DONE BY AWS / WABO CERTIFIED WELDERS USING E9018 ELECTRODES. WELDING PROCEDURES SHALLCOMPLY WITH AWS-D1.4.

CONCRETE SHALL BE PROPORTIONED TO ACHIEVE A WORKABLE MIX THAT CAN BE PLACED WITHOUT SEGREGATIONOR EXCESS FREE SURFACE WATER. MIX DESIGNS SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW BY ENGINEERPRIOR TO USE. COMPLY WITH IBC SECTION 1904. MIXES SHALL MEET OR EXCEED THE FOLLOWING CRITERIA:

CONCRETE

REFERENCE STANDARDS: CONCRETE SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING DOCUMENTS,EXCEPT AS MODIFIED BELOW:

ACI 301 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE"ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"ACI 304 "GUIDE FOR MEASURING, MIXING, TRANSPORTING, AND PLACING CONCRETE"ACI 311 "GUIDE FOR CONCRETE INSPECTION"ACI SP-15 "FIELD REFERENCE MANUAL"

* A COPY SHALL BE KEPT IN THE CONTRACTOR'S FIELD OFFICE AT ALL TIMES.

CEMENT* AGGREGATES

ADMIXTURES** FLY ASH

ASTM C150, C595ASTM C33ASTM C260, C494, C1017ASTM C618, CLASS F OR C

* AGGREGATES THAT EXHIBIT DELETERIOUS ACTIVITY WHEN EVALUATED IN ACCORDANCE WITH ASTM C33APPENDIX XI SHALL NOT BE USED. SAND EQUIVALENT FOR FINE AGGREGATE SHALL NOT EXCEED 75.

** MAXIMUM LOSS ON IGNITION SHALL BE 1%.

TYPE OF CONSTRUCTIONSPECIFIED

COMPRESSIVESTRENGTH (f'c)

TEST AGEMAXIMUM

WATER / CEMENT RATIO

MISCELLANEOUS CONCRETE CURBSAND SIDEWALKS

FOOTINGS, SLAB-ON-GRADE, RETAININGAND BASEMENT WALLS, CONCRETEON METAL DECK, NONSHEAR WALLS

3,000 PSI

4,000 PSI

28 DAYS

28 DAYS

0.50

0.40

1. SURFACE OF JOINT SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPING HAMMER TO EXPOSEAGGREGATE EMBEDDED IN PREVIOUS POUR.

2. EXPOSED AGGREGATE SHALL PROTRUDE 1/4" MINIMUM.

3. JOINT SURFACE SHALL BE CLEANED AND LAITANCE REMOVED.

4. JOINT SHALL BE WETTED AND STANDING WATER REMOVED IMMEDIATELY BEFORE NEW CONCRETE IS PLACED.

MATERIALS:

ADMIXTURES: ALL CONCRETE, INCLUDING SLABS ON GRADE, SHALL HAVE A WATER-REDUCING ADMIXTURE COMPLYINGWITH ASTM C494 ADDED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. CALCIUM CHLORIDE OR OTHERCHLORIDE ADMIXTURES SHALL NOT BE USED.

ALL HORIZONTAL SURFACES EXPOSED TO WEATHER SHALL CONTAIN AN AIR- ENTRAINING AGENT COMPLYING WITH ASTM C260.THE AMOUNT OF ENTRAINED AIR SHALL BE 5% +/- 1 1/2% BY VOLUME FOR MAXIMUM 3/4" AGGREGATE TESTS FOR AIR CONTENT SHALLBE MADE AT THE DISCHARGE END OF THE TRUCK'S PLACING HOSE IN ACCORDANCE WITH ASTM C173.

WATER/CEMENT RATIO SHALL BE MEASURED BY WEIGHT AND BE BASED ON TOTAL CEMENTITIOUS MATERIAL, INCLUDINGCEMENT AND POZZOLANS SUCH AS FLY ASH AND SILICA FUME.

MAXIMUM AGGREGATE SIZE SHALL BE 1 1/2", BUT NOT MORE THAN 3/4 TIMES THE CLEAR DISTANCE BETWEENREINFORCING BARS NOR 1/5 TIMES THE NARROWEST DIMENSION BETWEEN SIDES OF FORMS. MAXIMUM AGGREGATESIZE FOR SLABS ON GRADE SHALL BE 1/3 TIMES THE SLAB THICKNESS.

SLUMP REQUIRED FOR PROPER PLACEMENT SHALL BE DETERMINED BY CONTRACTOR AND SUPPLIER, AND INCLUDED INMIX DESIGN SUBMITTALS. FIELD MEASURED SLUMP SHALL CONFORM TO SUBMITTED CONCRETE MIX DESIGN. SLUMPSHALL CONFORM TO ASTM C94.

EMBEDDED ITEMS: CONDUIT AND SLEEVES SHALL NOT BE EMBEDDED IN OR PASS THROUGH CONCRETE WITHOUTAPPROVAL. ALUMINUM ITEMS SHALL NOT BE EMBEDDED IN CONCRETE. SUBMIT CONDUIT LAYOUT AND EMBEDDED ITEMPLANS TO THE ARCHITECT FOR REVIEW BY ENGINEER PRIOR TO PLACING CONCRETE.

BONDING AGENT SHALL BE "CONCRESIVE 1090 LIQUID" BASF, OR APPROVED EQUAL, AND SHALL BE USED WHERE NEWCONCRETE IS PLACED AGAINST EXISTING CONCRETE. PLACE IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS,INCLUDING PREPARATION OF EXISTING SURFACES.

NON-SHRINK GROUT SHALL BE "CONSTRUCTION GROUT" BY BASF, OR APPROVED EQUAL, AND SHALL BE MIXED ANDPLACED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THEMATERIAL ON WHICH IT IS PLACED (2,000 PSI MINIMUM).

FORM CAMBER: CONCRETE FORMWORK SHALL HAVE BUILT-IN CAMBER TO COMPENSATE FOR FORM SAG UNDER WETCONCRETE LOAD. IN ADDITION TO STRUCTURAL CAMBER NOTED ON DRAWINGS, ONE-WAY SLABS SHALL BE CAMBERED1/1000 OF THE SPAN, UNLESS NOTED OTHERWISE.

CONSTRUCTION JOINTS IN WALLS SHALL BE KEYED IN ACCORDANCE WITH TYPICAL CONSTRUCTION JOINT DETAILSSHOWN ON DRAWINGS OR, AT CONTRACTOR'S OPTION, SHALL BE AN INTENTIONALLY ROUGHENED CONSTRUCTION JOINTDEFINED BY THE FOLLOWING:

SUBMIT CONSTRUCTION JOINT LAYOUT PLAN TO THE ARCHITECT FOR REVIEW BY ENGINEER PRIOR TO PLACING CONCRETE.

COORDINATION: SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGSIN CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGSTHROUGH CONCRETE CONSTRUCTION. SEE ARCHITECURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS,FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT EXPOSED CONCRETE SURFACES.

MECHANICAL SPLICES SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS AND NOTED ICC-ES REPORTS.

CONCRETE COVER: UNLESS NOTED OTHERWISE, MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE:

ELEVATED SLABS 3/4" (#11 AND SMALLER), 1 1/2" (#14 AND #18)SLABS ON GRADE 2" BOTTOMINTERIOR WALL FACES 3/4" (#11 AND SMALLER), 1 1/2" (#14 AND #18)EXPOSED FORMED WALL FACES 1 1/2" (#5 AND SMALLER), 2" (#6 AND LARGER)FOOTINGS 3" (EXCEPT 2" TOP AND FORMED SIDES)BEAMS, COLUMNS 1 1/2" (ALL REINFORCEMENT INCLUDING TIES, SPIRALS, STIRRUPS)

POST-INSTALLED ANCHORS INTO NORMAL-WEIGHT CONCRETE SHALL BE INSTALLED PER MANUFACTURER'SINSTRUCTIONS AND NOTED ICC-ES REPORTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED TO THEARCHITECT FOR REVIEW BY ENGINEER WITH ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES.ANCHORS SHALL BE THE FOLLOWING TYPES:

EXPANSION ANCHORS SHALL BE HILTI "KWIK BOLT TZ" (ESR-1917) OR SIMPSON STRONG BOLT (ESR-1771).

ADHESIVE ANCHORS SHALL BE HILTI HIT-RE 500-SD (ESR-2322) OR SIMPSON SET-XP (ESR-2508).

NO REINFORCING BARS SHALL BE CUT TO INSTALL ANCHORS. ALL DEFECTIVE ANCHOR HOLES SHALL BE GROUTED WITHEPOXY ADHESIVE AND A NEW HOLE DRILLED A MINIMUM OF 3 BOLT DIAMETERS AWAY. POST-INSTALLED CONCRETEANCHORS ARE NOT PERMITTED IN POST-TENSIONED CONCTRETE SLABS, EXCEPT AS PERMITTED UNDERPOST-TENSIONING NOTES.

DRIVE PINS AND OTHER POWDER-ACTUATED FASTENERS SHALL BE ITW RAMSET/RED HEAD (ESR-1799).

SCREW ANCHORS INTO CONCRETE SHALL BE SIMPSON TITEN HD (ESR-2713) OR POWERS SNAKE+ (ESR-2272).

CONCRETE ANCHORAGE

UNDERCUT ANCHORS SHALL BE USP DUC (ESR-1970) OR HILTI HDA (ESR-1546).

REVISION SCHEDULE

CORBIN

MICHAEL HAMMER

43107

A

A

FOPR

NISE

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WFO

AET

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L NEIG

NR

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Bremerton, WA 98337(360) 377-8773


Project Number

SHEET:

ISSUED:

1/22/16


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c

SHELL & CORE

PORT

LUDL

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SSOC

IATE

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PORT

LUD

LOW

, WA

9836

5

262015.065

CONSTRUCTION SET

01/22/2016

S00.02

GENERAL NOTESAND SPECIALINSPECTIONSCHEDULE

PORT

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GENERAL STRUCTURAL NOTES

STEEL

REFERENCE STANDARDS: STRUCTURAL STEEL SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING DOCUMENTS:

AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"AISC 341 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS"AISC 303 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES"AWS D1.1 "STRUCTURAL WELDING CODE - STEEL"AISC 348 "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS"AISC 358 "PREQUALIFIED CONNECTIONS FOR SPECIAL AND INTERMEDIATE STEEL MOMENT FRAMES FOR SEISMIC APPLICATIONS"

MATERIALS:

TYPE OF MEMBER ASTM SPECIFICATION YIELD

WIDE FLANGES A992 50 KSIPLATES, ANGLES,CHANNELS, AND BARS A36 36 KSISPECIAL SHAPES(NOTED GRADE 50 ON DRAWINGS) A572 50 KSISTEEL PIPES A53 (TYPE E OR S, GRADE B) 35 KSISTRUCTURAL TUBES (HSS) A500 (GRADE B) 46 KSIMACHINE BOLTS (MB)AND THREADED RODS (TR) A307CONNECTION BOLTS (HSB) A325ANCHOR RODS (AR) F1554, GRADE 36TENSION CONTROL BOLTS F1852LOAD-INDICATING WASHERS F959, TYPE A325

ARDIAMETER

5/8"3/4"7/8"

1"

MAXIMUMHOLE DIAMETER

1 1/16"1 5/16"1 9/16"1 13/16"

MINIMUMWASHER DIAMETER

1 1/2"2"

2 1/2"3"

MINIMUM WASHERTHICKNESS

3/16"1/4"

5/16"3/8"

CAMBER: ALL MEMBERS SHALL BE ERECTED WITH NATURAL OR INDUCED CAMBER UPWARDS, UNLESS NOTEDOTHERWISE. CAMBER INDICATED ON DRAWINGS SHALL BE AS DELIVERED TO THE JOB SITE. CONTRACTOR SHALLCONSIDER CAMBER LOSS DUE TO SHIPPING AND HANDLING. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTIONAIDS INCLUDING ERECTION ANGLES AND LIFT HOLES.

STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE ZINC-COATED HOT-DIPPED GALVANIZED PER ASTM A123. ALLFIELD WELDS EXPOSED TO WEATHER SHALL BE COATED WITH BRUSH APPLIED PAINT CONTAINING ZINC DUST COMPLYINGWITH ASTM A780. ALL BOLTS AND ANCHOR RODS EXPOSED TO WEATHER SHALL BE ZINC-COATED HOT-DIPPEDGALVANIZED PER ASTM A153.

BOLTED CONNECTIONS SHALL BE TYPE "N" WITH FULLY PRETENSIONED [3/4"] DIAMETER BOLTS, UNLESS NOTED OTHERWISE.BOLTS IN BEAM-TO-BEAM CONNECTIONS MAY BE TIGHTENED TO AISC SNUG-TIGHT CRITERIA, UNLESS NOTED OTHERWISE.PRETENSIONED OR SLIP-CRITICAL CONNECTIONS SHALL USE LOAD-INDICATING WASHERS OR TENSION CONTROL BOLTS.CONNECTION PLATES SHALL HAVE AISC STANDARD ROUND HOLES UNLESS NOTED OTHERWISE. ALL OVERSIZED OR

WELDING: ALL WELDS SHALL COMPLY WITH AWS D1.1. WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODESWITH MINIMUM TENSILE STRENGTH OF 70 KSI. ONLY AWS PREQUALIFIED WELDED JOINTS SHALL BE USED. SHOPDRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 STANDARD SYMBOLS. WELDS SHOWN ON DRAWINGS ARE MINIMUMSIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES BASED ON PLATE THICKNESS. WELDS NOT SPECIFIED SHALL BECONTINUOUS [3/16"] FILLET WELDS.

