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GENERAL STRUCTURAL NOTES
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<br /> (The following apply unless shown otherwise on the plans) ABBREVIATIONS hm
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<br /> @ At L Angle ■
<br /> d Penny(Nails) LB. Pound
<br /> 1 Diameter LL Live Load
<br /> 26.LAMINATED STRAND LUMBER LSbl SHALL BE DESIGNED AND MANUFACTURED PER ASTM D5456. EACH PIECE SHALL BEAR A 31.ALL WOOD EXPOSED TO WEATHER, OR BEARING ON UNPROTECTED CONCRETE BELOW GRADE, OR BEARING ON " Degrees LLH Long Leg Horizontal H AR E Z LA K
<br /> STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER,THE GRADE,AND THE INDEPENDENT UNPROTECTED CONCRETE LESS THAN 8° FROM EXPOSED EARTH SHALL BE PRESSURE-TREATED, U.O.N. PRESSURE ...6 Pounds LLV Long Leg Vertical ENGINEERING
<br /> INSPECTION AGENCY'S LOGO.ALL LAMINATED STRAND LUMBER SHALL BE MANUFACTURED USING A WATERPROOF ADHESIVE TREATMENT SHALL BE WITH AN APPROVED PRESERVATIVE AND BRANDED WITH A QUALITY CONTROL AGENCY MARK BY THE fl.. Number LONGTT. Longitudinal
<br /> MEETING THE REQUIREMENTS OF ASTM D2559.MINIMUM STRUCTURAL PROPERTIES AREAS FOLLOWS: AMERICAN WOOD PRESERVERS BUREAU OR EQUAL. ALL METAL HARDWARE IN CONTACT WITH TREATED WOOD SHALL BE LT.WT. Lightweight HAREZLAK ENGINEERING
<br /> PROTECTED WITH A G185 GALVANIZED COATING(ZMAX)OR BETTER.ALL NAILS IN TREATED WOOD SHALL BE HOT-DIP (A) Above 11745 87th Ave.S.
<br /> RIM JOISTS AND BLOCKING(1-1/4"MINIMUM THICKNESS AT NON-SHEAR WALLS;SEE SCHEDULE FOR MINIMUM THICKNESS AT GALVANIZED OR BETTER. PROVIDE 2 LAYERS OF 30It ASPHALT IMPREGNATED BUILDING PAPER BETWEEN A.B. Anchor Bolt MAX. Maximum Seattle,WA 98178
<br /> SHEAR WALLS): NON-PRESSURE-TREATED LEDGERS,BLOCKING,ETC.,AND CONCRETE ADD'L Additional MECH. Mechanical
<br /> Pb60.224.0627
<br /> =1700 PSI,E=1.3 x 106 PSI,Fv=400 PSI 32.TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY,AS SPECIFIED ALT. Alternate MEZZ. MomentMn Frame PH:3neering.com
<br /> IN THEIR CATALOG NO.CL-2019.EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED,PROVIDED THEY ARCH. Approximate MF Ma Frame E:phil4Dharezlakengineering.com
<br /> BEAMS AND HEADERS: HAVE I.C.C.OR IAPMO UES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES.CONNECTORS SHALL BE SEED TO MATCH ARCH. Architect MFR.IN. Manufacturer
<br /> Fb=2325 PSI,E=1.55 x106 PSI,Fv=310 PSI THE SIZE OF THE FRAMING MEMBERS BEING CONNECTED.PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY (BMIN. Minimum CONSULTANT STAMP:
<br /> MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. El Bottom
<br /> mBelof MISC. Miscellaneous
<br /> STUDS: WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS,PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BF Braced Frame MK. Mark a HARE
<br /> 2x4&2x6 Pb=1700 PSI,E=1.3 x 106 PSI,Fv=400 PSI BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS .".of W Asp,1�
