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GENERAL NOTES
<br /> All design and construction shalf conform to the requirements of the International Building Code MINIMUM WOOD NAILING RE UIREMENTS• Unless otherwise noted on the drawings,typical wood (E) EXTERIOR
<br /> 2015 Edition. framing shall be fastened in conformance with
<br /> IBCTable2304.9.1 WALL SHEATHING
<br /> Contractor shall verify all levels, dimensions and existing conditions in field before proceeding wfth Joists/Rafters
<br /> (E) STUD WALL
<br /> any construction or demolition. Contractor shall notify the Architect of any discrepancies or field Joist/Rafter to pfate, sill or girder (3) 8d common toe nail NEW 3/4" � BOLTS �
<br /> changes Blocking/Bridging � z q
<br /> Bridging to joist (2) 8d common toe nail @ 8" O.C. THROUGH (E) RIMBOARD � �
<br /> Blocking between joist to top plate (3) 8d common toe nail LEDGER & (E) � �
<br /> Contractor shall provide adequate shoring and bracing of all structural members, existing � m �
<br /> construction and soil excavations as required, in a manner suitable to the work sequence. Double top plates � � � �
<br /> Temporary shoring and bracing shall not be removed until all final connections have been completed Top plate to studs (2) 16d common end nail R(MBOARD � 16d a� 6�� O�c. DECKING PER U �i
<br /> in accordance with the drawings and materials have achieved design strength. Nail together 16d common 16"o.c. face nail � I ARCHITECTURAL � �
<br /> intersections, ends (2) 16d common face nail (E) FLOOR w ��
<br /> Contractor shall be responsible for all safety precautions and the methods,techniques, sequences or Lap splices (8) 16d common face nail 2x12 HmF#2 � ai
<br /> sole DECK JOIST P E R � I SHEATHING i
<br /> procedures required to perform the work. plate I
<br /> S o l e p l a t e t o s t u d s (2) 1 6 d c o m m o n e n d n a i l o r U W ��
<br /> SUBMITTALS: Shop drawings shall be submitted to the Architect prior to any fabrication or (4}8d common toe nail PLAN (TREATED) � ~ �.
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<br /> construction for all the following: Sole plate to rim}oist/blocking 16d common 6"o.c. face nail � ���
<br /> � �i
<br /> Concrete reinforcement, embedded steel items, structura! steef, steel canopies, Studs >
<br /> glued-laminated members and pre-manufactured wood members. Built up stud posts&corners 10d common 8"o.c. face nail � � � � o
<br /> 5tuds to header (4)8d common toenail
<br /> Design drawings and cafculations,for pre-manufactured wood trusses and joists shall bear the seal �
<br /> and signature of the Washington State Registered Professional Engineer who is responsible for the BUILDING OFFICIAL INSPECTIONS � �
<br /> design, and shali be submitted to the Architect and Building official for review prior to fabrication. The folfowing recommended minimum items shall be inspected by a qualified individual provided — - -
<br /> by the Building Offieial: 2X12 HCl'lF#2
<br /> FOUNDATIQIVS -Footings bear on competent native soil per the"Foundations" section above 2x12 HmF#2 DECK
<br /> Concrete Poundations shall bear on stiff, competent, undisturbed native soiL Prior to construction -Footing reinforcement I BLOCKING (TREATED) JOISTS PER PLAN
<br /> the contractor shall obtain confirmation from the Building Official that the native soil at this project -Shear wall sill plate anchors and washers per schedule SIMPSON JBA212 � (E) FLOOR JOISTS (TREATED)
<br /> is adequate to support the following bearing pressure: -Shear wall nailing and shear clips per schedule ,
<br /> -Shearwall ho►d-downs TOP FLANGE � � PERPENDICULAR `�E�l DE�IGN I�1�
<br /> Allowable bearing pressure used for structural design = 2000 psf(assumed) OR PARALLEL TO
<br /> -Verify type, size and grade of structural steel members and bolts HANGER (OR q
<br /> Where footings must bear on structurat fill due to inadequate soil conditions,the fill shatl be mixed LSSU210 AT SKEWED � WALL DECK BEAM PER PLAN WWW.YENDES.COM
<br /> and compacted 'tn accordance with specifications provided by a Geotechnical Engineer licensed in DESIGN LOADS LEDGER) � WEATHERPROOFED SIMPSON H2.5A
<br /> the State of Washington. LIVE LOADS; Live loads are determined in acwrdance with ASCE Ch. 7 E STUD WALL ( > 1622 NE 179TH ST.