WELDS SHOWN ON DRAWINGS ARE FOR FINAL CONNECTIONS. UNLESS FIELD WELD SYMBOLS ARE SHOWN, CONTRACTORSHALL BE RESPONSIBLE FOR DETERMINING IF A WELD SHOULD BE SHOP OR FIELD WELDED IN ORDER TO FACILITATESTEEL ERECTION. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL JOINT PREPARATIONS AND WELDING PROCEDURES,INCLUDING ROOT OPENINGS AND FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, TAPERS, AND SURFACE ROUGHNESS.

WELDER CERTIFICATION: AWS OR WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO).

FIREPROOFING: REFER TO SPECIFICATIONS FOR REQUIRED FIREPROOFING AND TO ARCHITECTURAL DRAWINGS FORREQUIRED FIRE RESISTANCE RATINGS. STRUCTURAL FRAME CONSISTS OF THE COLUMNS; THE GIRDERS, BEAMS,TRUSSES, AND SPANDRELS HAVING DIRECT CONNECTIONS TO THE COLUMNS; AND BRACING MEMBERS DESIGNED TOCARRY GRAVITY LOADS.

ANCHOR RODS SHALL BE INSTALLED TO AISC SNUG-TIGHT CRITERIA WITH HEX NUTS AND LOCK WASHERS OR JAM NUTSAT THE TOP. AT THE BOTTOM, PROVIDE A STANDARD SIZE HEAD, TACK-WELDED NUT OR DOUBLE NUT. NO HEATING ORBENDING OF ANCHOR RODS IS PERMITTED. ENLARGEMENT OF ANCHOR ROD HOLES BY BURNING IS NOT PERMITTED.BASE PLATE HOLES FOR ANCHOR RODS SHALL BE AS SHOWN BELOW:

STEEL DECK SHALL CONFORM TO ASTM A653 TYPE SS, GRADE 33 WITH MINIMUM YIELD STRENGTH OF 33 KSI AND SHALLBE GALVANIZED G60. DECK WITH CONCRETE TOPPING SHALL HAVE DEFORMATIONS TO PROVIDE MECHANICALINTERLOCK WITH CONCRETE. CEILINGS, LIGHT FIXTURES, DUCTS, AND OTHER ITEMS SHALL NOT BE SUSPENDED FROMNON-COMPOSITE DECKS. STEEL DECK GAGES SHOWN ARE BASED ON 3-SPAN UNSHORED CONDITIONS. OTHER DECKGAGES MAY BE REQUIRED FOR OTHER CONDITIONS. DECK SUPPLIER SHALL VERIFY DECK CAPACITY BASED ON ACTUALDECK LAYOUT AND SPAN CONDITIONS. CONTRACTOR SHALL PROVIDE CLOSURE PLATES, FLASHING, AND ALLMISCELLANEOUS LIGHT GAGE METAL NECESSARY TO COMPLETE THE WORK.

WELDED HEADED STUDS (WHS) AND DEFORMED BAR ANCHORS (DBA) STUDS SHALL BE 3/4" DIAMETER HEADED STUDSCOMPLYING WITH ASTM A108 WITH MINIMUM TENSILE STRENGTH OF 60 KSI. DEFORMED BAR ANCHORS SHALL COMPLYWITH ASTM A496. STUDS AND DEFORMED BAR ANCHORS SHALL BE AUTOMATICALLY END WELDED WITH EQUIPMENTRECOMMENDED BY THE MANUFACTURER. LENGTHS SHOWN ON DRAWINGS ARE FINAL LENGTHS AFTER WELDING.

ARCHITECTURALLY EXPOSED STRUCTURAL STEEL ANY STRUCTURAL STEEL THAT IS EXPOSED TO VIEW UPONCOMPLETION OF THE PROJECT SHALL COMPLY WITH SECTION 10 OF AISC 303.

SLOTTED HOLES SHALL HAVE WASHERS PROVIDED IN ACCORDANCE WITH AISC 360, UNLESS NOTED OTHERWISE.

PRESERVATIVE TREATED WOOD: ALL WOOD MEMBERS EXPOSED TO WEATHER AND SPECIFIED AS "PT" ON THEDRAWINGS SHALL BE PRESERVATIVE-TREATED IN ACCORDANCE WITH AWPA U1. EACH MEMBER SHALL BE IDENTIFIED BYTHE QUALITY MARK OF AN INSPECTION AGENCY LISTED BY THE AMERICAN LUMBER STANDARDS TREATED WOODPROGRAM, AND COMPLYING WITH IBC SECTION 2303.1.8.1. FASTENERS IN SUCH WOOD MEMBERS SHALL BE HOT DIPPEDZINC COATED GALVANIZED PER ASTM A153, STAINLESS STEEL, SILICON BRONZE OR COPPER.

GLUE LAMINATED MEMBERS (GLULAMS) SHALL BE MANUFACTURED IN CONFORMANCE WITH AITC 117 AND ASTM D3737.EACH MEMBER SHALL BEAR AN AITC OR APA IDENTIFICATION MARK AND BE ACCOMPANIED BY AN AITC CERTIFICATE OFCONFORMANCE. GLULAMS SHALL BE ARCHITECTURAL GRADE WITH STRENGTH GRADES AS NOTED BELOW:

REFERENCE STANDARDS: WOOD SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING DOCUMENTS:

WOOD

AITC "TIMBER CONSTRUCTION MANUAL"NDS "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION"AF AND PA SDPWS "SUPPLEMENT SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC"AITC A190.1 "STRUCTURAL GLUED LAMINATED TIMBER"AITC A117 "STANDARD SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED TIMBER OF SOFTWOOD SPECIES"TPI 1 "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION"

USE

WALL STUDS

SILL PLATES

JOISTS

JOISTS

BEAMS / POSTS

BEAMS / POSTS

4x

3x 4x

2x

2x 3x

2x 3x

SIZE SPECIES

HEM-FIR

HEM-FIR

HEM-FIR

DOUG-FIR

DOUG-FIR

DOUG-FIR

# 2

# 2

# 2

UTILITY

STUD

GRADE

SIMPLE SPAN BEAMS: 24F-V4 (Fb = 2400 PSI, Fv = 240 PSI, E = 1800 KSI)CONTINUOUS BEAMS: 24F-V8 (Fb = 2400 PSI, Fv = 240 PSI, E = 1800 KSI)COLUMNS, TRUSSES: COMBO 3 (Fc = 1850 PSI, Ft = 1450 PSI, E = 1800 KSI)

BOLTS AND LAG SCREWS SHALL CONFORM TO ASTM A307.

SIZE DIAMETER LENGTH

6d 0.113" 2"8d 0.131" 2 1/2"10d 0.148" 3"12d 0.148" 3 1/4"16d 0.162" 3 1/2"20d 0.192" 4"

# 16x

POSTS 4x4 DOUG-FIR STD

PLYWOOD: WOOD STRUCTURAL PANELS SHALL CONFORM TO REQUIREMENTS OF US DEPARTMENT OF COMMERCE PS-1 OR PS-2.EACH PANEL SHALL BEAR THE AMERICAN PLYWOOD ASSOCIATION (APA) GRADE MARK. SEE DRAWINGS FORGRADE, GLUE TYPE AND THICKNESS.

SHEATHING: UNLESS NOTED OTHERWISE, ROOF AND FLOOR PANELS SHALL BE INSTALLED WITH LONG DIMENSIONPERPENDICULAR TO SUPPORTS AND CONTINUOUS OVER 2 OR MORE SPANS. PLACE NAILS 3/8" FROM PANEL ENDS ANDEDGES. DRIVE ALL NAILS FLUSH WITH SHEATHING SURFACE.

SAWN LUMBER: SAWN LUMBER SHALL BE IDENTIFIED BY THE GRADE MARK OF A LUMBER GRADING OR INSPECTIONAGENCY APPROVED BY AN ACCREDETITATION BODY COMPLYING WITH US DEPARTMENT OF COMMERCE PS20. SAWNLUMBER SPECIES AND GRADES SHALL BE AS FOLLOWS:

CONNECTORS: DESIGN SHOWN ON DRAWINGS IS BASED ON CONNECTORS MANUFACTURED BY SIMPSON STRONG-TIE INACCORDANCE WITH CATALOG C-2015. SUBSTITUTES SHALL BE SUBMITTED WITH A CURRENT ICC-ES EVALUATIONREPORT AND AN ITEMIZED SUBSTITUTION LIST FOR APPROVAL. CONNECTORS SHALL BE INSTALLED IN CONFORMANCEWITH MANUFACTURER'S INSTRUCTIONS.

NAILING NOT SHOWN SHALL BE AS SHOWN IN IBC TABLE 2304.9.1. NAILS SHALL COMPLY WITH ASTM F1667. MINIMUM NAILDIMENSIONS SHALL BE AS FOLLOWS:

SPECIAL INSPECTION SCHEDULE

ITEM CI PI REFERENCE STANDARDIBC 2012

REFERENCE REMARK

GENERAL:

PREFABRICATION OF STRUCTURAL LOAD-BEARINGMEMBERS & ASSEMBLIES

SITE PREPARATION, FILL PLACEMENT, SOIL COMPACTION

MASTIC AND INTUMESCENT FIRE-RESISTANT COATING 1705.14

1705.6

1704.2.5.1

PER GEOTECHNICAL REPORT

PREFABRICATED ITEMS SHALL HAVE THE SAMEINSPECTION REQUIREMENTS AS OUTLINED IN THESTRUCTURAL INSPECTION SCHEDULE UNLESSAPPROVED BY THE BUILDING OFFICAL.

CONCRETE:

REINFORCEMENT

WELDING OF REINFORCING BARS

ANCHOR RODS, EMBEDDED BOLTSAND INSERTS

USE OF REQUIRED DESIGN MIX

CONCRETE SLUMP, AIR CONTENT AND TEMPERATURE

CONCRETE & SHOTCRETE PLACEMENT

CONCRETE CURING

IN-SITU CONCRETE STRENGTH FOR FORM REMOVAL

POST-INSTALLED ANCHORS

X

X

X

X

X

X

X

ACI 318 3.5, 7.1-7.7

AWS D1.4, ACI 318 3.5.2

ASTM C172, C31, ACI 318 5.6, 5.8

ACI 318 5.9, 5.10

ACI 318 6.2

1908.1, 1909.1 PRIOR TO & DURING CONCRETEPLACEMENT

WHILE MAKING SPECIMENS FOR STRENGTH TESTS

PER EVALUATION REPORT

STEEL:

HIGH-STRENGTH BOLTS, NUTS, AND WASHERS

HIGH-STRENGTH BOLTING:

BEARING TYPE CONNECTIONS

SLIP-CRITICAL CONNECTIONS

STRUCTURAL STEEL MATERIALS

WELD FILLER MATERIALS

WELDING:

CJP & PJP GROOVE WELDS

MULTI-PASS FILLET WELDS

SINGLE PASS FILLET WELDS > 5/16"

SINGLE PASS FILLET WELDS < 5/16"

FLOOR & ROOF DECK WELDS

COLD-FORMED-STEEL FRAMING

DIAPHRAGM WELDED STUDS

STAIRS & RAILINGS

ASTM AS NOTED, AISC 360 A3.3

AISC 360 M2.5

ASTM A6, A568, AS NOTED

AISC 360 A3.5

AWS D1.3

AWS D1.3

X

X

X

X

X

X

X

X

X

X

1705.2

ID MARKS, MFR CERTIFICATION OF COMPLIANCE

ID MARKS, MFR CERT MILL TEST REPORTS

ID MARKS, MFR CERTIFICATION OF COMPLIANCE

INSPECTION SCHEDULE NOTES:

1. ITEMS MARKED WITH AN "X" INDICATE WHETHER THE INSPECTION IS CONTINUOUS OR PERIODIC AS DEFINED IN IBC SECTION 1702.1. FOR ITEMS NOT MARKED WITH AN "X", COMPLY WITH IBC CHAPTER 17.2. CI = CONTINUOUS INSPECTION.3. PI = PERIODIC INSPECTION.4. TESTING AND INSPECTION REPORTS SHALL BE SUBMITTED TO THE OWNER'S AGENT.5. SEE IBC TABLES 1704.5.1 AND 1704.5.3 FOR LEVEL 1 AND LEVEL 2 SPECIAL INSPECTIONS, RESPECTIVELY.