<br /> >2x6 Fb=2425 PSI,E=1.6 x 106 PSI,Fv=400 PSI AND LAG SCREWS BEARING ON WOOD.UNLESS NOTED OTHERWISE,ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE BLKG. Blocking (N) New ?� .,
<br /> SEASONED AND DRIED AND THE SAME GRADE(MINIMUM)AS MEMBERS CONNECTED.ALL BOLTS TIGHTENED TO SNUG TIGHT. BLDG. Building N. Norih , =I ,� ��
<br /> BM. Beam N.S. Near Skin F3'
<br /> COLUMNS: •
<br /> BOT. Bottom NOM. Nominal �", $ o' ,
<br /> Fb=1700 PSI,E=1.3 x 106 PSI,Fv=400 PSI 33.WOOD FASTENERS: ERG. Bearing NTS Not to Scale TA 0,,,e ec ssT aE
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<br /> BTWN. Between ev. .'r/ONSTEAL F,�
<br /> DESIGN SHOWN ON PLANS IS BASED ON MATERIALS MANUFACTURED BY THE WEYERHAEUSER CORPORATION. ALTERNATE A.NAIL SEES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: M,R
<br /> O.C. On Center
<br /> MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. .rAp�
<br /> DRAWING ID NAIL NAME NAIL DIAMETER NAIL LENGTH Centerline O.D. Outside Diameter 06.17.2022
<br /> C Camber O.F. Outside Face
<br /> 27.PARALLEL STRAND LUMBER(PSL)SHALL BE DESIGNED AND MANUFACTURED PER ASTM D5456. EACH PIECE SHALL BEAR A
<br /> STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER,THE GRADE,AND THE INDEPENDENT "�" 8d Common 0.131" 2-1/2° _ CIP Cast In Place O.H. Overhang
<br /> INSPECTION AGENCY'S LOGO. ALL PARALLEL STRAND LUMBER SHALL BE MANUFACTURED USING DOUGLAS FIR STRANDS "10d-F 10d Framer 0.131' 3' C.J. Construction Joint or Control Joint OPNG. Opening
<br /> GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN PARALLEL WITH THE "10d" 10d Shear 0.148" 2-1/4' CLG Complete Joint Penetration OPP. Opposite
<br /> LENGTH OF THE MEMBER.MINIMUM STRUCTURAL PROPERTIES ARE AS FOLLOWS: C . Ceiling
<br /> '16d" 16dSinker 0.148" 3-1/4° CLR. Clear PAF Powder Actuated Fastener
<br /> s CMU Concrete Masonry Unit PC Precast
<br /> Fb=2900 PSI,E=2.2x 10s PSI,Fv=290 PSI IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS,THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE COL. Column PERM. Permanent
<br /> Fb=2400 PSI,E=1.8x 10 PSI,F'c=2500 PSI(COMMERCIAL COLUMNS) STRUCTURAL ENGINEER(PRIOR TO CONSTRUCTION)FOR REVIEW AND APPROVAL. CONC.. Concretelum PERM. Perpendicular
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<br /> DESIGN SHOWN ON PLANS IS BASED ON MATERIALS MANUFACTURED BY THE WEYERHAEUSER CORPORATION. ALTERNATE CONN. Connections PJP Partial Joint Penetration
<br /> MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. B.NAILS - SHEATHING FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO CONST. Construction PL or R Plate
<br /> COUNTERSINKING PERMITTED. CONT. Continuous PLF Pounds per linear Foot
<br /> 28.WOOD 1-JOISTS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS AND CSK. Countersink PLYWD Plywood
<br /> SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS. ALL PREFAB. Prefabricated
<br /> C.SCREWS SHALL BE WOOD SCREWS OF THE DIAMETER AND LENGTH NOTED ON THE DRAWINGS. SDS FASTENERS ARE
