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Structural edited (S Sheets)GENERAL STRUCTURAL NOTES: CRITERIA: 1.1 All Materials, workmanship, design, and construction shall conform to the drawings, specifications, and the International Building Code (IBC), 2015 Edition 1.2 Design Loading Criteria The Design Loading of the Structure is as follows: Live Loads (in accordance with IBC Table 1607.1) Occupancy or Use Uniform Live Load Concentrated Live Load Notes Floor, Residential 40-psf - Balconies & Decks 60-psf - 1.5 x Occupancy Load Uninhabitable attic, with storage 20-psf - Concurrent with Snow Loads Unihabitable attic, without storage 10-psf - Non -concurrent with Snow Loads Handrails and Guards - 200-lbs Any point, any direction (ASCE 7-10, Section 4.5.1) Wind Design Data ASCE 7-10, Chapter 28: Simplified Envelope Procedure Ultimate Design Wind Speed (3-sec gust), V,,It Nominal Wind Speed, Vasd 110-mph 85-mph Risk Catagory II Wind Exposure B Internal Pressure Coefficient N/A Exterior Components and Cladding 25-psf Topographical Factor, KZt 1.00 Snow Loads (ASCE 7-10, Chapter 7) Ground Snow Load, P9 25-psf Flat Roof Snow Load, Pf = 0.7 Ce Ct IS Pg 25-psf * Snow Exposure Factor, Ce 1.0 * Snow Load Importance Factor, IS 1.0 * Thermal Factor, Ct 1.2 See Drawings for Additional Loading Criteria. Seismic Design Data ASCE 7-10, Section 12.8: Equivalent Lateral Force Procedure Risk Catagory II Seismic Importance Factor, le 1.0 Mapped Spect. Accel., Short Period, Ss Mapped Spect. Accel., 1-Sec, S1 1.264 0.495 Site Class D Spectral Response Coeff., Short Period, SIDS Spectral Response Coeff., 1-Sec, SD1 0.842 0.497 Seismic Design Catagory D Basic Seismic -Force -Resistance System Ply. Shear Walls Response Modification Factor, R 6.5 Seismic Response Coefficient, Cs Design Base Shear, V 0.13 45.92 kips 1.3 Structural Drawings shall be used in conjunction with all other project documents for bidding and construction. Contractor shall verify dimensions and conditions for compatibility and shall notify architect of all discrepancies prior to construction. 1.4 Contractor shall provide Temporary Bracing for the structure and structural components until all final connections have been completed in accordance with the drawings. 1.5 Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the work. 1.6 Contractor -initiated changes shall be submitted in writing to the Architect and Structural Engineer for approval prior to fabrication or construction. Changes shown on shop drawings only will not satisfy this requirement. 1.7 Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used, subject to review and approval by the Architect and the Structural Engineer. 1.8 All structural systems composed of components to be field erected shall be supervised by the Supplier during manufacturing, delivery, handling, storage and erection in accordance with instructions prepared by the Supplier. GEOTECHNICAL: 2.1 Allowable Soil Pressure, Lateral Earth Pressure, and Soil Profile Type are assumed and therefore must be verified. If soils are found to be other than assumed, notify the Structural Engineer for possible foundation redesign. Footings shall bear on firm, undisturbed earth at least 18" below adjacent finished grade. Unless otherwise noted, footings shall be centered below columns or walls above. Backfill behind all retaining walls with free draining, granular fill and provide for subsurface drainage. Geotechnical Properties Soil Site Class D Allowable Soil Bearing Pressure 2500-psf Active Lateral Earth Pressure (Restrained) 60-pcf Active Lateral Earth Pressure (Unrestrained) 35-pcf Seismic Lateral Earth Pressure 6H-psf Passive Lateral Earth Pressure 300-pcf Base Friction Coefficient 0.35 CONCRETE: 3.1 Concrete shall be mixed, proportioned, conveyed and placed in accordance with IBC Chapter 19 and ACI 318-14. Mix shall be proportioned to produce a slump of 5" or less. All concrete with surfaces exposed to standing water shall be air -entrained with an air -content conforming to ACI 318-14 Table 4.2.1. Concrete Strength, based on IBC Section 1904.1, shall be as follows: Type or Location of Concrete Construction (Moderate Exposure) Min. 28-Day Compressive Strength, f'c Interior Slabs -on -Grade 2500-psi Footings, Basement Walls, Foundation/Stem Walls 3000-psil 1 Specified compressive strength (f'�) specifications address serviceability requirements. Design strength of concrete is 2500-psi, therefore, strength tests are not required. Provided concrete mix tickets verifying strength specifications. 