ACI 318 3.8.6, 8.1.3, 21.2.8

1910.10

ACI 318 5.11-5.13 1910.9

1910.4

1910.6-1910.8

SEE ARCHITECTURAL DRAWINGS

AISC 360 M2.5

AWS D1.1

AWS D1.1

SPRAYED FIRE-RESISTANT MATERIALS 1705.13 SEE ARCHITECTURAL DRAWINGS

1909.1

MECHANICAL SPLICES OF REINFORCEMENT 1705.1.1 PER EVALUATION REPORT

ANCHORS X

ACI 318 8.1.3, 21.2.8

ACI 318: CH.4, 5.2-5.4 1904.2, 1910.2, 1910.3

IN HARDENED CONCRETE

X

1705.2

1705.2.2.1

1705.2.2.1

1705.2.2.1

1705.2.2.1

PREFABRICATED WOOD I-JOISTS: DESIGN SHOWN ON DRAWINGS IS BASED ON JOISTS MANUFACTURED BY REDBUILT INACCORDANCE WITH ICC-ES ESR-2994. SUBSTITUTES SHALL BE SUBMITTED WITH A CURRENT ICC-ES OR IAPMO EVALUATIONREPORT AND AN ITEMIZED SUBSTITUTION LIST FOR APPROVAL. JOISTS SHALL BE INSTALLED IN CONFORMANCE WITHMANUFACTURERS INSTRUCTIONS. ALL NECESSARY ACCESSORIES, SUCH AS BRIDGING, BLOCKING AND STIFFENERS, SHALLBE FURNISHED BY THE MANUFACTURER. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCEWITH MANUFACTURER'S INSTRUCTIONS. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITHENGINEERED WOOD I-JOISTS PROVIDED.

DESIGN SHOWN ON THE DRAWINGS IS BASED ON JOISTS MANUFACTURED BY REDBUILT LLC IN ACCORDANCE WITH ICC-ESREPORT NO. ESR-2994. ALTERNATE ENGINEERED WOOD I-JOISTS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BYTHE OWNER’S AGENT. A CURRENT NER OR ICC-ES REPORT AND A LIST STATING THE ITEM-FOR-ITEM SUBSTITUTION MUST BESUBMITTED TO THE OWNER’S AGENT FOR ANY PROPOSED SUBSTITUTES. THE CONTRACTOR SHALL BE RESPONSIBLE FORALL ENGINEERING COSTS RELATING TO REVIEW AND/OR RE-DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS.

DESIGN LOADS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED: LIVE LOAD AND SNOW LOAD PER DESIGN LOADING CRITERIA MEZZANINE FLOOR DEAD LOAD 20 PSF (SEE PLAN FOR HOUSE KEEPING PADS) ROOF DEAD LOAD 20 PSF WIND UPLIFT 38 PSF (GROSS)

THE JOIST MANUFACTURER SHALL COORDINATE LOCATIONS AND SUPPORT CONFIGURATIONS OF PLUMBING, MECHANICAL UNITS,DUCTS, AND/OR OTHER MISCELLANEOUS ITEMS WITH THE CONTRACTOR PRIOR TO JOIST FABRICATION. THE JOIST MANUFACTURERSHALL DESIGN JOISTS TO SUPPORT ALL LOADS ASSOCIATED WITH SUCH ITEMS. THE JOIST SHOP DRAWINGS SHALL INCLUDE ALLDESIGN LOADS AND APPROVED HANGER CONNECTION DETAILS TO JOISTS FOR SUPPORT OF HUNG MECHANICAL SYSTEMCOMPONENTS.

SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE OWNER’S AGENT FOR REVIEW PRIOR TO FABRICATION. DESIGNSUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON.

ALL I-JOIST HANGERS SHALL BE AS NOTED ON PLAN.

ENGINEERED LUMBER: EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER,THE GRADE, THE NER OR ICC-ES REPORT NUMBER, AND THE QUALITY CONTROL AGENCY. ALL MEMBERS SHALL BE MANUFACTUREDWITH AN APPROVED ADHESIVE.

BEAMS: PARALLEL STRAND LUMBER (PSL)Fb = 2900 PSI, E = 2000 KSI, Fv = 290 PSI

RIM BOARD: LAMINATED STRAND LUMBER (LSL)Fb = 1700 PSI, E = 1300 KSI, Fv = 400 PSI

STUDS: LAMINATED STRAND LUMBER (LSL) Fb = 2250 PSI, E = 1500 PSI, Fv = 400 PSI, Fc = 1950 PSI

REVISION SCHEDULE

CORBIN

MICHAEL HAMMER

43107

A

A

FOPR

NISE

S O

ST

WFO

AET

EE

L NEIG

NR

N

SHI

O

NGT

GNEARUTCURTS

ER

NI

E

L


Bremerton, WA 98337(360) 377-8773


Project Number

SHEET:

ISSUED:

1/22/16


.

c

SHELL & CORE

PORT

LUDL

OW A

SSOC

IATE

S

PORT

LUD

LOW

, WA

9836

5

262015.065

CONSTRUCTION SET

01/22/2016

S00.03

ABBREVIATIONS

PORT

LUDL

OW M

OB89

BRE

AKER

LAN

E

ABBREVIATIONS

PLYWOODPLWD

APA AMERICAN PLYWOOD ASSOCIATION

BLKG BLOCKING

PENNYWEIGHT (NAILS)d

BC

DS

BOF

CADRAG STRUT

CONCRETE (EXPANSION) ANCHOR

BOTTOM CHORD

BOTTOM OF FOOTING

PA

NLG

GRD

HDR

POWDER ACTUATED

GIRDER

NAILING

HEADER

TOW

TC

SHTHG

TOP OF WALL

SHEATHING

TOP CHORD

TWS THREADED WELDED STUD

THREADED RODTR

SJI STEEL JOIST INSTITUTE

POUNDS PER CUBIC FOOTPCF

MILES PER HOURMPH

IJ ISOLATION JOINT

HIGH STRENGTH BOLTHSB

DEEPDP

DEMOLISH, DEMOLITIONDEMO

DIVIDER BEAM, DROPPED BEAMDB

AMERICAN SOCIETY OF CIVIL ENGINEERSASCE

AMERICAN IRON AND STEEL INSTITUTEAISI

ELEV ELEVATOR

JOISTJOINT

JST

K

JT

POUNDLEVEL

KSI

LB, #LEV

L

LL

LLH

LONGITLOCLLV

LF

KSFKIP (1,000 LB)KIPS PER SQUARE FOOTKIPS PER SQUARE INCH

LENGTH, ANGLE

LINEAL FOOTLIVE LOAD

LONG LEG HORIZONTALLONG LEG VERTICAL

LONGITUDINALLOCATION, LOCATE

MATERIAL

MINIMUM

MAXIMUM

LSH

MATL

MBMECH

MINMISC

MFR

MAX

NOMINALNUMBER

NF

NO, #NOM

NIC

NSNTS

ODOC

N-S

MTL METAL

MECHANICAL

MANUFACTURER

MISCELLANEOUS

NEAR FACENOT IN CONTRACT

NORTH-SOUTHNEAR SIDENOT TO SCALE

ON CENTEROUTSIDE DIAMETER

MACHINE BOLT

LONG SLOTTED HOLE

OPENINGOPPOSITE

PANEL

PLACES

OPPOPNG

PCC

OSH

PERPPL

PNL

PLCS

PEN

RADIUS

PS

PSIPSF

PTPVC

RDR, RAD

P.T.

PREFAB

PP, PJP

PRECAST CONCRETE

PENETRATIONPERPENDICULARPLATE, PROPERTY LINE

PARTIAL JOINT PENETRATION

PREFABRICATEDPRESTRESSED CONCRETE

POUNDS PER SQUARE INCHPOUNDS PER SQUARE FOOT

PRESSURE TREATED

POLYVINYL CHLORIDE

ROOF DRAIN

POST-TENSIONED

OVERSIZED HOLE

OUTSIDE FACEOF

LOW POINTLPT

&

ABACI

@ANDATANCHOR BOLT

ADJ

ANCHALT

AISC

AR

AWS

ASTM

ARCH

APPROXANCHOR RODAPPROXIMATE

ANCHORALTERNATE

ADDITIONALADDL

AMERICAN WELDING SOCIETY

AMERICAN SOCIETY FOR TESTING AND MATERIALS

ARCHITECT, ARCHITECTURAL

AMERICAN INSTITUTE OF STEEL CONSTRUCTIONADJACENT, ADJUSTABLE

AMERICAN CONCRETE INSTITUTE

BALB/

BLDGBF

BOT

BRGBTWNBU

BM

BALANCE

BETWEENBEARING

BOTTOM

BEAM

BUILDING

BUILT-UP

BRACED FRAME

BOTTOM OF

C

CANTIL

CCCAP

CIPCJ

CLRCL

CG

CAPACITY

CLEARCENTERLINE

CAST-IN-PLACE

CANTILEVER

CONTROL JOINT, CONSTRUCTION JOINT

CENTER OF GRAVITY

CENTER-TO-CENTER

CAMBER, CHANNEL

COLCONC

CONT

CONNCONST

CU YDCTR

COORDCONTR

CUBIC YARDCENTER, CENTERED

COORDINATECONTRACTOR

CONSTRUCTIONCONNECTIONCONCRETECOLUMN

DBADBL

DET

DEG,

DIAGDIA

DIMDICADIAPH

DIMENSION

DIAPHRAGMDIAGONALDIAMETER

DETAIL

DEGREEDOUBLEDEFORMED BAR ANCHOR

CONTINUE, CONTINUOUS

DRILLED-IN CONCRETE ANCHOR

CONCRETE MASONRY UNITCMU

REQUIREDRETURN

SCHEDULESECTIONSHEET

SIMILAR

REQD

REINF

RTN

SCHED

SIM

SHTSECT

SQUARE

STIFFENERSTIRRUPSTEEL

SUPPORT

SPEC

SPC

SST

STD

SSH

SQ

STLSTIRSTIF

SYMM

SPRTSTRUCT

SOG SLAB ON GRADESPACE, SPACED, SPACING

SPECIFICATION

STAINLESS STEELSHORT SLOTTED HOLE

STANDARD

STRUCTURAL

SYMMETRICAL, SYMMETRY

REINFORCING

TOP OF

THROUGH

SW

T&B

T/

THK

THRU

TOFTOS

TOC

TEMP

TYPICAL

WIDTH, WIDE FLANGE

WITHWOOD

VERTICAL

TYP

UNOUBC

W

WDWHS

W/

VERT

TRANS

THICK, THICKNESS

TRANSVERSE

UNIFORM BUILDING CODEUNLESS NOTED OTHERWISE

WELDED HEADED STUD

TOP OF CONCRETE

TOP OF STEELTOP OF FOOTING

TOP AND BOTTOM

TEMPERATURE

SHEAR WALL

WEIGHTWTWP

WWR

WORK POINT

WELDED WIRE REINFORCEMENT

W/O WITHOUT

DODN

DWLDWG

EAEE

EJEL

EF

(E), EXIST

ELEVATION

EACH FACEEACH ENDEACH, EPOXY (ADHESIVE) ANCHOREXISTING

DOWELDRAWING

DITTODOWN

ENGR

ETCESEQUIPEQ

EMBED

EXPEWE-W

FD

EXT

ET CETERA

FLOOR DRAIN

EAST-WESTEACH WAYEXPANSIONEXTERIOR

EMBEDMENTENGINEER

EQUIPMENTEACH SIDE

ELECTRICALELEC

EXPANSION JOINT

EARTHQUAKE, EQUAL

FFFEMAFDN

FIN

FLGFLR

FSFT, 'FTG

GALVGA

FAR SIDE

GALVANIZED

FEETFOOTING

GAGE, GAUGE

FOUNDATION

FAR FACE, FINISH FLOORFINISHFLOORFLANGE

GENGB, GR BM

GRND

HGR

HPT

HK

HORIZHIGH POINT

HANGERHOOK

HORIZONTAL

GROUND

GRADE BEAMGENERAL

FEDERAL EMERGENCY MANAGEMENT AGENCY

INSIDE FACEINCHINCLUDEINFORMATIONINTERIOR

HTHSS

IF

IBCID

INFOINCLIN, "

INT

HEIGHT

INTERNATIONAL BUILDING CODE

HOLLOW STRUCTURAL SECTION

INSIDE DIAMETER

DEAD LOADDL

REFERENCEREF

PLF POUNDS PER LINEAR FOOT

LONG LEGS BACK TO BACKLLBB

COMPLETE JOINT PENETRATIONCJP, CP

REMAINDERREM

OPEN WEB JOISTOWJ

CONCRETE REINFORCED STEEL INSTITUTECRSI

STAG STAGGER, STAGGERED

MF MOMENT FRAME

CONTROL DENSITY FILLCDF

BP, B PL BASE PLATE

DESIGN-BUILDD-B

EXT GR EXTERIOR GRADE

GL, GLU LAM GLUE LAMINATED WOODGLB GLUE LAMINATED BEAM

HD HOLD DOWN

PRCST PRECAST

REBAR REINFORCING STEEL BARS

T&G TONGUE AND GROOVE

LSL LAMINATED STRAND LUMBERLVL LAMINATED VENEER LUMBER

SWS SHEAR WALL SCHEDULE

DF DOUGLAS FIR

WIJ WOOD I-JOIST

PSL PARALLEL STRAND LUMBER

DIST DISTANCE

THP TENDON HIGH POINT

TO BE DETERMINEDTBD

REVISION SCHEDULE

UP

5" SLAB-ON-GRADEPER NOTE 1

T/ SLAB EL = -11'-6"

A B C D E

01

02

03

04

HSS5x5x5/16 TYP

W/ CONC WRAP

T/ FTG EL = -12'-6" TYP

2'-9"

2'-9"

S30.01

6

TYP

3

S30.02

3

S30.02

S30.016

PIER REINF,TYP1

S30.02

2

S30.02

1

S30.02

1

S30.02

20

S30.02

2

S30.01

TYP

T/ FTG EL = -12'-6"