<br /> NECESSARY BRIDGING,BLOCKING,BLOCKING PANELS,STIFFENERS,ETC.,SHALL BE DETAILED AND FURNISHED BY THE DBA Deformed Bar Anchor PSF Pounds per Square Foot
<br /> MANUFACTURER. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER SIMPSON STRONG DRIVE SCREWS. DBL. Double PSI Pounds per Square Inch W►1
<br /> FOR REVIEW PRIOR TO FABRICATION. DESIGN SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF A STATE OF DEG. Degree P.T.or PT Post-Tensioning v
<br /> WASHINGTON REGISTERED PROFESSIONAL ENGINEER. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN D.HOT DIPPED GALVANIZED NAILS,BOLTS AND METAL PLATES-ALL NAILS,BOLTS AND METAL PLATES IN CONTACT WITH DF Doug Fir-Larch P/T Pressure-Treated Z
<br /> CONFORMANCE WITH MANUFACTURER'S SPECIFICATIONS. GLUE FLOOR JOISTS TO SHEATHING AS REQUIRED BY THE JOIST PRESSURE TREATED(INCLUDING FIRE-RETARDANT TREATED)LUMBER SHALL BE HOT DIPPED GALVANIZED. DIA. Diameter W
<br /> MANUFACTURER. DIAG. Diagonal RAD. Radius
<br /> DIAPH. Diaphragm REF. Reference 0
<br /> DESIGN SHOWN ON PLANS IS BASED ON JOISTS MANUFACTURED BY THE WEYERHAEUSER CORPORATION.ALTERNATE WOOD 34.WOOD FRAMING NOTES:THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: DIM. Dimension REINF. Reinforce or Reinforcement H
<br /> 1-JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL DN. Down REQD. Required W
<br /> ENGINEER.ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY A.ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE DO Ditto REV. ReviseCe
<br /> HAVE I.C.C.OR IAPMO UES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND OTHER IBC. MINIMUM NAILING,UNLESS OTHERWISE NOTED,SHALL CONFORM TO IBC TABLE 2304.10.1. COORDINATE THE SIZE DTL. Detail R.O. Rough Opening
<br /> HARDWARE SHALL BE COMPATIBLE IN SIZE WITH PLYWOOD WEB JOIST PROVIDED. AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS.PROVIDE WASHERS UNDER THE DWG. Drawing f;
<br /> HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. TIGHTEN BOLTS AND LAG SCREWS SNUGLY S. South
<br /> 29.PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE AGAINST WOOD FRAMING AFTER WOOD HAS REACHED SPECIFIED MOISTURE CONTENT. (E) Existing SCH.or SCHED. Schedule
<br /> WITH IBC SECTION 2303.4 AND ANSI/TPI 1-2014"NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS E. East SECT. Section
<br /> CONSTRUCTION"FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. TRUSSES SHALL BE HANDLED,INSTALLED,AND EA. Each SHT. Sheet
<br /> BRACED PER"HIB 91"PER THE TRUSS PLATE INSTITUTE.LOADING SHALL BE AS FOLLOWS: B.WALL FRAMING:ALL BEARING AND SHEAR WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2 x 4 STUDS @ 16"O.C. E.F. Each Face SIM. Similar
<br /> AT INTERIOR WALLS AND 2 x 6 @ 16'O.C.AT EXTERIOR WALLS.TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END EL. Elevation SOG Slab On Grade
<br /> TOP CHORD SNOW LOAD 25 PSF OF ALL BEARING AND SHEAR WALLS AND AT EACH SIDE OF ALL OPENINGS.SOLID BLOCKING FOR WOOD COLUMNS SHALL ELEV. Elevator SPEC. Specification 4