3.2 Reinforcing Steel shall conform to ASTM A615-12 and the following: Bar Size Steel Grade #5 bar and larger Grade 60, fy = 60,000-psi #4 bar and smaller Grade 40, fy = 40,000-psi Welded Wire Fabric shall conform to ASTM A1064-15 3.3 Reinforcing Steel shall be detailed (including hooks and bends) in accordance with ACI 318-14. Lap all continuous reinforcement (#5 and smaller) 40 bar diameters or 2'-0" minimum. Provide corner bars at all wall and footing intersections. Lap corner bars (#5 and smaller) 40 bar diameters or 2'-0" minimum. Laps of larger bars shall be made in accordance with ACI 318-14, Class B. Lap adjacent mats of welded wire fabric a minimum of 8" at sides and ends. No bars partially embedded in hardened concrete shall be field bent unless otherwise noted on the drawings or approved by the structural engineer. 3.4 Concrete Protection (cover) for Reinforcing Steel shall be as follows: Condition Clear Cover Footings and Unformed Surfaces cast against and permanently exposed to Earth Y Formed Surfaces exposed to Earth or Weather (#6 bars or larger) 2" Formed Surfaces exposed to Earth or Weather (#5 bars or smaller) %" Slabs and Walls, interior face (#11 bars and smaller) %4 Column Ties or Spirals and Beam Stirrups 1%z" WOOD: 6.1 Framing Lumber shall be kiln dried or MC-19, and graded and marked in conformance with WCLB Standard Grading Rules for West Coast Lumber No. 17 Unless otherwise noted, furnish to the following minimum standards: Member Use Size Species Grade Studs 2x, 3x Hem -Fir or SPF STUD Joists/Rafters 2x, 3x Hem -Fir No. 2 Plates/Misc. 2x, 3x Hem -Fir No. 2 Beams 4x Douglas Fir -Larch No. 2 Posts 4x Douglas Fir -Larch No. 2 Timber, Beams 6x & Larger Douglas Fir -Larch No. 2 Timber, Posts 6x & Larger Douglas Fir -Larch No. 2 6.2 Glued Laminated Members shall be fabricated in conformance with ASTM and AITC Standards. Each member shall bear an AITC Identification Mark and shall be accompanied by an AITC certificate of conformance. Furnish to the following minimum standards: Member Use Combination Species Fbx+ Fbx- Fc-Lx Fvx Ex Beams 24F-V4 DF/DF 2400-psi 1850-psi 650-psi 265-psi 1800-ksi Camber all glulam beams to 3,500' radius, unless otherwise noted. Glued laminated members exposed to weather or moisture shall be treated with an approved preservative. 6.3 Engineered Wood shown on the drawings are based on product manufactured by Weyerhaeuser in accordance with ICC Report No. ES ESR-1387. Alternate manufacturers may be used subject to review and approval by the Architect and Structural Engineer. All hangers and other hardware not shown shall be designed and supplied by the Joist Manufacturer. Each piece shall bear a stamp or stamps noting the name and plant number of the manufacturer, the grade, the ICC report number, and the quality control agency. Furnish to the following minimum standards: Member Use Product Fb Fc1 Fv E Beams 1.55E Laminated Strand Lumber (LSL) 2325-psi 800-psi 310-psi 1550-ksi Beams 2.0E Laminated Veneer Lumber (LVL) 2600-psi 750-psi 285-psi 2000-ksi Beams 2.0E Parallel Strand Lumber (PSL) 2900-psi 750-psi 290-psi 2000-ksi Rim Boards Laminated Strand Lumber (LSL) 1700-psi 680-psi 400-psi 1300-ksi 6.4 Engineered Wood I -Joists shown on the drawings are based on joists manufactured by Weyerhaeuser in accordance with ICC Report No. ES ESR-1153. Alternate Engineered Wood I -Joists manufacturers may be used subject to review and approval by the Architect and Structural Engineer. 6.5 Prefabricated Connector Plate Wood Trusses shall be designed by the manufacturer in accordance with TPI 1-2007 for the spans and conditions shown on the drawings. Wood trusses shall utilize approved connector plates (MITEK, ITW or other approved Truss Plate Manufacturer). Unless otherwise noted, loading shall be as follows: Roof Truss Design Loading Member Uniform Load Top Chord Snow Load 25-psf Top Chord Wind Load (Uplift) 15-psf Top Chord Dead Load 7-psf Bottom Chord Live Load 10-psf Bottom Chord Dead Load 5-psf Submit shop drawings and design calculations prior to fabrication. Submitted documents shall bear the stamp and signature of a registered Professional Engineer, State of Washington. Truss design drawings shall include, at a minimum, the following: A. Slope or Depth, Span and Spacing B. Location of all Joints and Support Locations C. Number of Plies if greater than one D. Required Bearing Widths E. Design Loads and Locations: Include