10'-0"

5'-0

"

T/ FTG EL = -12'-6"

T/ FTG EL = -13'-3"T/ FTG EL = -14'-10"

UNDERSLAB PIPINGSEE CIVIL/MECH,SEE PLAN NOTE 5

UNDERSLAB PIPINGSEE CIVIL/MECH,SEE PLAN NOTE 5

5'-0

"

T/ FTG EL = -13'-3"

T/ FTG EL = -13'-3"

CONTRACTOR:COORD GARAGE DOOR ATTACHMENTSAND EMBEDS W/ INSTALLER / MFR

CONTRACTOR:COORD GARAGE DOOR ATTACHMENTSAND EMBEDS W/ INSTALLER / MFR

3'-0" x 6'-0" x 1'-6" DP CONC FTGW/ #5 @ 12" EW, BOT

C12

x20

.7H

OT

DIP

PED

GA

LV

1'-8 1/8" TYP

1'-6

" TY

P 1'-6" DP CONC FTGW/ #5 @ 12" EW, TOP & BOT

SET T/ FTG MIN 4" BELOW GRADE,COORD FTG EL W/ FINAL SITE GRADES

3'-0" x 6'-0" x 1'-6" DP CONC FTGW/ #5 @ 12" EW, BOT

12" DIA C

OL

PER 5/S30.0

2,

TYP (6) L

OC

8

S30.02

5

S30.02

C12

x20

.7H

OT

DIP

PED

GA

LV

HSS4x2x3/16AT PANEL JOINTS,SEE 20/S30.02

PROVIDE CONTROLJOINTS IN SOG, SEE NOTE 3

2

S30.02

AT PANEL JOINTS(3) HSS4x2x3/16

AT PANEL JOINTS(3) HSS4x2x3/16

2

S30.02

CONC ENCASING PER 2/S30.01,CONT TO TOP OF COL, TYP

CORBIN

MICHAEL HAMMER

43107

A

A

FOPR

NISE

S O

ST

WFO

AET

EE

L NEIG

NR

N

SHI

O

NGT

GNEARUTCURTS

ER

NI

E

L


Bremerton, WA 98337(360) 377-8773


Project Number

SHEET:

ISSUED:

1/22/16


.

c

SHELL & CORE

PORT

LUDL

OW A

SSOC

IATE

S

PORT

LUD

LOW

, WA

9836

5

262015.065

CONSTRUCTION SET

01/22/2016

S21.01

FOUNDATION ANDPARKING LEVELFRAMING PLAN

PORT

LUDL

OW M

OB89

BRE

AKER

LAN

E

1/4" = 1'-0"

FOUNDATION AND PARKING LEVEL FRAMING PLAN

LEGEND(SEE S00.03 FOR ABBREVIATIONS)

STRUCTURAL CONCRETE WALL THIS LEVEL

HSS COLUMN THIS LEVEL

FOOTING STEP PER 1/S30.01

LOW

HIGH

FOUNDATION PLAN NOTES:

1. SLAB ELEVATION SHALL BE AS SHOWN IN PLAN. SLAB-ON-GRADE SHALL BE 5” THICK WITH #4 @ 12" EW AT CENTER, UNO. PROVIDE VAPOR BARRIER PERARCHITECTURAL BELOW SLAB AT INTERIOR SPACES OVER 4” OF FREE-DRAINING CAPILLARY BREAK MATERIAL PER GEOTECH REPORT.

2. SEE ARCHITECTURAL DRAWINGS FOR SLAB DEPRESSION AND SLOPE REQUIREMENTS.

3. PROVIDE CONSTRUCTION/CONTROL JOINTS IN SLABS ON GRADE TO DIVIDE SLAB INTO RECTANGULAR AREAS 225 SQUARE FEET OR LESS. AREASSHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS MUST BE APPROVED BY THE OWNERS AGENT. SEE 8/S30.01.

4. TOP OF ALL FOOTINGS SHOWN IN THIS PLAN SHALL BE AT ELEVATION -12’-6”, UN0.

5. SEE ARCHITECTURAL/MECHANICAL/CIVIL/UTILITIES DRAWINGS FOR UNDERSLAB PIPING. COORDINATE FOUNDATION DEPTHS AND PIPING INACCORDANCE WITH 3/S30.01.

REVISION SCHEDULE

HD 2HD

2

HD 1

HD 1

HD 2 HD 2

HD 1

HD 2

HD 2

HD 1

HD 1

HD 1

HD 1

HD 1

HD 1

HD 1 HD 1

HD 1

HD 1

A B C D E

01

02

03

04

HSS COL BELOW

HSS COL BELOWHSS COL BELOW

W18x35 (32) W21x55 (40) W18x55 (40) W18x35 (32)

W18x35 (32) W18x35 (32)W18x35 (32)W18x35 (32)

W18

x35

(38

)

DO

DO

DO

DO

DO

W18

x35

(38

)W

16x3

1(3

6)

W16

x31

(36

)

DO

DO

DO

DO

DO

W10

x12

(8)

W8x10

W10x12 (8)

W16

x26

(28

)

W16

x36

(32)

W16

x36

(32)

DO

W16

x26

(28

)

W16

x26

(28

)

DO

W18x35 (32)

W18x35 (32)

SW-2

SW-4

SW-4

SW-4

SW-2SW-2

SW-4

SW-4

SW-4

SW-4

SW-2

PROVIDE LSL 2x8 STUD FRAMING @ 16" OCWHERE ALL STUDS > 16'-0" ARE REQD, TYPSEE ARCH WHERE STUDS TRANSITION TO 2x6 @ 16" OC

W18x35 (38)

2" MTL DECKW/ 3 1/2" CONCTOPPING AND6x6 W1.4xW1.4 WWR,PER NOTE 3

HSS5x5x1/

4

HSS COL BELOW

SW-4

SW-4

W10x12 (8)W10x12 (8)

W8x10

SW-4

SW-4

W18x55 (32)

4433 33

HSS8x6x3/8HSS8x6x3/8

HSS8x6x3/8

SW

SW

SW

SW

SWSW

SWSW

W10

x12

(8)

W10x12 (8)

W10x12 (8)

W10x12 (8)

W10x12 (8)

W10

x12

(8)

3

3

S21.02

1

MEZZANINE PARTIALFRAMING PLAN

HSS8x6x3/8

SW

7

S30.01

3

S50.11

TYP

6

S50.11

3

S50.01

TYP

2

S50.01

TYP

7

S30.01

7

S30.01

7

S50.11

7

S50.11

4

S50.01

4

S50.11

7

S30.01

4

S50.01

FTG TO SPRT EXT WALL FRAMING,SEE 11/S30.02

4

TYP @ SUN SHADES,BOLTED PLATEATTACHMENT TBD

1

S60.02

TYP ATWINDOWS

SIDE WALK PER CIVIL

5DLE

5DLE

4

5

4DLE

4DLE

9

S50.01

8

S50.01

8

S50.01

8

S50.01

OPP

9

S50.01

4

8

S50.01

4DLE

4DLE

4DLE

4DLE

4DLE

4DLE

4DLE

5DLE

S50.01

6

FOR TRIM STL AT OPNGS,SEE MECH/ELEC FOR

MISC OPNGS, TYP

8" CONC SLABW/ #5 @ 12",TOP & BOT EW

S60.02

2

3

3

10

S60.02

10

S60.02

9

S30.02

10

S30.02

6

S30.02

7

S30.02

CONC COLBELOW, TYP

AT LOW SIDE OF STEP:FRAME DECK TO BM WEBPER 4/S50.01, BOTH SIDES

REINF PER 3/S50.01OVER BM, TYP

12

S30.02

12

S30.02

7

S30.02

7

S30.02

7

S30.02

2'-0"

C D

02

POST BELOW

POST BELOW

PSL

7 x

11 7

/8

11 7/8" RED I-45 JST BYRED-BUILT @ 16" OC

11 7/8" RED I-45 JST BYRED-BUILT @ 16" OC

FLR SHTHG SHALL BE 3/4" T&G SHTHG(PANEL SPAN RATING 48/24), SEE ROOFFRAMING NOTES FOR NLG SCHED, INSTALL2x6 FLAT BLKG AT ALL UNFRAMED PANEL EDGES

T/ SHTHG = 10'-0"(VERIFY)

MECH UNIT MAX WT = 800 LBS

4" THK x 56" x 48" CONC HOUSEKEEPING PAD W/ 6x6 W1.4xW1.4 WWRAT CTR, COORD LOC W/ MECH

6'-8

"

DBL JST @ 16" OC, (2) 11 7/8 RED I-45BELOW CONC PAD AS SHOWN

PSL 3 1/2 x 11 7/8

PSL 3 1/2 x 11 7/8

19

S60.01

19

S60.01

20

S60.01

20

S60.01

CORBIN

MICHAEL HAMMER

43107

A

A

FOPR

NISE

S O

ST

WFO

AET

EE

L NEIG

NR

N

SHI

O

NGT

GNEARUTCURTS

ER

NI

E

L


Bremerton, WA 98337(360) 377-8773


Project Number

SHEET:

ISSUED:

1/22/16


.

c

SHELL & CORE

PORT

LUDL

OW A

SSOC

IATE

S

PORT

LUD

LOW

, WA

9836

5

262015.065

CONSTRUCTION SET

01/22/2016

S21.02

MAIN LEVELFRAMING PLAN

PORT

LUDL

OW M

OB89

BRE

AKER

LAN

E

1/4" = 1'-0"

MAIN LEVEL FRAMING PLAN


SPAN DIRECTION OF METAL DECKOR FRAMING MEMBERS

STRUCTURAL SHEAR WALL THIS LEVEL PER 20/S60.02

STRUCTURAL WALL BELOW THIS LEVEL

HSS COLUMN THIS LEVEL

HSS COLUMN BELOW THIS LEVEL

STEP IN FRAMING ELEVATION

STRUCTURAL WALL THIS LEVELLSL 2x8 @ 16" OC WHERE STUDS > 16'-0" ARE REQDSEE ARCHITECTURAL FOR LOCATION OF 2x6 STUDS @ 16" OC

SW -

HOLD DOWN PER SCHEDULE 20/S60.02HDX

ELEVATION = TOP OF STEEL[X'-X"]

AMOUNT OF CAMBER REQUIRED AT BEAM MID SPANC = X"

NUMBER OF SHEAR STUDS(X)

XMULTI-STUD POST WITH X STUDS

xDLE CONNECTION PER 4/S50.11

STEEL FRAMING PLAN NOTES:

1. FINISH TOP OF CONCRETE DECK SLAB ELEVATION = 0’0”, UNO.

2. TOP OF STEEL BEAM ELEVATION = -0’-5 1/2”, UNO.

3. TYPICAL DECK SLAB CONSISTS OF 2” METAL DECK WITH 3 1/2” OF CONCRETE COVER, SEE 7/S50.01.

4. STEEL BEAMS SHALL BE SPACED EQUALLY AS SHOWN, UNO.

5. LEDGER ANGLES ARE REQUIRED AT ALL INTERSECTIONS OF METAL DECKING AND CONCRETE WALLS, SEE 5/S50.01.

WOOD FRAMING PLAN NOTES:

1. STUD WALLS SHALL BE 2x STUDS @ 16” OC, UNO. SEE ARCHITECTURAL DRAWINGS FOR WALL TYPES. SEE 20/S60.02 FOR SPECIAL STUD REQUIREMENTS ATHEAVILY NAILED SHEAR WALL PANEL EDGES. WHERE ADJACENT SHEAR WALLS ARE IN CONTACT, NAIL STUDS TOGETHER PER ‘FACE NAILING TO WOOD BELOWPORTION OF THE SHEAR WALL SCHEDULE OF 20/S60.02.

2. NOT USED.

3. POSTS OR JAMB STUDS SUPPORTING BEAM OR HEADERS ABOVE SHALL BE (2) STUDS, UNO.

4. TYPICAL JOIST HANGERS SHALL BE IUS 1.81 / 11.88 BY SIMPSON STRONG-TIE, UNO.TYPICAL PSL BEAM HANGERS SHALL BE MIU 3.56 / 11 BY SIMPSON STRONG-TIE, UNO.

