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GENERAL NOTES WOOD ROSS
<br /> All design and construction shall conform to the requirements of the International Building Code SAWN LUMBER: Structural sawn lumber shall be kiln dried and be of the species and grade noted HOLD-DOWN ANCHOR SCHEDULE
<br /> 2015 Edition. below or better: WOOD FRAMING PER PLAN NEW SHEAR * • •
<br /> Use Grade Fb si PT SILL PLATE w/ANCHOR BOLTS � ! VARIES WALL PER PLAN HOLD-DOWN ANCHOR IN CONC. ANCHOR IN EP�XISTING R IN *FLOOR TO E n g i n ee ri n g
<br /> Contractor shall verify all levels, imensions and existin conditions in field before roceedin with Wall Studs Stud 675 PER SHEAR WALL SCHEDULE � i STEM WALL THICKENED SLAB FLOOR ANCHOR
<br /> d 9 P 9 � � �_ FOUNDAITON
<br /> any construction or demolition. Contractor shall notify the Architect of any discrepancies or fieid Plates&Planks Hem Fir#2 850 (2x4 OR 2x6 Pt.ATE w/%" DIA. - - v ' -
<br /> ,�
<br /> „ � ��� ^ HDU4 SB%x 24 PABS x 6"EMBED %" DIA. x8"EMBED %" DIA. �esig n
<br /> changes Joists& Rafters Hem Fir#2 850 BOLT AT 48 o.c.WHERE SHEAR
<br /> 4x Beams Dougias Fir-Larch #2 90Q WALL IS NOT INDICATED). I,U�� � VERIFY SPACING AND DIAMETER OF HDU5 SB$x 24 PABS x 6" EMBED $�� DIA. x8"EMBED %"DIA.
<br /> Contractor shall be res onsible for ail safe recautions and the methods,techni ues, sequences or 6x Beams Dou las Fir-Larch #2 875 7" MIN. EMBEDMENT. �� EXISTING CONCRETE ANCHOR BOLTS.
<br /> p �p Q g � ADD%"DIA.xS"TITEN HD AS NEEDED HDU8 SB%x 24 PAB7 x 8�" EMBED %" DIA.x12" EMBED %" DIA. I n C JOB # 18026
<br /> procedures required to perform the work. Contractor shall provide adequate shoring and bracing of Posts Douglas Fir-Larch #2 750 I ll � 50 THAT NO SPACE BETWEEN ANCHOR
<br /> all structural members, existing construction and soil excavations as required, in a manner suitable 2x4 T&G Decking Douglas Fir-Larch Select 1750 - - - � BOLTS EXCEEDS THE SPACING PER HDU11 SB 1 x 30 PA68 x 10" EMBED 1"DIA.x14" EMBED i" DIA.
<br /> to the work sequence.Temporary shoring and bracing shall not be removed until all final S SHEAR WALL SCHEDULE. PROVIDE HDU14 SB 1 x 30 PAB8 x 10" EMBED i" DIA.x16"EMBED i" oi,a. (425) 314-2373
<br /> connections have been completed in accordance with the drawings and materials have achieved All lumber and plywood in contact with concrete, stucco, masonry or other cementitious materials — P�ATE WASHERS PER SHEAR WALL
<br /> design strength. Foundations walls greater than 4 feet shall not be backfilled until the floor framing shall be treated with an E.P.A. acceptable wood preservative, such as Alkaline-Copper-Quaternary �/�� #�HORIZ.AT 12"o.c.AND(2)AT SCHEDULE NOTE 7. * THREAD ROD 36 ryan.ross@rossengineer.com
<br /> and all connections to the floor framing per these details are complete. "ACQ" or Copper Azole "CBA"type A and B. 8"THICK WALL\� TOP OF WA�L
<br /> I ANCHOR TYPE �
<br /> UNLESS NOTED � HOLD-DOWN PER PLAN �
<br /> CHANGES: No changes to these structural drawings are permitted without written consent of the All wood connectors shall be manufactured by Simpson Strong Tie Company(or approved equal), OTHERWISE #4 VERT. DOWELS AT 18"o.c. EDGE NAIUNG — �
<br /> AITERNATE HOOK AT BQTTOM TO BOT PLATE � �� .I�
<br /> Engineer. Changes wifl be billed to the client, owner or contractor at the Engineer's hourly rate. and of the size and type shown on the drawings. All wood connectors in contact with SQUASH BLKG. � � Q
<br /> preservative-treated wood shall be Triple Zinc G185 galvanized (1.85 ozJsq ft coating). Q z MATCH POST SIZE E '°�����tiSt�j�`�iS'
<br /> EXISTING FOUNDATION.CONTRACTOR �'
<br /> SUBMITTALS: Shop drawings shall be submitted to the Architect prior to any fabrication or � � . ��' �',s� .