<br /> TOP CHORD DL ALLOWANCE FOR PV PANELS 5 PSF BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. EMBED. Embedment Length SQ. Square W
<br /> TOP CHORD DEAD LOAD 5 PSF ENGR. Engineer SQ.FT. Square Feet Ce
<br /> 0
<br /> BOTTOM CHORD LIVE LOAD 10 PSF(NOT INCLUDED IN TOTAL) ALL BEARING STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d EQ. Equal SQ.IN. Square Inch(es) W N
<br /> BOTTOM CHORD DEAD LOAD 5 PSF E.W. Each Way SPF Spruce-Pine-Fir N• a
<br /> NAILS AT 8"O.C.STAGGERED OR BOLTED TO CONCRETE WITH 5/8"DIAMETER ANCHOR BOLTS WITH 35Ak1/4"PLATE ' O
<br /> TOTAL LOAD 40 PSF ' "O.C.,UNLESS INDICATED OTHERWISE.INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EXP. Expansion S.S. Stainless Steel
<br /> WASHERS @ 4-0Q
<br /> EACH OTHER WITH 10d-F NAILS @ 8"O.C.STAGGERED.REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR EXT. Exterior STD. Standard
<br /> NET WIND UPLIFT(TOP CHORD) 10 PSF REQUIRED SHEATHING AND NAILING.WHEN NOT OTHERWISE NOTED,PROVIDE GYPSUM WALLBOARD ON INTERIOR STIFF. Stiffener ,. 0 =
<br /> SURFACES AND GYPSUM SHEATHING ON EXTERIOR SURFACES ATTACHED TO ALL STUDS,TOP AND BOTTOM PLATES AND FDN. Foundation STL. Steel o 2 H
<br /> THE LOADS ABOVE SHALL BE INCREASED TO THE FOLLOWING IF THE TRUSSES MEET THE DESCRIPTION OF AN FIN. Finish STR Structural H
<br /> BLOCKING WITH SCREWS AT 8"O.C.USE 1-1/4"W 66 SCREWS FOR 1/2"GWB AND 5/8"GWB WHERE OCCURS.USE 1-1/4"W $ 0
<br /> "UNINHABITABLE ATTIC WITH LIMITED STORAGE"AS DEFINED IN FOOTNOTE]OF IBC TABLE 1607.1: 66 GALVANIZED SCREWS FOR 1/2"GWB AND 5/8"EXTERIOR GYPSUM SHEATHING,WHERE OCCURS.VERIFY THE FIRE FLR. Floor SUB. Substitute o W o W
<br /> ASSEMBLY REQUIREMENTS WHERE APPLICABLE WITH THE ARCHITECT. FRP Fiber Reinforced Polymer SYM. Symmetrical i ' a CO ♦C
<br /> BOTTOM CHORD LIVE LOAD 20 PSF-INCLUDE IN TOTAL F.S. Far Side G J G W
<br /> BOTTOM CHORD DEAD LOAD 10 PSF FT. Foot or Feet T/ Top of ° in &CO CO W
<br /> C.FLOOR AND ROOF FRAMING:PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE FTC. Footing T&B Top and Bottom
<br /> SNOW LOAD DUE TO DRIFTING AND UNBALANCED LOADS SHALL BE INCLUDED PER THE IBC. TOP CHORDS SHALL BE DF THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED.PROVIDE T&G Tongue&Groove
<br /> LUMBER.UTILIZE A MINIMUM CREEP FACTOR OF 2.0 FOR DEAD AND SUSTAINED LIVE LOADS IN DETERMINING THE TRUSS SOLID BLOCKING AT ALL BEARING POINTS. NAIL ALL MULTI-JOIST BEAMS TOGETHER WITH 10d-F NAILS @ 8°O.C. GA. Gauge TEMP. Temporary REVISIONS:
<br /> DEFLECTIONS. MAXIMUM TOTAL DEFLECTION SHALL BE LESS THAN OR EQUAL TO L1240 OF THE TOTAL SPAN AND MAXIMUM STAGGERED UNLESS OTHERWISE NOTED. GALV. Galvanized THRU Through
<br /> LIVE LOAD DEFLECTION SHALL BE LESS THAN OR EQUAL TO L/360 OF THE TOTAL SPAN. PROVIDE ADEQUATE PLIES AND/OR GL Glue Laminated T.O.C. Top of Concrete