1/4" = 1'-0" 1MEZZANINE PARTIAL FRAMING PLAN

REVISION SCHEDULE

A B C D E

01

02

03

04

HSS COL BELOW, TYP

GLB 5 1/8 x 21

GLB 5 1/8 x 21

GL 5 1/8 x 21

(3) 2x12 (3) 2x12 (3) 2x12

(2) 2x12 (2) 2x12

TYP HEADER (2) 2x8 UNO(DROPPED HEADER)

5/8" PLYWOOD SHTHGPER NOTE 1

16" RED I-90H BY RED BUILT @ 24" OC

GL

GL

GL

GLB

5 1/

8 x

21

GL

GT

(2) 2x10 P.T. TAPERED OUTRIGGER @ 4'-0" OCTYP ALONG GRID 01

2x8 @ 24" OC TYPAT DORMERS

(2) 2x10 [H]

GL [L]

GL

(2) 2x10 [H]

GL [L]

GL

(2) 2x10 [H]

GL [L]

GL

(2) 2

x12

(3) 2x12

16" RED I-90H BY RED BUILT @ 24" OC

DESIGN BUILD CANOPY BELOW,SEE GENERAL NOTES FOR DEFERREDSUBMITTALS, SEE 20/S50.21

(2) 2x10 P.T. TAPERED OUTRIGGERS@ 4'-0" OC, TYP ALONG GRID 4

2x4 @ 24" OC MAX BTWN OUTRIGGERS

2x4 @ 24" OC MAX BTWN OUTRIGGERS

16" RED I-90H BYRED BUILT @ 24" OC

4

S60.01

PRE-FABRICATED SUN SHADE (DEFERREDSUBMITTAL PER GENERAL STRUCT NOTES),TYP (3) LOC GRID A, SEE 20/S50.21

MUTIL-STUD POST BELOW,TYP AT SUN SHADES

8

S60.01

3

S60.01

3

S60.01

2

S60.02TYP AT BEAMSIN EXT WALL

GL 5 1/8 x 21GL 5 1/8 x 21GL 5 1/8 x 21

GL 5 1/8 x 21GL 5 1/8 x 21GL 5 1/8 x 21

7

S60.01

7

S60.01

UNO3'-0" TYP

HC2CTA HANGER TYP AT GIRDERLOCATIONS, SEE NOTE 4

2'-0"UNO

3'-0" TYP

HC2CTA HANGER TYP AT GIRDERLOCATIONS, SEE NOTE 4

GL 5 1/8 x 13 1/2

4GLULAM BMHANGERSPER NOTE 4, TYP

(2) STUD POST, TYPAT DORMERS

(2) STUD POST, TYPAT DORMERS

GLULAM BMHANGERSPER NOTE 4, TYP

6

S60.01

DESIGN BUILD CANOPY BELOW,SEE GENERAL NOTES FORDEFERRED SUBMITTALS,SEE 20/S50.21

5'-5

3/8

"

REF

AR

CH

FO

RO

PN

G S

IZE,

TY

P(3

) LO

C

CORBIN

MICHAEL HAMMER

43107

A

A

FOPR

NISE

S O

ST

WFO

AET

EE

L NEIG

NR

N

SHI

O

NGT

GNEARUTCURTS

ER

NI

E

L


Bremerton, WA 98337(360) 377-8773


Project Number

SHEET:

ISSUED:

1/22/16


.

c

SHELL & CORE

PORT

LUDL

OW A

SSOC

IATE

S

PORT

LUD

LOW

, WA

9836

5

262015.065

CONSTRUCTION SET

01/22/2016

S21.03

ROOF FRAMINGPLAN

PORT

LUDL

OW M

OB89

BRE

AKER

LAN

E

1/4" = 1'-0"

ROOF FRAMING PLAN


SPAN DIRECTION OF FRAMING MEMBERS

STRUCTURAL WALL BELOW

STEP IN FRAMING ELEVATION

SLOPE IN FRAMING ELEVATION

HSS COLUMN BELOW THIS LEVEL

ELEVATION = HIGH BEAM[H]

ELEVATION = LOW BEAM[L]

GLULAM 5 1/8 x 13 1/2GL

WOOD ROOF FRAMING PLAN NOTES:

1. ROOF SHEATHING SHALL BE 5/8” T&G PLYWOOD SHEATHING (PANEL SPAN RATING 32/16). NAIL SHEATHING TO ALL FRAMED PANEL EDGES, DIAPHRAGMBOUNDARIES, STRUTS, BLOCKING, AND SHEAR WALLS BELOW W/ 10d @ 6” OC. NAIL SHEATHING TO ALL INTERMEDIATE FRAMING W/ 10d @ 12” OC. INSTALLPSCA PANEL SHEATHING CLIPS CENTERED BETWEEN JOISTS AT UNBLOCKED PANEL SHEATHING EDGES.

2. INSTALL BA SERIES HANGERS AT ALL I-JOIST-TO-BEAM CONNECTIONS.

3. SOLID FLAT BLOCKING IS REQUIRED AT ALL UNFRAMED RIDGES, HIPS, AND VALLEYS FOR SHEATHING CONNECTION.

4. ROOF JOIST HANGERS SHALL BE HU 416 BY SIMPSON STRONG-TIE, UNO.BEAM HANGERS SHALL BE HU 5.125/13.5 BY SIMPSON STRONG-TIE, UNO.GLULAM GIRDER CANTILEVER HANGERS SHALL BE HC2CTA BY SIMPSON STRONG-TIE, UNO.

REVISION SCHEDULE

PLAN AT INTERIOR COLUMN PLAN AT EXTERIOR COLUMN PLAN AT CORNER COLUMN

CJ OR CONST JTSEE 8/S30.01

IJW/ PREMOLDEDJT FILLER

CONC SOG

FILL W/ CONCAFTER FLRSLAB POURED

STL COLPER PLAN

(2) #4 TYP


CJ OR CONST JTSEE 8/S30.01

CONC SOG


STL COLPER PLAN

BASE PLBELOW

(2) #4 TYP

WALL


1

1


CONC SOG

ADD (2) #4 WHERECJ OR CONST JTDOES NOT OCCUR

3" CLRTYPSTL COLPER PLAN

BASE PLBELOW

(2) #4 TYP

WALL

1

1

3" CLRTYP

11

BASE PL BELOW

3" CLR

TYP

3/16"

3/16

"

3/16"

INTERSECTING BARW/ STD HOOK

Lbt

END BAR

bt

bt

AND ARCHPER PLAN

btL

L

.

L

Lbt

.

PIER REINFORCEMENT(WHERE NOTED ON PLAN)

#6 @ 12" VERT EF

#4 x @ 5"

SEE STRUCTNOTES FORCOVER

MATCH FTGBOT REINF

B/ FTG

STEEP AS POSSIBLE

b

FTG

TH

KD

1.5H MIN

2'-0

" MA

XH

L

MIND

1/4"

TYP

1/4"

1.5H MIN

.

1/8

"

H

MIND

T/ SLAB ELSEE PLAN

B/ FTG ELSEE PLAN

SEE 5/S50.11 FORBASE PL & AB

CONC SLABPER PLAN

CL COL & FTG

1"MAX

3" CLRTYP

.

.

.

1" MAX3/16"

FTG SIZE

3/1

6"

3" C

LRTY

P

.

5'-6" SQUARE

(6) #5 BOT EW

IJ, PER 5/S30.01

1/16"1 1/2" CLR, TYP

(4) #4 VERT

13/16"

3/8" COL PER PLAN

#3 x HOOPS @ 12"

1'-0

"

13" DIA CONC WRAP

SECTIONELEVATION

FTG REINF TO BE CONT

3xD OR 6" CLR(WHICHEVER IS GREATER)

MIN BTWN ADJ PIPE SLEEVES

L b

OPTIONALCONST JT

FTG PER PLAN

NOTES:

1. PIPE MUST RUN PERPENDICULAR THROUGH WALL.2. MAXIMUM SLEEVE DIAMETER EQUAL TO 8".

EXCAVATION FORPIPE TRENCH PARALLELTO FTG NOT ALLOWEDBELOW THIS LINE

SIZE & QUANTITYTO MATCH FTG REINF

FOUNDATION WALL

PIPE SLEEVES:ID OF SLEEVE SHALLBE 2" MIN LARGERTHAN OD OF PIPE

3" C

LRM

IN

NO

PIP

E SH

ALL

PA

SS T

HR

U FT

G2'-

0"

MA

X

9"MIN

4" MIN

6"

MIN

21

.

1/4

"3

/16

"1/

8"

D

.

TRENCH

.

1'-6"MIN

L b

3/4

"1/

2"

.

5/16"

NOTES:

1. HORIZONTAL AND VERTICAL WALL REINFORCING NOT SHOWN FOR CLARITY.2. TERMINATE INTERRUPTED HORIZONTAL AND VERTICAL REINFORCEMENT

WITH A STANDARD HOOK.3. REFER TO CIVIL AND MECHANICAL DRAWINGS FOR LOCATIONS OF PIPE

PENETRATIONS.

(2) #5 BARS, TYP

L dTYP

1/16"

2" CLR

TYP

3'-0" DIA MAX

LEVEL 2

STUD FRAMING, PER PLANSHTHG

DOWELS TOBASEMENT WALL

BASEMENT WALL(REINF TBD)

LEDGER ANGLEPER 5/S50.01

FACE OF STRUCT SHTHGTO ALIGN W/ FACE OFCONC WALL BELOW

CONTROL JOINTCONSTRUCTION JOINTEXPANSION JOINT

1/8" MIN SAWCUT OR FORMEDCONST JT TO BE FILLEDW/ JOINT FILLER

SUB BASE PERSOIL REPORT

SEE PLAN FORSLAB REINF CUT HALF OF REINF AT CJ

BACKER ROD & JT FILLER1'-4" LONG SMOOTH DWL BAR @ 12"W/ DIA = t/8, INSTALL FLUSH AGAINSTUNDERSIDE OR PERP SLAB REINF

1/4" S

LAB

DEP

TH

SUB BASE PER SOIL REPORT

SEE PLAN FORSLAB REINF

2" CLR, TYP

SUB BASE PER SOIL REPORT

NOTES:

1. CONSTRUCTION JOINT MAY BE USED AT ANY CONTROL JOINT SHOWN ON PLANS AT CONTRACTORS OPTION.2. REFER TO PLANS FOR SLAB THICKNESS AND REINFORCING.3. CONTROL JOINTS TO BE SPACED AT 20'-0" ON CENTER MAXIMUM, EACH WAY. RATIO OF DISTANCE BETWEEN CONTROL JOINTS IN EACH DIRECTION FOR A SLAB PANEL

SHALL NOT EXCEED 1.5. CONSTRUCTION JOINTS PER THIS DETAIL SHALL BE CONSIDERED AS CONTROL JOINTS FOR CONTROL JOINT SPACING REQUIREMENTS.

3/16"

5/16

"

"t"SE

E P

LAN

5/16

"

"t"SE

E P

LAN

2" CLR, TYP 3/16"

1/16

"

1/8" MIN SAWCUT OR FORMEDCJ TO BE FILLEDW/ JOINT FILLER

1'-4" LONG SMOOTH DWL BAR @ 12"W/ DIA = t/8, INSTALL FLUSH AGAINSTUNDERSIDE OR PERP SLAB REINF

1/16" 1/2" EXP JT MATL

SEE ARCH FOR VAPOR BARRIER

CORBIN

MICHAEL HAMMER

43107

A

A

FOPR

NISE

S O

ST

WFO

AET

EE

L NEIG

NR

N

SHI

O

NGT

GNEARUTCURTS

ER

NI

E

L


Bremerton, WA 98337(360) 377-8773


Project Number

SHEET:

ISSUED:

1/22/16


.

c

SHELL & CORE

PORT

LUDL

OW A

SSOC

IATE

S

PORT

LUD

LOW

, WA

9836

5

262015.065

CONSTRUCTION SET

01/22/2016

S30.01

CONCRETESECTIONS ANDDETAILS

PORT

LUDL

OW M

OB89

BRE

AKER

LAN

E

NTS 5TYPICAL STEEL COLUMN ISOLATION JOINT DETAILSNTS 6TYPICAL CONCRETE WALL PLAN DETAILS

NTS 1TYPICAL STEPPED FOOTING DETAILNTS 2INTERIOR STEEL COLUMN FOOTING DETAIL

NTS 3TYPICAL PIPE ENCASEMENTAT FOOTINGNTS 4REINFORCING AT PIPE PENETRATION IN WALL

NTS 7TYPICAL WALL SECTION AT LEVEL 2NTS 8TYPICAL SLAB ON GRADE JOINT DETAILS

REVISION SCHEDULE

GRID

CAST SLAB AGAINST WALL

SOG PER PLAN

10"

7" 10" 7"

(3) #5 CONT LONGIT

3"

3" CLR, TYP

10"

DOWELS TO MATCH WALL VERTS

SEE CIVIL FOR FTG DRAINS, TYP

#6 @ 12", VERT INSIDE FACE

#5 @ 18", HORIZ INSIDE FACE#5 @ 18", EW OUTSIDE FACE

SEE ARCH FORVAPOR BARRIER

FTG PER /1 S30.02

(2) #5 CONT

PAVING PER CIVIL

#5 @ 18" VERT EF

SOG PER PLAN

#3 x 24 @ 18"


HSS & CONN PER 20/S30.02 & 9/S50.21,SEE ARCH FOR LOC OF HSS


GRID

1'-2"

2'-4" 10" 2'-4"

CONC WALL PER /1 S30.02

FIN GRADE PER ARCH

#5 @ 12" TOP TRANS

(6) #6 TOP LONGIT

(7) #8 BOT LONGIT

#5 @ 12" BOT TRANS

DOWELS TO MATCH WALL VERTS

3" C

LR

3" C

LR

SEE CIVIL FOR FTGDRAINS, TYP


SCHEDULE

35 PCF2,500 PSF0.30 (INCLUDING FACTOR OF SAFETY)300 PCF125 PCF3,000 PSI60,000 PSI100 PSF

MAXIMUM HORIZ DESIGN PRESSURE:MINIMUM ALLOWABLE BEARING:COEFFICIENT OF FRICTION:PASSIVE RESISTANCE:UNIT WEIGHT OF SOIL:f'c:Fy:SURCHARGE OVER HEAL:

COVER PER GENERAL NOTES

TOPt f

VERT HORIZ

STEM REINFORCING FTG REINFORCING

LONGITB2t sB1H

PROVIDE FREE-DRAINING MATERIAL ASREQD BY SOILS ENGINEER

#5 @ 12"

#5 @ 12"

#5 @ 12"

1'-0"

1'-0"

1'-0"

#4 @ 18"

#4 @ 16"

#4 @ 9"

#4 @ 12"

#4 @ 12"

#4 @ 12"

(4) #5

(5) #5

(6) #5

1'-6"

4'-4"

2'-10"

8"9"

8"1'-6"

8"1'-3"

4'-0"

8'-0"

6'-0"

3" DIA PVC DRAIN PIPE@ 15'-0" OC

1/8"

H

1/2"6"

1/2"

6" M

IN

1 1/4

"

1'-6

"M

IN

B1 ts B2

tf

10°

12" DIA CONCCOL W/ (6) #6 VERT

#4 CIRCULAR TIESPER 6/S30.02

4"

FTGPER PLAN

4" M

IN (C

OO

RD

W/

FIA

NL

SITE

GR

AD

E

12" DIA CONC COLPER 1/S30.02

2"2"

1'-4"

1'-6"

(2) #4 TIES @ 2" TOP

SLAB PER PLAN

#4 x @ 6"

(4) #5 BOT(STD HOOK AT ENDS)

(3) #5 TOP(STD HOOK AT ENDS)

#4 x @ 4" OC

SLAB PER PLANSIDEWALKPER CIVIL,WHERE OCCURS

6"

#5 @ 9" CONT HORIZ

#5 @ 12"

1'-2"

EXTE

ND

BO

T O

FST

EM W

ALL

1'-6

"B

ELO

W G

RA

DE,

MIN

EMBED PL1/2x12x1'-9"W/ (2) ROWS OF (3) 1/2" DIA x 6" STUDS @ 9" OC EW

TYP

2" LOWER LANDING

PER PLAN

STRINGERPER PLAN

1/4

5/16

1 1/2" TYP

FTG SIZE PER PLAN

NOTE:

1. ALL STEEL IN THIS DETAIL IS HOT DIPPED GALVANIZED.

STRINGERPER PLAN

1/4

5/16

COPE CHANNELAS REQ'D

BMPER 6/S30.02

(2) 5/8" DIA x 2'-0"DRILL @ 9" OC

EMBED PL1/2x12x1'-9"W/ (4) 1/2" DIA x 6" STUDS @ 9" OC EW

CONC COLPER 5/S30.02

2"9"

6"

4"

NOTE:

1. ALL STEEL IN THIS DETAIL IS HOT DIPPED GALVANIZED.

SLABPER PLAN

DECK & TOPPINGPER PLAN

#5 x @ 12"

30"

24"

2"

BASEMENT WALLPER PLAN

LEDGERPER 5/S50.01

SOG PER PLAN


CAST SOG AGAINST WALL

EL PER ARCH

#5 @ 18" HORIZ, EF

STEM WALL & REINFPER 2/S30.02

CL

EMBED PL3/8x10x0'-10"W/ (2) 1/2" DIA x 6" STUDS @ 6" OC

HSS4x2x3/16 HOT DIPPED GALVLOC AT PANEL JOINTS, SEE ARCH,ATTACH TOP OF HSS PER 9/S50.21

3/16

L2x2x3/16x0'-3" FOR PANELATTACHMENT, BOLT TO PANELW/ 3/8" DIA A307 BOLT, USE3/8" DIA EXP BOLT AT CONC

3/16

MTL SCREEN PANEL PER ARCH

EQ EQ

NOTES:

1. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED UNOIN ARCHITECTURAL DRAWINGS.

2. METAL SCREEN PANELS SHALL BE ATTACHED AS FOLLOWS:

5'-0" TALL PANELS: (4) BOLTS PER PANEL, ONE NEAR EACH CORNER.

8'-0" TALL PANELS: (6) BOLTS PER PANEL, ONE NEAR EACH CORNER AND TWO MID-HEIGHT OF PANEL.

3. SEE ARCHITECTURAL FOR ADDITIONAL INFORMATION.

SLAB PER PLAN

2" C

LR2"

CLR

NOTES:

1. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPEDGALVANIZED UNO IN ARCHITECTURAL DRAWINGS.

EMBED PL1/2x8x0'-9"W/ (4) 1/2" DIA x 2'-0" D2L'S @ 6" OC

MAX6"

1 1/2"

PL3/8W/ 3/4" DIA A307 BOLTS

1 1/

2" T

YP

RAILING POSTPER ARCH

1'-6

" M

IN

FIN GRADE

2'-0"

1" C

LR

2" CLR

(2) #5 T&B

(3) #5 T&B

NOTE:

1. SEE 7/S30.01 FOR ADDITIONAL INFORMATION.

CORBIN

MICHAEL HAMMER

43107

A

A

FOPR

NISE

S O

ST

WFO

AET

EE

L NEIG

NR

N

SHI

O

NGT

GNEARUTCURTS

ER

NI

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L


Bremerton, WA 98337(360) 377-8773


Project Number

SHEET:

ISSUED:

1/22/16


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c

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S30.02

CONCRETESECTIONS ANDDETAILS

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3/4" = 1'-0" 1CONCRETE WALL AT FOOTING SECTION 3/4" = 1'-0" 2CONCRETE SECTION AT FOOTING

3/4" = 1'-0" 3CONCRETE WALL AT FOOTING SECTIONNTS 4TYPICAL CONCRETE CANTILEVER WALL

3/4" = 1'-0" 5CONCRETE COLUMN TO FOOTING 3/4" = 1'-0" 6CONCRETE COLUMN TO CONCRETE BEAM

3/4" = 1'-0" 7THICKENED SLAB SECTION 3/4" = 1'-0" 8STAIR CONNECTION AT FOOTING

3/4" = 1'-0" 9STAIR CONNECTION AT LANDING BEAM

3/4" = 1'-0" 10WALL TO SLAB CONNECTION

3/4" = 1'-0" 20CONCRETE SECTION AT FOOTING

REVISION SCHEDULE

3/4" = 1'-0" 12SLAB SECTION AT RAILING CONNECTION 3/4" = 1'-0" 11FOOTING SECTION

L4x4x3/8W/ 3/4" DIA AB @ 2'-0" OC MAX1'-0" MAX FROM EE

(1) #4 CONT

CONC WALL OR BM

CONC TOPPING OVER DECKSEE PLAN

TOP OF OPNGWHERE OCCURS

2"

MAINTAINMIN COVER

OP

ENIN

GS

8" M

IN A

T

3/1

6"

3/4" 5/8"

6"

BM SEE PLAN

CONC TOPPING OVERDECK, SEE PLAN#4x5'-0" @ 18"

TYP UNO

WWR INSTALLEDABOVE REINF

1" C

LRFO

R W

WR

PLA

NSE

E

1/8

"

BM, SEE PLAN TYP

#4 @ 16"TYP UNO

CONC TOPPING OVER DECK, SEE PLAN

3/4"

CLR

1" C

LRFO

R W

WR

PLA

NSE

E

2'-6" MINL/3

2'-6" MINL/3

2'-6" MINL/3

2'-6" MINL/3

1/16

"

3/1

6"

L

CL BM CL BM

(1) #4 CONTWHEREA 1'-0"

BEAM, SEE PLAN

NOTE:

1. SEE STRUCTURAL GENERAL NOTES FOR REBAR COVER DIMENSION C.

(1) #4 CONTUSE CHAIRS & LAYWWR & #4 BAR OVER

PROVIDE #4 x@ 9" WHEREA 1'-0"

EDGE FORMSIZE & GAGE BYDECK SUPPLIER

CL BM

WWR

3'-0"

CC

LR

1 5/8"

SEE PLANA

1/16

"

PLA

NSE

E

1/8

"

CC

LR

CL BM

WWR PER PLAN, TYP

BEAM, PER PLAN

L3x3x1/4 CONT

3"

3/16

7/8"

AR

CH

REF

PLAN

HOOK BARS WHERE2'-0" EXTENSION ISNOT POSSIBLE, TYP

SLAB EDGE

MAX OPNG SIZE5'-0" SQ

#4 TYP3"

CLR

3" CLR

2'-0

"TY

P

1/16

"

1/16"

1 1/1

6"

1 9/16"

3/4

"

3/4"2'-0"

TYP

PUDDLE WELDLOCATIONS

20 GAUGE - SEE NOTE 1

I =S =Fy =

0.423"+0.361"/-0.370"38 KSI

4

NOTES:

1. USE 20. DECK AS NOTED TO THE LEFT. DECK SHALL HAVE 125 PSFSUPERIMPOSED LOAD CAPACITY. MAXIMUM TRIPLE SPAN = 9'-0".

2. NOTE 1 ASSUMES SHORING WILL NOT BE USED.

3. PROVIDE (4) 1/2" DIA EFFECTIVE PUDDLE WELDS PER SHEET TOALL SUPPORTS PERPENDICULAR TO DECK FLUTES.

4. PROVIDE 1/2" DIA EFFECTIVE PUDDLE WELDS AT 12" OC TO ALLBEAMS PARALLEL TO DECK FLUTES. PROVIDE 1/2" DIA EFFECTIVEPUDDLE WELDS @ 12" OC WHERE DECK ORIENTATION CHANGESAND OTHER SUPPORTS PARALLEL TO DECK FLUTES.

5. CONNECT DECK SEAMS WITH BUTTON PUNCHES @ 36" OC.

6. DECK MUST STRICTLY MEET CRITERIA LISTED INCLUDING ICC-ESRESEARCH REPORT ALLOWABLE SHEAR AND SUPERIMPOSED LOADS.

TYPE = ASC 2W OR VERCO W2 FORMLOK, G90 GALVANIZEDW/ FOLLOWING MINIMUM PROPERTIES:

PANEL WIDTH = 36"

6x6 W1.4xW1.4 WWR

3

1 1/4

" 3/4"

CLR

3 1/

2" M

IN2"

5" 4 1/2" MIN

USE HEAVIER GAGE DECK FOR SINGLE OR DOUBLE SPANS.

(4) 7/8" DIA A325-NBOLTS, TYP

BRG PL SAME THK AND WIDTHAS BM FLG MIN, MIN THICK = 1/2"

CL COL

STIFF PL1/4 ES k+5x

Tw

2" TYP1 1/2" TYP 3/16" 3/16"

1/4

"

3/16

1/4


BM PER PLAN 1 1/2

"

9"

EMBED PL1/2x10x2'-2 1/2"W/ (4) 5/8" DIA x 2'-0" D2LS &(4) 1/2" DIA x 6" STUDS @ 6" OC

T/ CONC

6"

4"

PLATE & CONN PER 4/S50.011

CORBIN

MICHAEL HAMMER

43107

A

A

FOPR

NISE

S O

ST

WFO

AET

EE

L NEIG

NR

N

SHI

O

NGT

GNEARUTCURTS

ER

NI

E

L


Bremerton, WA 98337(360) 377-8773


Project Number

SHEET:

ISSUED:

1/22/16


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c

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9836

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262015.065

CONSTRUCTION SET

01/22/2016

S50.01

METAL DECKSECTIONS ANDDETAILS

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NTS 5TYPICAL LEDGER ANGLENTS 2REINFORCING AT DECK PARALLEL TO BEAM

NTS 3REINFORCING AT DECK PERPENDICULAR TO BEAMNTS 1TYPICAL SLAB REINFORCING AT SLAB EDGE

NTS 4TYPICAL STEP - SLAB ON METAL DECK

NTS

TYPICAL

6TOPPING TRIM REINFORCING AT OPENINGNTS 7DECKING DETAIL

NTS

TYPICAL

8BEAM BEARING OVER COLUMN DETAILNTS 9BEAM TO EMBED PLATE CONNECTION

REVISION SCHEDULE

SECTION

PLANPLAN PLAN

BASE PLATE SCHEDULE

CL COL

TYP

(4) 3/4" DIA EXP BOLTSW/ 8" EMBED, TYP

HSS OR PIPE COLPER PLAN

1" DIA HOLES, TYP

PLATE SIZELxW

10"x10"HSS4x4

COLUMNSIZE

3/4"

PLATE THICKT

HSS5x5 12"x12" 3/4"

HSS6x6 12"x12" 1"

HSS7x7 13"x13" 1 1/4"

HSS8x8 14"x14" 1 1/4"

1" N

ON

-SH

RIN

KG

RO

UTT

1 1/2

",TY

P

1/4

L

W

3/1

6"

1/16

"1/

8"

L

W

3/1

6"

1/16

"

1 1/2

",TY

P

1/2",

CLR

W

3/1

6"

1/16

"

1 1/2

",TY

P

1/2",

CLR

L

1/16" 1/2",CLR

DECK PARALLEL TO BEAM DECK PERPENDICULAR OR SKEWED TO BEAM

PROVIDE ADDL STUDS @ ENDSTO MEET # REQD ON PLAN

CL SYM CL SYM

CL OF GIRDER ORFACE OF COL

LOC STUDS ON SIDEOF FLUTE TOWARDNEAREST END OF BM

PROVIDE ADDL STUDS @ ENDSTO MEET # REQD ON PLAN

CL OF GIRDER ORFACE OF COL

PUDDLE WELD @ EA FLUTEWHERE NO STUD PROVIDED

NOTES:

1. HEADED SHEAR STUDS TO BE 3/4" DIA x 4" LONG AFTER WELDING.2. THE MINIMUM NUMBER OF STUDS REQUIRED IS SHOWN AS (X) ON FRAMING PLANS. NO STUDS

ARE REQUIRED WHERE (0) APPEARS OR WHERE NO DESIGNATION IS GIVEN. ADDITIONALSTUDS MAY BE REQUIRED TO MEET THE ABOVE MAXIMUM SPACING REQUIREMENTS.