<br /> construction for all the following: RATED SHEATHING: Wood structural panels shall bear the APA trddemark of the American Plywood m°� PERFORATED �/ SHALL VERIFY CONCRETE IS � ��° �
<br /> FOOTING PER PLAN / �/ REINFORCED AND IN ADEQUATE ' '
<br /> Structural steel, steel canopies, glued-laminated members and pre-manufactured wood Association. Sheathing shall be as follows: FTG. DRAIN � _ " �
<br /> , ��%� C O N D I T I O N F O R l O A D B E A R I N G, I E. o
<br /> members. Shear Wal) Shtg 7/1b" 32/16 GD INT APA with Exterior Glue(CDX) CON T. ���� FREE OF RUST,SPALLING AND CRACKS m 'i��/ A N C H O R P E R �� � '
<br /> Roo f S h t g 1 5/3 2" 3 2/1 6 C-D I N T A P A wi t h Ex terior G lue (C D X) L A R G E R T H A N H A I R L I N E C R A C K S. � ��j\ S C H E D U L E � � 4���+� �
<br /> Design drawings and calculations, for pre-manufactured wood trusses and joists shall bear the seal Sub Ftoor Shtg 3/4" 48/24 T&G C-D INT APA with Exterior Gtue w �� � � ��+.
<br /> and signature of the Washington State Registered Professional Engineer who is responsible for the Sheathing shall be orientated over the supports as shown on the drawings. Shear wall sheathing ADD#4 x 48 1 �s����``�'�y
<br /> design, and shall be submitted to the Architect and Building official for review prior to fabrication. shall be blocked at all panel edges as shown in the shear wall schedule. / / "
<br /> � ` AT EACH ANCHOR I
<br /> ���\ ELECTRONIC COPY
<br /> FOUNDATIONS GLUED LAMINATED MEMBERS: Glued Laminated members shall each bear an AITC identification m u ���/ — s ORIGINALf50N FILE
<br /> Concre te foun da tions s ha l l bear on s ti ff, compe ten t, un dis turbe d na tive soil. Prior to construction, mark and be accompanied by an AITC certificate of conformance. One coat of end sealer shall be AT ROSS ENGINEERItVG
<br /> the contractor shall obtain confirmation from the Building Official that the native soil at this project applied immediately after trimming either shop or field. Members shall be Visual Graded Western
<br /> Species Inductrual, Architectural or Premium grade with strength as follows: � r o y y �
<br /> is ade uate to su ort the followin bearing pressure: �w � �;==��� �,� � � ���
<br /> 3 ZUEyHamo �yco`
<br /> Allowable bearing pressure used forstructural design = 2000 psf(assumed) S-ymbol Spec�es Fb E TYPICAL CONCRETE FCJUNDATION WALL 1 SHEAR WALL AT EXISTING FOUNDATION 2 TYPICAL HDU HOLD-DOWN ANCHORS �>��D � �= .L � �a
<br /> GLB 24F-V4 DF/DF 2400/1850 p51 1,800,000 pS1 ��z ��� a v Tn� �L v E�y= .