<br /> METAL BRACKETS TO ADEQUATELY DISTRIBUTE THE BEARING PRESSURE AT THE ENDS OF THE GIRDER TRUSSES TO THE TOP D.POSITIVE CONNECTIONS:PROVIDE THE FOLLOWING SIMPSON CONNECTORS AT TYPICAL FRAMING UNLESS OTHERWISE GWB Gypsum Wall Board T.O.S. Top of Steel
<br /> PLATES OF THE BEARING WALLS SUCH THAT THE BEARING PRESSURE DOES NOT EXCEED 405 PSI. PROVIDE ADDITIONAL NOTED ON PLAN OR DETAIL.PROVIDE CCQ/ECCQ CAPS AND PBS BASES AT POSTS.PROVIDE BC BASE WHERE POST BEARS T.O.W. Top of Wall
<br /> TRUSSES(AS REQUIRED)TO CARRYALL CONCENTRATED LOADS AND MECHANICAL UNITS. ON WOOD FRAMING BELOW. PROVIDE LUS SERIES HANGERS FOR 2X FLOOR AND ROOF JOISTS.CONNECTORS SHALL BE HDG Hot Dipped Galvanized TRANS. Transverse
<br /> WOOD TRUSSES SHALL UTILIZE I.C.C.OR IAPMO UES APPROVED CONNECTOR PLATES.SUBMIT SHOP TO MATCH THE SIZE OF THE FRAMING MEMBERS BEING CONNECTED. HF Hem Fr TS Tube Steel 21 �, TT SHOP DRAWINGS AND DESIGN HGR. Hanger TYP. Typical NO. DESCRIPTION DATE
<br /> CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED HORIZ. Horizontal
<br /> DOCUMENTS SHALL BEAR THE STAMP AND SIGNATURE OF A STATE OF WASHINGTON REGISTERED PROFESSIONAL ENGINEER. • HSS Hollow Structural Section U.O.N. Unless Otherwise Noted PROJECT NUMBER
<br /> PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS,HIPS,VALLEYS,ETC.,SHOWN ON THE DRAWINGS. EXACT HT. Height 22a60
<br /> COMPOSITION OF SPECIAL HIP,VALLEY,AND INTERSECTION AREAS(USE OF GIRDER TRUSSES,JACK TRUSSES,STEP-DOWN VERT. Vertical ISSUE DATE
<br /> TRUSSES,ETC.)SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE I.D. Inside Diameter VIF Verify in Field 05.23.2022
<br /> ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. I.F. Inside Face CURRENT REVISION:
<br /> PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING, IN. Inch W. West PERMIT
<br /> 30.WOOD SHEATHING SHALL BE APA RATED,EXTERIOR GLUE;EXPOSURE 1,IN CONFORMANCE WITH THE REQUIREMENTS FOR INFO. IMo ror W/or w/ With
<br /> ANT. n
<br /> In e terior W.H.S. Welded HeadedSod SHEET NAME:
<br /> THEIR TYPE IN DOC PS-1 OR PS-2.SEE PLANS FOR THICKNESS,PANEL IDENTIFICATION INDEX AND NAILING REQUIREMENTS. Without
<br /> UNLESS OTHERWISE NOTED ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH FACE GRAIN JT. Joint WP Work Point GENERAL
<br /> PERPENDICULAR TO SUPPORTS.ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS OR W.T.S. Welded Threaded Stud STRUCTURAL
<br /> SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8"SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF K Foot WWF Welded Wire Fabric
<br /> SHEATHING.TOENAIL BLOCKING TO SUPPORTS WITH(2)10d-F NAILS AT EACH END,UNLESS OTHERWISE NOTED.AT BLOCKED KSF Kips per Square Foot NOTES
<br /> FLOOR AND ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING KSI Kips per Square Inch X SECT. Cross trong
<br /> X-STR Extra S Stron
<br /> SPACED PER PLANS. WHERE NOT NOTED OTHERWISE,NAIL PANEL EDGES WITH rid NAILS @ 6"O.C.EDGES,12'O.C.IN THE g
<br /> XXS
<br /> FIELD. TR Double Extra Strong
<br /> SHEET NUMBER
<br /> — .- S1 .1
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