STUD SPACING3'-0" MAX 1'-4" MAX1'-4" MAX

SPC4 1/2" MIN

3'-0" MAX STUD SPC

WELD OR STUD

1'-0" MAX BTWN PUDDLE

/2S5

0.11

/ 2S5

0.11

DECK PERPENDICULAR OR SKEWED TO BEAMDECK PARALLEL TO BEAM

HEADEDSHEAR STUD

WWR

(1) #4 CONT BARUSE CHAIRS & LAYWWR OVER

BM

WWR

(3) #4 CONT BARS @ 6"USE CHAIRS & LAYWWR OVER

BM

PLACE STUDS IN FLATPORTION OF DECKALT SIDES

NOTE:

1. DECK RIB VALLEY TO BE CENTERED OVER BEAM WHEREPOSSIBLE OR DECK MUST BE SPLIT FULL LENGTH OF BEAMTO PROVIDE CONCRETE HAUNCH WITH MINIMUM WIDTH A:

A = 4 1/2" FOR 3" DECKA = 3" FOR 2" DECK

1" 3/4"

CLR

TO

TOP

BA

R

#4x5'-0" @ 18"

SLA

BTH

ICK

1"CO

NC

CO

VER

CO

MP

OSI

TETY

PE

DEC

K

1/8

"

3/8

"

3/1

6"

3/1

6"

1/8

"

A

EMBEDDED PLATE CONNECTION SCHEDULE

NOTES:

1. ON PLAN, INDICATES CONNECTION TYPE SHOWN ON SCHEDULE.2. SEE 3/S50.11 FOR SIZE OF BOLTS.

#5x4'-0", TYP@ EA STUD

3/4" DIA x 6"HEADED STUDSEE SCHEDFOR # REQD

EMBED PL,SEE SCHEDFOR SIZE

AISC STD HOLE IN BMAISC LSH IN L

SEE SCHED3/S50.11 FOR# OF BOLTS

CONC WALLSEE PLAN

CL BM

EDGE OF CONC2" 3"

2"

6" M

INTY

P (4

) SID

ES

1" GAP

8" MIN

3" TYP

1 1/2"

TYP

EQ TYP

2"TY

P

8DLE

10DLE

9DLE

8DLE

7DLE

6DLE

5DLE

4DLE

3DLE

2DLE 5/8"x10"x1'-0"

3/4"x10"x1'-0"

3/4"x10"x1'-6"

3/4"x10"x2'-0"

3/4"x10"x2'-0"

3/4"x10"x2'-6"

3/4"x10"x2'-9"

3/4"x10"x3'-0"

3/4"x10"x3'-3" 9

8

7

6

5

4

3

2

2

NUMBER OFHORIZONTAL ROWS

OF STUDSEMBED PLATE SIZECONNECTION

TYPE

1 1/4

"

3/8

"7/

8"

3/16

"7/

16"

3/8" 7/16"

1/8"

1 1/4"

5/16"

2"

PL PER 3/S50.11EXCEPT AS SHOWN

3/8"

PLAN

HSS BOLTED CONNECTION SCHEDULE

BM CONN WHEREOCCURS, SEE PLAN

CL COL

SEE SCHED

5/16"

(9) 7/8" DIA *W33

7/16"(8) 7/8" DIA *W30

BEAMSIZE

NUMBER/ SIZE OFBOLTS REQUIRED

SHEAR PLATETHICKNESS

WELD SIZEW

W8

W10

W12

W14

W16

W18

W21

W24

W27

(2) 7/8" DIA

(3) 7/8" DIA

(3) 7/8" DIA

(4) 7/8" DIA

(6) 7/8" DIA

(7) 7/8" DIA

3/8"

1/4"

1/4"

5/16"

3/8"

1/4"

5/16"

3/8"

1/4"

1/4"

1/4"

(2) 7/8" DIA@ 4" GA

W36 (9) 7/8" DIA *

(4) 7/8" DIA

(5) 7/8" DIA

1/4"

7/16"

7/16"

3/8"

3/8"

3/8"

5/16"

5/16"

1/4"

1/4"

1/4"

SEE SCHED FORSHEAR PL & BOLTS

BM, SEE PLAN

1 3/4"

1" GAP,TYP

1 1/2

", TY

P3"

TY

P,

UNO

2x BOLT DIA, TYP

W

W

1/8"

1/8"

1/8"

3/16

"

1/16"

CAP PL1/4WHERE COL STOPS

COPE FLGWHERE REQD

SEE SCHED OF

CL

1/2"

W

W

1/16"

/3 S50.11

KNIFE PL AND CONN PER /3 S50.11BM BOTH SIDESWHERE OCCURS

4

STUD FRAMING PER PLAN(WHERE OCCURS)

CL

BM PER PLANSOFFIT FRAMINGPER ARCH

/1 S50.01TOP BARS PER .

CONT BENT PL3/8x 5 1/2"

L2x2x1/4@ 24" OC

3/16 2EE

3/16 3-12

CORBIN

MICHAEL HAMMER

43107

A

A

FOPR

NISE

S O

ST

WFO

AET

EE

L NEIG

NR

N

SHI

O

NGT

GNEARUTCURTS

ER

NI

E

L


Bremerton, WA 98337(360) 377-8773


Project Number

SHEET:

ISSUED:

1/22/16


.

c

SHELL & CORE

PORT

LUDL

OW A

SSOC

IATE

S

PORT

LUD

LOW

, WA

9836

5

262015.065

CONSTRUCTION SET

01/22/2016

S50.11

TYPICAL STEELFRAMING SECTIONSAND DETAILS

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NTS 5TYPICAL BASE PLATE DETAIL - TYPE BP-6

NTS 1TYPICAL COMPOSITE BEAM DETAIL NTS 2COMPOSITE BEAM TO COMPOSITE SLAB DETAILS

NTS 4EMBEDDED PLATE CONNECTIONNTS 3TYPICAL BEAM TO HSS COLUMN CONNECTION DETAIL

NTS 6STANDARD BOLTED BEAM CONNECTIONS 3/4" = 1'-0" 7FRAMING SECTION AT SOFFIT

REVISION SCHEDULE

FINISHESPER ARCH

HSS POSTPER PLAN

PL1/2x8

CONNBY CANOPYDESIGNER

TIE RODBY CANOPYDESIGNER

8"

5/16

KNIFE PL1/2x8AT CANOPY

ATTACHMENT BY CANOPYOR SUNSHADE DESIGNER

1 1/2"

1 1/2

"

@ 3

" OC

(3) S

PC

1 1/2

"

PL1/2 W/ (4) 1/2" DIAA307 THRU BOLTS

4"

(4) STUD POSTAT SUNSHADEATTACHEMTNS

CANOPY TIE ROD

CANOPY

SUNSHADE

HSS POSTPER PLAN

5/16

NOTE:

1. STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPEDGALVANIZED UNO IN ARCHITECTURAL DRAWINGS.

BM PER PLAN

AN

D B

OT

OF

BM

3

/4" G

AP

BTW

N H

SS

PL1/4x4 ESW/ 3/4" DIA A307 THRU BOLTCTRD IN VERT LSH

3"2"

HSS PER 20/S30.02

1/4

NOTE:

1. STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPEDGALVANIZED UNO IN ARCHITECTURAL DRAWINGS.

CORBIN

MICHAEL HAMMER

43107

A

A

FOPR

NISE

S O

ST

WFO

AET

EE

L NEIG

NR

N

SHI

O

NGT

GNEARUTCURTS

ER

NI

E

L


Bremerton, WA 98337(360) 377-8773


Project Number

SHEET:

ISSUED:

1/22/16


.

c

SHELL & CORE

PORT

LUDL

OW A

SSOC

IATE

S

PORT

LUD

LOW

, WA

9836

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262015.065

CONSTRUCTION SET

01/22/2016

S50.21

CANOPY PARTIALFRAMING PLAN ANDDETAILS

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1" = 1'-0" 20CANOPY CONNECTION DETAILS

REVISION SCHEDULE

1" = 1'-0" 9HSS COLUMN TO BEAM CONNECTION

4A

SHTHG PER 20/S60.01AT SHEAR WALLS

10d @ 6" OC

DIAPH BOUNDARY NLG

A

E

16d @ 8" OC (A35/LTP4CONN PER 20/S60.02 ATSHEAR WALLS)

PER PLAN2'-0" UNO

STUD WALLPER PLAN

EL VARIES

ROOF SHTHGPER PLAN

JST PER PLAN

INVERTED LUS26

CONT TOP PLSPLICE PER 3/S60.02

WEBSTIFFENER,PER 7/S60.01

BM OR HEADER PERPLAN OR EL (WHERE OCCURS)

H2.5A EA OUTTRIGGER

2x BLKG ((2) 2x AT STRAP LOCATIONS)

2x CAP RIPPED TO MATCHWIDTH OF OUTRIGGER - NAILTO OUTRIGGER W/ 10d @ 6" OC

4ASECTION

OUTRIGGERS

BLKG

TOP PL (UPPERPL BEVELED)

2x4 CAP

JST

2x6 BLKG ES

BM PER PLAN OR EL(WHERE OCCURS

CONT BEVELED TOP PL SPLICE PER 3/S60.02(BEVEL TOP PL AS REQD)SHTHG PER 20/S60.02

AT SHEAR WALLS

STUD WALL PER PLAN

1

H2.5 EA JST

VERT 2x6 BLKG ES 16d @ 8" OC (A35/LTP4CONN PER 20/S60.02AT SHEAR WALLS)

FASCIA PER ARCH

PT (2) 2x10 (D.F #2) OUTRIGGER@ 4'-0" OC (EVERY OTHER JST)BY JST MFR

2x CAP RIPPED TO MATCH JST FLANGEWIDTH - NAIL TO OUTRIGGERS W/ 10d @ 12" OC

DIAPH BOUNDARY NLG

LENGTH PER JST MFR

1 1/2" LSL RIM BEVELEDBLKG ORIENT VERTICALLY

JST PER PLAN

NLG PER JST MFR, TYP

2x4 PURLINS @ 24" OC MAXBTWN OUTRIGGERS, ATTACHW/ LU24 HANGER, EE TYP

SUBFLOOR NLG TOWIJ BLKG @ 6" OC

JST PER PLAN

I-45 BLKG @ 4'-0" OC

NOTES:

1. SEE 19/S60.01 FOR ADDITIONAL INFORMATION.2. FASTEN JOIST/RIM BOARD TO BLOCKING AT EACH TOP AND BOTTOM

FLANGE WITH (1) 0.128" DIA x 3" NAIL. STAGGER BLOCKING FOR NAILING.

ALT TO A35:LTP4 W/ (12) N8 NAILSBEHIND WALL SHTHG*

A35 W/ (12) N8 NAILS*

GYPSUM WALL BOARDABOVE MEZZ, TYP

NON-STRUCTURALWALL ABOVE MEZZ

A35 W/ (12) N8 NAILS *

JST PER PLAN

TOP PL NLG *

WALL SHTHGWHERE SCHEDULED *(ONE SIDE)

GYPSUM WALL BOARDABOVE MEZZ, TYP

EDGE NLG UNO, PER PLAN

1 1/4" LSL RIM BOARD

ALT TO A35:LTP4 W/ (12) N8 NAILSBEHIND WALL SHTHG *

WALL SHTHG EDGE NLG *

NOTE:

1. * INDICATES SEE SHEAR WALL SCHEDULE.