<br /> L = 40 PSF (Residential) � � SHORELWE, WA, 98155
<br /> Bottom of footing elevation shall be iocated at minimum frost depth 18" below top of finished grade NEW 2x12 DgF#2
<br /> unless required otherwise by the Building O�cial.The contractor shall confirm the minimum frost SNOW LOADS: Snow loads are determined in accordance with ASCE Ch. 7 with the following HmF#2 LEDGER PHONE (206)432-1111
<br /> depth with the Building Official prior to excavation. Factors: �
<br /> Ground Snow Load Pg = 20 psf Ct = 1.0 Ce = 1,0 (TREATED)
<br /> CONCRETE Roof Snow Load Ps = �5 psf Is = 1.0
<br /> Concrete work shall comply, in general, with ACI 3Q1 (latest edition) °Specifcations for Structural
<br /> Concrete for Buildings." WIND LOADS; Wind loads are based on ASCE 7-10 Ch. 28(Envelope Procedure)with the following �"=1'-0" � _ ' II
<br /> factors: 1"- 1-0 �
<br /> CONCRETE MIXES: Concrete mixes shall conform ACI 318 Ch, 5. Minimum concrete strength fc at Exposure Category = B Iw = 1.0
<br /> 28 days shall be as follows Velocity(3 sec) =110 mph (ult) Kzt = 1.0
<br /> Slab-on-grade, Curbs and Pads - 2000 psi Design wind pressured for determining forces on components and cladding are determined in
<br /> Footings - 2500 psi accordance with ASCE 7-�.0 Chapter 30. 6X HmF#1 COLUMN
<br /> Walls, Stems - 3000 psi (2500 psi used for structural design) '
<br /> SEISMIC LOADS: Seismic loads are based on the Equivalent Lateral Force Procedure in ASCE 7-10 PER PLAN
<br /> Water/cement ratio shall be measured by weight and shall be based on the total cementitiaus Section 12.8 with the following factors: '{2" � SONO TUB (TREATED)
<br /> material. Water/cement ratio shail be determined by the supplier based on strength requirements Risk Category = II Ss = 1.41 �
<br /> and shall not exceed 0.55. Water-reducing admixtures may be incorporated in concrete mix designs Site Class = D S1 = 0.535 SI�/IPS�IV
<br /> but shal!conform to ASTM C 464, and be used in accordance with the manufacturer's Design Category = D SDS = 0.940 DECK HANDRAIL AND CB66 COLUMN �
<br /> recommendations. CaCI and other water-soluable chloride admixtures shall not be used. R = 7 SD1 = 0.535 ATTACHEMNT PER #3 HOOPS BASE
<br /> Ie = 1.0 Cs = a,134 (utt.) 9" o.c. W/ 3
<br /> MANUFACTURER. � DECKING PER � }
<br /> RETNFORCING STEEL: SEE 7/S'I. AT TOP OF ���r�� ��� �,� �j�� ��
<br /> Deformed Bars - ASTM A 615, Grade 60 I I ARCHITECTURAL TUBE
<br /> Gaivanized Welded Wire Fabric - ASTM A 165 TYPICAL DETAILS `���TH, {�����D ���,.. {7,�''Q�
<br /> In addition to the details and schedules on the framing plans, those noted as"Typical" shatl be I I
<br /> Reinforcing steel shall be detailed in accordance with ACI 315 "'Manual of Standard Practice for used throughout the structure as applicable. I . . , . e .
<br /> Detailing Reinforced Concrete Structures." � �.. ,
<br /> Reinforcing steel shall be lapped as noted on the drawings. Where lap length is not shown,
<br /> N �- DTT2Z AT 48" o.c. TO `O � :��.
<br /> IAGONAL 2x BLKG � �. .����. � °
<br /> reinforcing bars shall be lapped as follows: � —
<br /> #5 and smaller -48 bar diameters w/ %$" DIA BOLT .--.. � �=I: =� ���� : d'� :�I=1 � � (4) #4'S VERT.
