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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
275 Fifth StreetSuite 100
Bremerton, WA 98337(360) 377-8773
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.
.
c
SHELL & CORE
PORT
LUDL
OW A
SSOC
IATE
S
PORT
LUD
LOW
, WA
9836
5
262015.065
CONSTRUCTION SET
01/22/2016
S00.01
GENERAL NOTES
PORT
LUDL
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OB89
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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.
-+
I E
R
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
es
t
E
S
S
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
S O
ST
WFO
AET
EE
L NEIG
NR
N
SHI
O
NGT
GNEARUTCURTS
ER
NI
E
L
275 Fifth StreetSuite 100
Bremerton, WA 98337(360) 377-8773
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.
.
c
SHELL & CORE
PORT
LUDL
OW A
SSOC
IATE
S
PORT
LUD
LOW
, WA
9836
5
262015.065
CONSTRUCTION SET
01/22/2016
S00.02
GENERAL NOTESAND SPECIALINSPECTIONSCHEDULE
PORT
LUDL
OW M
OB89
BRE
AKER
LAN
E
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
275 Fifth StreetSuite 100
Bremerton, WA 98337(360) 377-8773
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.
.
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
275 Fifth StreetSuite 100
Bremerton, WA 98337(360) 377-8773
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.
.
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
275 Fifth StreetSuite 100
Bremerton, WA 98337(360) 377-8773
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.
.
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
LEGEND(SEE S00.03 FOR ABBREVIATIONS)
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
275 Fifth StreetSuite 100
Bremerton, WA 98337(360) 377-8773
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.
.
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
LEGEND(SEE S00.03 FOR ABBREVIATIONS)
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
FILL W/ CONCAFTER FLRSLAB POURED
CJ OR CONST JTSEE 8/S30.01
CONC SOG
IJW/ PREMOLDEDJT FILLER
STL COLPER PLAN
BASE PLBELOW
(2) #4 TYP
WALL
IJW/ PREMOLDEDJT FILLER
1
1
FILL W/ CONCAFTER FLRSLAB POURED
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
275 Fifth StreetSuite 100
Bremerton, WA 98337(360) 377-8773
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.
.
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"
SEE CIVIL FOR FTG DRAINS, TYP
HSS & CONN PER 20/S30.02 & 9/S50.21,SEE ARCH FOR LOC OF HSS
SEE ARCH FORVAPOR BARRIER
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
SEE ARCH FORVAPOR BARRIER
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
SEE CIVIL FOR FTG DRAINS, TYP
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
E
L
275 Fifth StreetSuite 100
Bremerton, WA 98337(360) 377-8773
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.
.
c
SHELL & CORE
PORT
LUDL
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9836
5
262015.065
CONSTRUCTION SET
01/22/2016
S30.02
CONCRETESECTIONS ANDDETAILS
PORT
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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
DECK & TOPPINGPER PLAN
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
275 Fifth StreetSuite 100
Bremerton, WA 98337(360) 377-8773
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.
.
c
SHELL & CORE
PORT
LUDL
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PORT
LUD
LOW
, WA
9836
5
262015.065
CONSTRUCTION SET
01/22/2016
S50.01
METAL DECKSECTIONS ANDDETAILS
PORT
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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
275 Fifth StreetSuite 100
Bremerton, WA 98337(360) 377-8773
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.
.
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
PORT
LUDL
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OB89
BRE
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LAN
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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
275 Fifth StreetSuite 100
Bremerton, WA 98337(360) 377-8773
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.
.
c
SHELL & CORE
PORT
LUDL
OW A
SSOC
IATE
S
PORT
LUD
LOW
, WA
9836
5
262015.065
CONSTRUCTION SET
01/22/2016
S50.21
CANOPY PARTIALFRAMING PLAN ANDDETAILS
PORT
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OB89
BRE
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LAN
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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
275 Fifth StreetSuite 100
Bremerton, WA 98337(360) 377-8773
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.
.
c
SHELL & CORE
PORT
LUDL
OW A
SSOC
IATE
S
PORT
LUD
LOW
, WA
9836
5
262015.065
CONSTRUCTION SET
01/22/2016
S60.01
WOOD SECTIONSAND DETAILS
PORT
LUDL
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OB89
BRE
AKER
LAN
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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
DECK & TOPPINGPER PLAN
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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WFO
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NR
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275 Fifth StreetSuite 100
Bremerton, WA 98337(360) 377-8773
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.
.
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