<br /> GLB 24F-V8 DF/DF 2400/2400 psi 1,800,000 psi =o���.��� Q g ��o s�_��
<br /> Where footings must bear on structural fill due to inadequate soil conditions, the fill shall be mixed ��m ;��� � E y o L=���E z
<br /> �Z Q$� N .. �
<br /> and compacted in accordance with specifications provided by a Geotechnical Engineer licensed in >W�,��, �._ „� ��o �� �= o =
<br /> ENGINEERED COMPOSITE LUMBER: Engineered Composite Lumber shall be manufactured by , g�,� � �o � � ` ;,��,� _ � � o �
<br /> the State of Washington. , SIMPSON CS16 ��o o��°o � � _ __ 3 _°� N
<br /> SUBFLOOR o� �� y� na�mON�
<br /> Trus-Joist, Boise Cascade or approved equal and shall have the foflowing minimum strength (based i 24� w�n a m �, �a �
<br /> „ WITH(20)16d PERPLAN ��a " �' g�� � ��' o� E � °'
<br /> Bottom of footing elevation shall be located at minimum frost depth 18" below top of finished grade on 12 member depth): _ _ J TO RIM 101ST BEAM PER PLAN �a o
<br /> unless required otherwise by the Building Official.The contractor shall Confirm the minimum frost S y m b o l F b E 2 4�� _- (8) 1 6 d E A C H S I D E (8)1 6 d E A C H S I D E
<br /> depth with the Building Official prior to excavation. PSL 2900 psi 2,000,000 psi OF SPLICE(16 TOTAL) OF SPLICE(16 TOTAL)
<br /> LVL 2600 psi 2,000,000 psi
<br /> CONCRETE LSL 1700 psi 1,300,000 p5i TOP PLATES � �_
<br /> Versa-Lam (13/-2%$") 2800 psi 2,000,000 psi '
<br /> Concrete work shall comp�y, in general, with ACI 301 (latest edition) "Specifications for Structural VersalLam (3�" &wider) 3100 psi 2,000,000 psi 4'-0"MIN
<br /> Concrete for Buildings.°
<br /> PREMANUFACTURED OPEN WEB WOOD TRUSSES: Trusses shall be design by a Structural Engineer �
<br /> CONCRETE MIXES: Concrete mixes shall conform ACI 318 Ch. 5. Minimum concrete strength fc at licensed in the State of Washington, who is regularly engaged in the design of plate-connected x
<br /> 28 days shall be as follows: wood trusses.Truss design shall be accordance with IBC Section 2303.4. Trusses shall be designed
<br /> Slab-on-grade, Curbs and Pads - 2500 psi for 10 psf top chord dead load plus 5 psf bottom chord dead load (15 psf tota�). In addition to dead u SIMPSON CS16 WITH (20)
<br /> Footings - 2500 psi loads the desi n shall include the live, wind snow and snow drift loads as identified in the "Desi n TYP.WALL �
<br /> ' 9 ' 9 � REINf. ^ 16d TO DBL.TOP PLATE
<br /> Walls, Stems - 3000 psi (2500 psi used for structural design) Loads"section of these drawings. In addition, the truss design shall include concentrated and axial � Z4��
<br /> loads shown on framing plans and hanger schedules in these drawings.Trusses shall be designed �
<br /> Water/cement ratio shall be measured by weight and shall be based on the total cementitious for wind net uplift of 10 psf unless otherwise noted on the drawings. 24�� __ STUD AT EACH SIDE.
<br /> materia►. Water/cement ratio shall be determined by the supplier based on strength requirements SHIM AS NEEDED. �
<br /> and shall not exceed 0.55. Water-reducing admixtures may be incorporated in concrete mix designs Trusses shall be fabricated by a manufacturer who is a member of the Truss Plate Institute.Trusses STUDS
<br /> but shall conform to ASTM C 464,and be used in accordance with the manufacturer's shall be supplied with the proper hangers,end connections, bridging, bracing to provide lateral
<br /> recommendations. CaCI and other water-soluable chloride admixtures shall not be used. stability of all truss members, and tie-down connections to beams and tops of walls. Trusses shall POST PER PLAN