<br /> #6 and larger - 60 bar diameters � Q � '
<br /> � _ �� � � � EXTENDING 5"
<br /> Minimum concrete cover over reinforcing shall be as follows: ..; . •�.. -
<br /> Nonstructural Slab-on-grade - Mid-Depth
<br /> �, c�n '� � �-� � � INTO FQOTWG
<br /> Wall Bars: interior face - 3/4�� � � � :4� : p �b
<br /> '� ' } ` �
<br /> exposed to earth/weather - 1-1/2° (#5 and smaller) 6x HmF#2 BEAM PE 2x12 HmF#2 DECK � � :.,�,:� �
<br /> 2° (#6 and larger)
<br /> JOlSTS PER PLAN � � � � :.: �.� : .�� j' .. .� . �o: .: UNERLYING >
<br /> Foot'rngs; Bottom Bars - 3" (castagainstearth) PLAN (HIDDEN IN � ..���,.: . � : . �� � �:� ��! BEARING GR --�
<br /> (TREATED) OUND
<br /> Top Bars - 1-�/2" DECK JQIST PLANE) ,� .. ;�� ;��.a' � .. �
<br /> Side Bars - Z � 9. .� .•
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<br /> Provide supports as required for proper alignment and concrete cover around the reinforcement. �_ � —
<br /> Consult the CRSI Manual of Standard Practice MSP-1 for specific information. SIMPSON LSSU210 � —� � � I �� Z W
<br /> GROUT HANGER � O �,
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<br /> Base plate grout shall be nonshrink type with minimum fc = 8000 psi. All other nonshrink grnut RE�NFORCIN �� � � --
<br /> shall have minimum fc= 5000 psi. �I�E�I�I��I PE1� 2� IVIi�J (`�YP) ��'' pa 0
<br /> ANCHORS SCHEDUN / ��-����C�I��U�� Y � �
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<br /> se of dri led concrete ancMors, including expansion bolts and adhesive anchors, where not Q G
<br /> speci�ed in these documents shall be subject to approval by the Architect. � W �
<br /> 1"=1'-0" � �,_ , Q J
<br /> , _ �.��� 4 _ a
<br /> EXPANSIoN BOLTS: Expansion bolts in solid concrete shall be wedge-type anchors made of carbon � � Y �
<br /> steel. Bolt size, spacing and embedment iength shall be as designated in these drawings. Boits shall z =
<br /> be installed per the manufacturer's instructions with inspection per schedule. Expansion bolts shall Q � W � �
<br /> be Simpson Strong Bolt 2 or approved equal. A current TCBO or ICC Report shall be submitted for � O � � W
<br /> a�ternates. ������ (E) EXTERIOR
<br /> SIMPSON ECC WALL SHEATHWG � � �,� W � "' w
<br /> ADHESIVE ANCHORS: Adhesive or epoxy type anchors in solid concrete shall be installed per the COLUMN CAP �'i 3/4�� � A3�7 (E) STUD WALL G�" /'� � �— g � W
<br /> manufacturer's instructions. Anchor size, spacing and embedment length shall be as designated in P E R S C H E D U L E �" � j`+X, ��
<br /> t hese drawings. Adhesive shall be Simpson AT-XP. A current ICBO or ICC Report shall be submitted BOLTS TYP. �„ W�sy, ,�c,� .