NON-STRUCTURALWALL ABOVE MEZZ

9"1 1/2" 1 1/2"

1 1/

2"

3"

4 1/2

"

BENT PL3/8 x

COLPER PLAN

GLBPER PLAN

3 1/2"BM WIDTH

-

1/4

7ASECTION

BMPER PLAN

JSTPER PLAN

CONT 3x BEVELED BLOCKNAILED TO BMW/ (2) ROWS 16d @ 24" OC

WEB STIFFENERPER SECTION 7A

PLWD SHTHGPER PLAN

HU416HANGERS, TYP

JSTPER PLAN

2x WEB STIFFENER ES

(4) 16d x 3 1/2" NAILS(MAY BE NAILEDFROM ONE SIDE)

1 1/2

"

SPC

(3) E

Q

1 1/2

" 2

3/4"

MA

X

G

AP

1/8

" MIN

NOTE:

1. FOR CALLOUTS IN COMMON SEE 4/S60.01.

GRID

CORBIN

MICHAEL HAMMER

43107

A

A

FOPR

NISE

S O

ST

WFO

AET

EE

L NEIG

NR

N

SHI

O

NGT

GNEARUTCURTS

ER

NI

E

L


Bremerton, WA 98337(360) 377-8773


Project Number

SHEET:

ISSUED:

1/22/16


.

c

SHELL & CORE

PORT

LUDL

OW A

SSOC

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S

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LUD

LOW

, WA

9836

5

262015.065

CONSTRUCTION SET

01/22/2016

S60.01

WOOD SECTIONSAND DETAILS

PORT

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3/4" = 1'-0" 3WALL SECTION AT ROOF GRIDS A AND ETYPICAL EXTERIOR

3/4" = 1'-0" 4ROOF SECTION

NTS 20ALIGNED EXTERIOR SHEAR WALLS-JOISTS PARALLELNTS 19ALIGNED EXT SHEAR WALLS-JOISTS PERPENDICULAR

3/4" = 1'-0" 6GLB SUPPORT DETAIL 3/4" = 1'-0" 7ROOF SECTION

3/4" = 1'-0" 8ROOF SECTION

REVISION SCHEDULE

PROVIDE 2x BLKG BEHINDSTRAPS WHERE WOOD MEMBERSDO NOT OTHERWISE OCCUR

DBL STUD (FULL HT ES OFOPNG), NAIL WALL SHTHGFOR FULL HT OF SW PER SWSCHEDULE PANEL EDGE NLG

CS16 STRAPSOVER WALL SHTHG

SHTHG & NLG PERSWS FOR ADJ SWABOVE & BELOWOPNG

CS16 STRAPSOVER WALL SHTHG

NOTE:

1. NAIL SIZE PER STRAP MANUFACTURER.

SHEAR WALL, PER PLAN

N10 NAILS @ALT NAIL HOLES

FULLY NAIL TRAP EXTENSIONS(2'-0" MIN)

(2'-0" MIN)

SHEAR WALL, PER PLAN

NAILED HOLD DOWN SCHEDULE

MARK DETAIL

6/S60.02

MINIMUM NUMBEROF STUDS, UNO

(SEE NOTE 2)

(3)

DESCRIPTION

HDQ8

HHDQ14

HD1

HD2

NOTES:

1. IDENTIFIERS IN "DESCRIPTION" COLUMN ARE MANUFACTURED BYSIMPSON STRONG-TIE. SEE GENERAL STRUCTURAL NOTES FORADDITIONAL INFORMATION.

2. NAIL PLYWOOD TO STUDS RECEIVING HOLD DOWN WITH SCHEDULEDPANEL EDGE NAILING. STAGGER NAILS SO THAT EACH STUD IS NAILED.

(4)

LOAD

6.65 KIPS

10.75 KIPS 6/S60.02

BM PER PLAN

POST ABOVE(WHERE OCCURS)

TYP DOUBLE TOPPLATE, PER

TYPICAL STUDS

FULL-HEIGHT STUD(S)

DOUBLE FULL-HT STUDWHERE WALL HT > 10'-0"

POST PER PLAN (NAIL MULTIPLE STUDSTOGETHER IN ACCORDANCE WITHGENERAL STRUCTURAL NOTES)

ACE POST CAP EA SIDE(SHIM BEAM OR POST AS REQD)

SOLID BLKG BELOWPOST AS REQD

/3 S60.02

6'-0" MIN BETWEEN SPLICES

16d @ 12" OC STAGGEREDELSEWHERE

(8) 16d @ 4" OCSTAGGERED @ ES OF SPLICE

BOT CHORD SPLICE

TOP CHORD SPLICE

SPLICE TO OCCUR AT CL OF VERT STUD, TYP

4'-3"

BM PER PLAN (BM CONT OVERPOST WHERE SHOWN ON PLAN)

AC POST CAP ES(SHIM BM AND/OR POST AS REQD)

POST PER PLAN

POST PER PLAN

ACE POST CAP ES SHIMBM OR POST AS REQD)

BM PER PLAN

WALLMARK

SW2 7/16"(1) SIDE 8d @ 2" OC 3x

((2) 2x)(2) ROWS

12d @ 7"OC 12d @ 4"OC (2) ROWS12d @ 7"OC @ 1'-0"OC 12d @ 3 1/2"OC 2x

(3x)5/8" DIA @ 1'-10"OC

(@ 2'-4"OC)

WALLSHEATHING

PANELEDGE

NAILING

FRAMINGAT ADJPANELEDGES

(2) 2xFRAMINGNAILING

TOP PLATENAILING

BOTTOMPLATE

NAILING

NOTE#1

NOTE#2

NOTES#5, #6

NOTE#6

NOTES#3, #7, #11

NOTES#3, #14

NOTES#4, #12

NOTES#4, #12

NOTES#4, #8

NOTES#4, #12

NOTE#9

NOTE#9

A35 LTP4 I-JOIST BF LS50

FDNSTILL

PLATE

SILL PLATEANCHOR BOLTS

RIM BOARD/BLOCKING TOTOP PLATE CONNECTION

640

ALL

OW

AB

LESH

EAR

@ 1'-0"OC @ 1'-0"OC

SW4 7/16"(1) SIDE 8d @ 4" OC 3x

((2) 2x) 12d @ 6"OC 12d @ 6"OC 12d @ 6"OC @ 1'-10"OC @ 1'-10"OC 12d @ 6"OC @ 1'-10"OC 5/8" DIA @ 3'-2"OC 3802x

SHEAR WALL NOTES:

1. WALL SHEATHING IS SHALL BE 7/16" APA RATED PLYWOOD SHEATHING, C-D EXPOSURE OR EXPOSURE 1, PANEL SPAN RATING 1 24/0. SHEATHING PANELS MAY BE INSTALLED VERTICALLY OR HORIZONTALLY. AT INTERIOR VERTICAL SURFACES ONLY, 7/16" THICK OSB MAY BE USED IN LIEU OF 7/16" PLYWOOD.

2. THE SPECIFIED PANEL EDGE NAILING IS REQUIRED AT ALL PANEL EDGES AND ENDS. INSTALL 2x SOLID BLOCKING ALL UNFRAMED PANEL EDGES, UNO (SEE NOTES 5 AND 6). MAXIMUM SPACING OF NAILING AT INTERMEDIATE FRAMING MEMBERS IS 12" OC. SPACE NAILS MINIMUM 3/8" FROM EDGES AND ENDS OF WALL PANELS, WALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING.

3. TOP AND BOTTOM PLATE NAILS ARE 0.148" DIA x 3 1/4". SPACE BOTTOM PLATE NAILS 1/2" MINIMUM FROM EDGES AND 2" MINIMUM FROM ENDS OF THE BLOCKING ( OR JOIST OR RIM BOARD) BELOW. INSTALL THE TOP AND BOTTOM PLATE NAILS AT THE TOP AND BOTTOM, RESPECTIVELY,

OF THE SCHEDULED SHEAR WALL AT THE SPECIFIED SPACING. INSTALL THE BOTTOM PLATE NAILS SO THAT THEY ARE CENTERED IN THE BLOCKING (OR JOIST OR RIM BOARD) BELOW.

4. SEE WOOD DETAILS FOR LOCATION OF TOP PLATE CONNECTIONS. INSTALL AT THE TOP OF THE SCHEDULED SHEAR WALL AT THE SPECIFIED SPACING. "N8 NAIL" IS 0.131" DIA x 1 1/2" LONG. "N10 NAIL" IS 0.148" DIA x 1 1/2" LONG.

5. WHERE 3x WALL STUDS ARE SPECIFIED, INSTALL 3x WALL STUDS AT ADJOINING PANEL EDGES AND ENDS. INSTALL 3x SOLID BLOCKING AT ALL UNFRAMED PANEL EDGES. STAGGER PANEL EDGES NAILING 1/2" AT ALL WALL STUDS, PLATES AND BLOCKING. MAINTAIN SUFFICIENT EDGE DISTANCE TO AVOID SPLITTING OF WOOD.

6. (2) 2x WALL STUDS ARE PERMITTED TO BE SUBSTITUTED FOR 3x STUDS WHERE SPECIFIED IN ( ). INSTALL (2) 2x WALL STUDS AT ADJOINING PANEL EDGES AND ENDS. FASTEN STUDS TOGETHER WITH 0.148" DIA x 3 1/4" NAILS AT THE SPECIFIED SPACING. WHERE (2) ROWS OF NAILS ARE SPECIFIED, PLACE THE ROWS 1 1/2" APART. SEE WSWM-1. STAGGER PANEL EDGE NAILING 1/2" AT ALL WALL STUDS, PLATES AND BLOCKING. MAINTAIN SUFFICIENT EDGE DISTANCE TO AVOID SPLITTING OF WOOD.

7. SEE WTP-3 FOR STEEL STRAPS AT TOP PLATES FOR CUTS, NOTCHES AND BORED HOLES.

8. NOT USED.

9. AT SILL PLATES, EMBED ANCHOR BOLTS A MINIMUM OF 7" INTO CONCRETE, SEE DETAILS. INSTALL 3"x3"x0.229" STEEL PLATE WASHER BETWEEN THE SILL PLATE AND NUT AT EACH ANCHOR BOLT. THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE SILL PLATE ON THE SIDE WITH IT PLYWOOD SHEATHING. HOLE IN PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A MAXIMUM WIDTH 3/16" > BOLT DIAMETER AND MAXIMUM LENGTH OF 1 3/4", PROVIDED STANDARD CUT WASHER INSTALLED BETWEEN PLATE WASHER AND NUT. AT DOUBLE SIDED 2x6 SHEAR WALLS USE 4.5"x3"x0.229 PLATE WASHERS. AT DOUBLE SIDED 2x8 SHEAR WALL USE 6.25x3x0.375 PLATE WASHERS.

10. INSTALL LSL BLOCKING./RIM BOARD FOR TOP PLATE CONNECTION. SEE WOOD DETAILS

11. SEE WTP-2 PER ADDITIONAL INFORMATION.

12. TOP PLATE CONNECTIONS IDENTIFIED AS "A35", "LTP4" AND "LS50" ARE MANUFACTURED BY SIMPSON STRONG-TIE. SEE GENERAL STRUCTURAL NOTES FOR FURTHER INFORMATION.

13. "8d" NAIL IS 0.131" DIA x 2 1/4", "10d" NAIL IS 0.148" x 2 1/4", "12d" NAIL IS 0.148" DIA x 3 1/4", "16d" NAIL IS 0.162" DIA x 3 1/2".

14. WHERE (2) ROWS OF NAILS ARE SPECIFIED, PLACE THE ROWS 1 1/2" APART. 3 1/2" LSL BLOCKING/RIM BOARD IS REQUIRED. SEE WDBLF-1 AND WDBLF-2.

15. WHERE (3) ROWS OF NAILS ARE SPECIFIED, PLACE THE ROWS 1" APART. MAINTAIN MINIMUM 1/2" EDGE DISTANCE. 3 1/2" LSL BLOCKING/RIM BOARD IS REQUIRED. SEE WDBLF-1 AND WDBLF-2.

SHEAR WALL SCHEDULE

ELEVATION SECTION

2ND ROW WALL SHTHG EDGENLG WHERE SCHEDULED *

WD POST *

SIMPSON SDS SCREW, TYP

HD, SEE PLAN

AR DIA PER HD MFR

SILL PL

NOTES:

1. * INDICATES SEE HOLD DOWN SCHEDULE.2. WALL SHEATHING AND CONCRETE REINFORCING NOT SHOWN FOR CLARITY.

WALL SHTHG EDGENLG, SEE SW SCHED

2'-0

"EM

BED

*

DBL HEX NUT AT EMBEDDED END SEE 10/S60.02 WHEREHOLDOWN OCCURSOVER STL FRAMING AT TYPICAL WALL ANCHORAGE

BMPER PLAN

3"x3"x0.229" STL PL WASHERSEE NOTE 9 ON 20/S60.02

1/2" DIA EXP BOLT@ 24" OC (EMBED 3")

2x BOT PL


SHTHGPER 20/S60.02

AT HOLDOWNS

BMPER PLAN

THREADEDCOUPLER

HOLDOWNPER PLAN & 7/S60.02

WELDED THREADEDSTUD TO MATCHHOLDOWN

CORBIN

MICHAEL HAMMER

43107

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S O

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WFO

AET

EE

L NEIG

NR

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SHI

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NGT

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Bremerton, WA 98337(360) 377-8773


Project Number

SHEET:

ISSUED:

1/22/16


.

c

SHELL & CORE

PORT

LUDL

OW A

SSOC

IATE

S

PORT

LUD

LOW

, WA

9836

5

262015.065

CONSTRUCTION SET

01/22/2016

S60.02

WOOD SECTIONSAND DETAILS

PORT

LUDL

OW M

OB89

BRE

AKER

LAN

E

NTS 1STRAPS AT WINDOWS TYPICAL AT SHEAR WALLS

NTS 7NAILED HOLD DOWN SCHEDULE

NTS 2WOOD FRAMING SECTIONNTS 3TOP PLATE SPLICE DETAIL

NTS 4TYPICAL BEAM-TO-POST CONNECTIONNTS 5TYPICAL BEAM-TO-POST CONNECTION

NTS 20SHEAR WALL SCHEDULE

NTS 6BOLTED HOLD DOWN AT FOUNDATION WALL 1" = 1'-0" 10WALL CONNECTIONS AT FLOOR

REVISION SCHEDULE

Documents

I:26 55 Port LudlowDesign - StructuralSubmittals16 …test.co.jefferson.wa.us/WebLinkExternal/0/edoc/1386988/Structural...aci 301 "standard specifications for structural concrete"