<br /> be supplied with tapered hardwood shimming so that every chord bears on the full width of every NOTES: �
<br /> REINFORCING STEEL: All reinforcing shatl be deformed bar(rebar)with bar diameters specified in support, without notching the truss members.The truss manufacturer is responsible for ensuring 1. USE THIS DETAII AT ALL LOCATIONS WHERE �
<br /> these drawings and properties below: the bearing seat does not exceed the sill plate capacity of the supporting element. NOTES: BEAM W1DTH EXCEEDS 3i�"AND/OR BEAM
<br /> All reinforcing unless noted otherwise - ASTM A615, Grade 60 SEE STRUCTURAL NOTES FOR TYPICAL TOP BOTTOM BEARING IS BELOW DOUBLE TOP �
<br /> #3 stirrups and ties - ASTM A615, Grade 40 PREMANUFACTURED WOOD I-JOIST: Shall be fabricated by Truss-Joist or Boise Cascade. _ _ PLATE NAILING NOT SHOWN PLATES. � '
<br /> Welded rebar - ASTM A706, Grade 60 Alternative manufactures must be approved by the Architect or Engineer. Joists shall be installed 2. EXTEND BEAMS FOR 5-1/2"BEARING ON 2x6 Q
<br /> Galvanized Welded Wire Fabric - ASTM A165 according to the manufactures instructions including blocking, web stiffeners, bridging, etc. Fasten WALLS,3-1/2" BEARING ON 2x4 WALLS. � �
<br /> joists to supports as recommended by the joist and hanger manufacturer. Provide temporary AIT. HOOK
<br /> Reinforcing steel shall be detailed in accordance with ACI 315 "Manual of Standard Practice for bracing as recommended by the manufacturer to hold joists in place until permanently secured, Cut � �
<br /> Detailing Reinforced Concrete Structures." openings in joist webs only as allowed by the manufacturer. �
<br /> TYPICAL CONC. WALL CORNER REINFORCING 4 TYPICAL TOP PLATE SPLICE �j TYPICAL PLATE STRAP AT BEAMS 6 w
<br /> Reinforcing steel shall be lapped as noted on the drawings. Where lap length is not shown, MINIMUM WOOD NAILING REQUIREMENTS: Unless otherwise noted on the drawings, typical wood W �
<br /> reinforcing bars shall be lapped as follows: framing shall be fastened in conformance with � � W
<br /> #5 and smaller -48 bar diameters IBC Table 2304.9.1
<br /> #6 and larger - 60 bar diameters Joists/Rafters Z W
<br /> Joist/Rafter to plate, sill or girder (3) 8d common toe nail DIAPHRAGM NAILING SCHEDULE BEAM/GIRDER `
<br /> Minimum concrete cover over reinforcing shall be as follows: Blocking/Bridging SOLID BLKG MATCH WHERE � W W
<br /> Nonstructural Slab-on-grade - Mid-Depth NAiL SPACING NAIL SPACING AT NOTES: WIDTH OF BEAM/GIRDER
<br /> Bridging to joist (2) 8d common toe nail THIS DETAIL APPLIES AT ALL POST APPLICABLE � �
<br /> Wall Bars: interior face - 3/4" Blockin between oist to to late 3 8d common toe nail AT BOUNDARIES INTERMEDIATE NAIL SPACING POST PER P�,4N � -
<br /> 9 ) P P t ) �� �� AND HOLD-DOWNS AT ALL
<br /> ex osed to earth/weather - 1-1/2 (#5 and smaller BLKG SIZE OF AND OTHER FRAMING AT BLOCKED I CRIPPLE STUDS AT Z
<br /> P �� ) Double top plates LOCATION SHEATHING REQD NAIL PANEL EDGES MEMBERS PANEL JOINTS LEVELS HOLD-DOWN PER 16"O.C.WHERE APPLICABLE � w
<br /> 2 (#6 and larger) Top plate to studs (2) 16d common end nail t W �
<br /> Footings: Bottom Bars - 3" (cast against earth) Nail together 16d common 16"o.c. face nail ROOF SEE STRUCT NO 10d 6"OC 12"OC 6"OC � APPNICABLEE TOP PLATES � �/ Q
<br /> Top Bars - 1-1/2" intersections, ends (2) 16d common face nail ADD SOIID BLKG. � �
<br /> Side Bars - 2" SUB-FLR NOTES NO lOd&GLUE 6"OC 12"OC 6"OC MATCHING WIDTH AND
<br /> Lap splices (8) 16d common face nail � � W
<br /> DIAPHRAGM NOTES DEPTH OF POST ABOVE. (