<br /> for alternates. �" � (E) RIMBOARD ,� � V)
<br /> WOOD 2 ; Z W
<br /> 2x12 HmF#2 �� , ��'� I—
<br /> SAWN LUMBER: Structural sawn lumber shall be kiln dried and be of the species and grade noted 5 "l/8'! � '12" �L.B a I �,� P O
<br /> below or better: �y�� ���� �- � DECK JOIST PER �
<br /> t-- 4,�� Z
<br /> use �rade �b si o o PLAN (TREATED) � I (E) FLOOR RIM JOIST/BEAM PER PLAN
<br /> Wall Studs Stud 675 � �� J �
<br /> Plates&Planks Hem Fir#2 850 ° ° � I SHEATHING GUARDRAIL AND �
<br /> Joists&Rafters Hem Fir#2 850 �- DBL 2x BLKG w/ (2) 16d EACN END � _
<br /> 4x Beams Douglas Fir-Larch #2 900 � � �- � ATfACHMENT BY � �
<br /> MANFACTURER (NOT REQ'D AT'SIM') �
<br /> 6x Beams Douglas Fir-Larch #2 875 � �j �n o � ~ � ��� �
<br /> DTT2Z AT 48" o.c. w/ %" DIA. BOLT W
<br /> Posts Douglas Fir-Larch #2 75p � U
<br /> 2x4 T&G Decking Douglas Fir-Larch Select 1750 � � ���' A35 EACH BLOCK AT PARALLEL)OISTS �
<br /> � `�` ,� �� `' e I o NOTE: �
<br /> All lumber and plywood in contact with concrete, stucco, masonry or other cementitious materials � � � rt� � �o � �� > . � � � ROSS ENGINEERING HAS PROVIDED �
<br /> shall be treated with an E.P.A. acceptable wood preservative, such as Alkaline-Copper-Quaternary � � � �6�� ��� ^' a CALCULATIONS FOR THE EDGE � z
<br /> "ACQ"or Copper Azole "CBA"type A and B. � �
<br /> LL. Q �°Z`��..�' _ _ _ MEMBER TO SUPPORT GUARDRAIL
<br /> ' LOADS.THE GUARDRAIL
<br /> All wood connectors shall be manufactured by Simpson Strong Tie Company(or approved equal), � f10 I ��` +1 MANUFACTURER SHALL SUBMIT
<br /> and of the size and type shown on the drawings. All wood connectors in contact with � � CALCULATIQNS FOR THE
<br /> preservative-treated wood shal► be Triple Zinc G-185 galvanized (1.85 oz/sq ft coating). SIMPSON DTTZZ ' ATTACHMENT INTO OR 7HRU THE
<br /> � ° LATERAL DECK TIE � � (E} FLOOR JOISTS i`� � �' EDGE MEMBER INCLUDING THE
<br /> RATED SHEATHING: Wood structural panels shall bear the APA trademark of the American Plywood TYPICAL BRACE CONNECT(ON PL. ' SOLID BLOCK '--_J''�,,_,_� ,�1 � �-JOISTS PER PLAN FASTENERS.
<br /> Association. sheathing shau be as fouows: CONNECT EACH END OF BRACE AT DECKS ENDS AND � I WHERE REQUiRED BEAM PER PLAN i� \� (BLKG AT 24 o.c. WHERE
<br /> Shear Wall Shtg 7/16" 32/16 GD INT APA with F�cterior Glue(CDX) �/�// (�� '�/4" SIDE PLATES - DAP @ $' O.C. MAX. q I WHERE APPLICABLE � _ � JOISTS ARE PARALLEL TO
<br /> Roof Shtg 15/32" 32/16 C-D INT APA with Exterior Glue(CDX) � GUARDRAIL)
<br /> Sub Floor Shtg 3/4"48/24 T&G C-D INT APA with Exterior Glue fNTQ BRACE AT BEAM �j ,� I �� DRAWN BY R.N,R.
<br /> T�— !'—H2.5A EACH JOIST
<br /> eathing shall be orientated over the supports as shown on the drawings. Shear wall sheathing CONNECTION WHERE REQUIRED (E) STUD WALL (NOT REQ"D AT'SIM') DESIGNER
<br /> shall be blocked at all panel edges as shown in the shear wall schedute.
<br /> NEW 2x12 DgF#2 REVIEWER R.N.R.
<br /> GLUED LAMINATED MEMBERS: Glued Laminated members shall each bear an AITC identification HmF#2 LEDGER
<br /> mark and be accompanied by an AITC certificate of conformance. One coat of end sealer shall be
<br /> JOB NO. Y-17-010
<br /> applied immediately after trimming either shop or field. Members shall be Visual Graded Western (TREATED) SCALE � NONE
<br /> Species Inductrual,Architecturaf or Premium grade with strength as follows:
<br /> Symbol S ecies Fb E
<br /> � I,W ' 11 SHEET
<br /> GLB 24F-V4 DF/DF 2400/1850 psi 1,800,000 psi �
<br /> GLB 24F-V8 DF/DF �400/2400 psi 1,800,000 psi 3i4"= 1'-0" � _�_p � _� (, �
<br /> *King Beam DF/SYP 3000J3000 psi 2,300,000 psi
<br /> *King Beam is a product of Boise Cascade
<br /> STRUCTURAL NOTES �
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