<br /> q p p Sole fSole late to studs (2) 16d common end nail or 1, ALL DIAPHRAGM SHEATHING IS TO BE STAGGERED IN THE DIRECTION OF THE PLYWOOD SPAN PER I �
<br /> P
<br /> Provide supports as re uired for ro er alignment and concrete cover around the reinforcement. p DIAPHRAGM DETAIL � � �
<br /> Consult the CRSI Manual of Standard Practice MSP-1 for specific information. (4) 8d common toe nail 2, PROVIDE BOUNDARY NAILING CONTINUOUS AROUND THE ENTIRE PERIMETER OF THE DIAPHRAGM Q ��w U
<br /> Sole plate to rim joist/blocking 16d common 6" o.c. face nail 3. NAILS SHALL BE COMMON OR GALVANIZED BOX - - - - - v� �
<br /> ANCHORS Studs 4. ALL FRAMING MEMBERS SHALL BE 2x MINIMUM NOMINAL WIDTH ! NAIL STUD TO HEADER Q � �
<br /> Use of drilled concrete anchors, includin ex ansion bolts and adhesive anchors where not Built up stud posts&corners 10d common 8" o.c. face nail TYPICAL CONTINUOUS � w/(8) 16 d�
<br /> 9 P � BLOCKED DIAPHRAGM (V
<br /> specified in these documents shall be subject to approval by the Architect. Studs to header (4) 8d common toenail WHERE INDICATED PANEL101NT � W N
<br /> p 9 rip BUILDING OFFICIAL INSPECTIONS W N ,
<br /> EXPANSION BOLTS: Ex ansion bolts in solid concrete shall be wed e- e anchors made of carbon ���� —��;-��-�—•:�• — �• RIM JOtST PER PLAN _ _ _ STUD(S) PER PLAN >
<br /> steel. Bolt size, spacing and embedment length shall be as designated in these drawings. Bolts shall The following recommended minimum items shall be inspected by a qualified individual provided n t� t� � n u rI r � FULL HEIGHT �
<br /> be installed per the manufacturer's instructions with inspection per schedule. Expansion bolts shall b the Buildin Official: BOUNDARY •� fl n fl u tl � �1 e TO TOP PIATES
<br /> Y 9 � FLOOR FRAMING
<br /> be Simpson Strong Bolt 2 or approved equal. A current ICBO or ICC Report shall be submitted for -Footings bear on competent native soil per the "Foundations" section above NAIUNG . �'� � �
<br /> alternates. -Footing reinforcement I� 1C Ij � � li U FLOOR PER PIAN ! APPLICABLE �
<br /> n tI M TOP PLATE � � BOTH SIDES WHERE m
<br /> ADHESIVE ANCHORS: Adhesive or e o -Shear wall sill plate anchors and washers per schedule BLOCKED CONTINUOUS -i �a u "OTHER" PANEL i HEADER PER PLAN
<br /> p xy type anchors in solid concrete shall be installed per the PANEL101NT �, � � � �� !
<br /> manufacturer's instructions. Anchor size, spacing and embedment length shall be as designated in -Shear wall nailing and shear clips per sChedule N H tI f� �I M EDGE NAILING I '
<br /> -Shear wall hold-downs U U � TRIM STUDS(TRIMMERS)
<br /> these drawings. Adhesive shall be Simpson AT-XP. A current ICBO or ICC Report shall be submitted INTERMEDIATE 101ST/TRUSS CONCRETE WALL � PER POST PLAN
<br /> for alternates. -Verify type, size and grade of structural steel members and bolts �
<br /> NAILIIVG BELOW WHERE I E POST PER PLAN
<br /> DESIGN LOADS DIAPHRAGM DEfAIL APPLICABLE
<br /> STRUCTURAL STEEL LIVE LOADS: Live loads are determined in accordance with ASCE Ch. 7
<br /> STEEL MATERIALS L = 40 PSF(Residential) � o
<br /> Structural Steel Grade 50,ASTM A-992, ASTM A-572 TYPICAL DIAPHRAGM NAILING 7 TYPICAL POST BLOCKING $ TYPICAL HEADER DETAIL �' �
<br /> Connection material,embedded items, ASTM A-36 SNOW LOADS: Snow loads are determined in accordance with ASCE Ch. 7 with the following ��
<br /> channels, angles, plates, misc. �
<br /> Structural Tubes ASTM A-500, Grade B Factors:
<br /> Structural Bolts ASTM A-325-N, A-325-SC,A-490-N,A490-C Ground Snow Load Pg = 20 psf Ct = 1.0 Ce = 1.0 �
<br /> Threaded Anchor Rods ASTM F-1554, Grade 55 Roof Snow Load Ps = 25 psf Is = 1.0
<br /> Welding Electrodes 70 KSI Low Hydrogen WIND LOADS: Wind loads are based on ASCE 7-10 Ch. 28 (Envelope Procedure)with the following
<br /> FABRICATION AND ERECTION shall conform to the requirements of the IBC chapter 22. All factors:
<br /> members are to be erected with natural camper upward. Substitution of inember sizes or steel Exposure Category = C Iw = 1.0
<br /> Velocity(3 sec) =110 mph (ult) Kzt = 1.�
<br /> grade will not be allowed without prior approval of the Architect. All bolted connections are to be Design wind pressured for determining forces on components and cladding are determined in o
<br /> ASTM A-325 or A-490 unless otherwise noted.The Contractor shall be responsible for all erection accordance with ASCE 7-10 Chapter 30. iis u� �iI il! Itl I�I Z
<br /> aids and joint preparations that include, but not limited to, erections angles, lift holes and other �
<br /> aids, welding procedures, required root openings, root face dimensions, groove angles, backing SEISMIC LOADS: Seismic loads are based on the Equivalent Lateral Force Procedure in ASCE 7-10 - - T1 — r � IT
<br /> bars, copes, surface roughness values and unequal parts. Section 12.8 with the following factors: '�� �'� � �'� �I' -
<br /> �
<br /> WELDING: All welding shall be in conformance with AISC and AWS Standards, and shall be Risk Category = II Ss = 1.29 •�� �� � � ��� FILE/NO. 170811
<br /> rformed b AWS-WABO certivied welders usin 70 KSI electrodes and low h dro en rocesses. Site Class = D S1 = 0.489 APPLY PANEI EDGE NAILING TO ,i �� �� DATE
<br /> � y 9 Y 9 p Design Category = D SDS = 0.857 ALL EDGES Of OPENINGS
<br /> Only welds that are prequalified, as defined by AWS, or qualified testing shatl be used. Shop WITHIN THE PERFORATED �
<br /> R = 6.5 (wood shear wall) SD1 = 0.493 SHEARWALL DESIGNED BY TL
<br /> drawings shall show all welding with AWS A2.4 symbols. Welds shown on the drawings are Ie = 1.0 Cs = 0.132 (ult.) •�` �•�; '�•� ��•
<br /> minimum sized based on plate thickness. Minimum weld size shalt be 3/16 inch, unless noted .I i i I. •I i i I, DRAWN BY TL& RM
<br /> otherwise. The welds shown are for the final connections. Field weld symbols are shown where the s� . ��w
<br /> field weld is re uired b the structural desi n. Where field weld is not indicated,the Contractor is '�i i�i, ,I I ii APPLYALLSHEATHING, CHECKED BY TL
<br /> Q Y 9 .�� i�, ,'� FRAMING,NAlL1NG AND
<br /> responsible for determining if a weld should be shop-or field-welded in order to facilitate the ANCHOR REQUIREMENTS
<br /> structural steel eredion, PER SCHED TO FULL LENGTH
<br /> I I�� � I I OF PERFORATED SHEET:
<br /> BASE PLATE GROUT: ��� (��� � ��I I I I SHEARWALL,INCLUDING
<br /> CS16 STRAP ABOVE '1 I �•I 0 ��• �I. SECTIONS OF WALL ABOVE
<br /> I I I AND BELOW OPENINGS.
<br /> BdS2 pldt2 CJ�OUt SIIaII b2 IlOf15I1CIt1K typ2 WItII ITllllll'T1U(ll FC = HOOO p51. AND BELOW OPENING FULL •I I ��f I ! I � ��'
<br /> TYPICAL DETAILS IENGTH OF PERFORATED �� �((� ' �i I I I
<br /> SHEAR WALL.PROVIDE 2x BLKG. • • �
<br /> In addition to the details and schedules on the framing plans, those noted as ��Typical�� shall be BETWEEN STUDS EACH SIDE OF , -,— �,�.L —,-��— ,11�.1.,—,- ,
<br /> used throughout the structure as applicable. oPE"i"�
<br /> C���� �� ��ERETT�
<br /> �EV9��E� ���� ����v�l`�
<br /> STRUCTURAL NOTES SHEAR WALL WITH STRAPS 10 11 12 PRINTDATE 03/ 12/2018
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