Top and Bottom Chord Live and Dead Loads, Girder Loads, and Environmental Loads (Seismic, Wind, Snow, etc.) F. Other Lateral Loads, including Drag Strut Loads G. Adjustments to Wood and Metal Connector Plate Design Value for Conditions of Use H. Maximum Reaction Force and Direction (including Maximum Uplift) I. Metal -Connector -Plate Type, Size, Thickness, and Location J. Size Species and Grade for each Member K. Truss -to -Truss Connections and Truss Field Assembly Requirements L. Calculated Span -to -Deflection Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads M. Maximum Axial Tension and Compression Forces in each Truss Member N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used O. Placement Layout including Bearing Points, Intersections, Hips, Valleys, etc. P. Truss -to -Truss and Truss -to -Beam Connection Details and Hardware 6.6 Roof, Floor & Wall Sheathing shall be APA Rated, Exterior or Exposure 1 Plywood or OSB manufactured under the provisions of Voluntary Product Standards DOC PS-1 or DOC PS-2, or APA PRP-108 Performance Standards and Policies for Structural Use Panels. See Drawings for thickness, span rating, and nailing requirements. Unless otherwise noted, wall sheathing shall be'/z" (nominal) with Span Rating of 24/0. Glue floor sheathing to all supporting members with adhesive conforming to APA Specification AFG-01. 6.7 Wood members shall be protected against decay and termites in accordance with IBC Section 2304.12. Where required, members shall be naturally durable species or shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA U1. Members shall be clearly labeled. 6.8 Timber Connectors shall be "Strong -Tie" by Simpson Company, as specified in their current catalog. Provide number and size of fasteners as specified by manufacturer. Connectors shall be installed in accordance with the manufacturer's instructions. Where connector straps connect two members, center strap on joint and provide number and size of fasteners as specified by manufacturer, with equal number and size of fasteners in each member. Alternate hardware manufacturers, such as USP Connectors, may be substituted for items shown provided they have ICC approval for equal or greater load capacities. All joist hangers and other hardware shall be compatible in size with specified framing members. See Hanger Conversion Table for pre -approved hanger substitutions. Timber Connectors and their fasteners shall be protected from corrosion in accordance with manufacturer's recommendation and AWPA U1. 6.9 Dowel -Type Fasteners (Bolts, Lag Screws, Wood Screws and Nails) shall conform to Sections 11 and 12 of the ANSI/AWC NDS-2015. Dowel Type Fastener Grade Installation Bolts ASTM A307 ANSI/AWC NDS-2015 Section 12.1.3 Hole = Bolt 0 + 0/32" to 1/16") Washer @ Bolt Head and @ Nut AII-Thread/Thread ed Rod ASTM F1554 ANSI/AWC NDS-2015 Section 12.1.3 Hole = Rod O + 0/32" to 1/16") Washer @ Each Nut Lag Screws ASTM A307 ANSI/AWC NDS-2015 Section 12.1.4 Lead Hole = 0.5 x Shank O; Shank Hole = Shank O Washer @ Lag Head Wood Screws ANSI/AWC NDS-2015 Section 12.1.5 Pilot Hole = 0.75 x Root O (Unless Self -Boring) Nails ASTM F1667 ANSI/AWC NDS-2015 Section 12.1.6 Avoid Overdriving or Underdriving; Avoid Wood Splitting Toenails 30°, 1/3 Nail Length from Joint Nails specified on the drawings shall be as follows: Nail Use Penny Weight Grade Framing Nails 12d Box 0.131"0 x 3%4" Sheathing Nails 8d Common 0.131"0 x 2%z" 6.10 All Metal Fasteners shall be protected from corrosion in accordance with AWPA U1. WOOD (Continued): 6.11 Wood Framing Notes: The following apply unless otherwise noted on the drawings: A. All wood framing details shall be constructed to the minimum standards of the IBC. Nailing not specified on the drawings shall conform to IBC Table 2304.10.1 or ICC ES ESR-1539. Coordinate the size and location of all openings with Mechanical and Architectural Drawings. B. Wall Framing: Stud wall size and spacing shall be in accordance with the plan notes. Two studs minimum shall be provided at the ends of all walls, at each side of all openings, and at the ends of all beams and headers. All stud bearing walls on wood framing shall have their lower wood plates attached to framing or concrete below per P1-6 of the shear wall schedule. C. Individual members of Built -Up stud posts shall be nailed to each other with framing nails @ 12"oc, staggered. Individual members of Built -Up joist beams shall be nailed to each other with framing nails @ 12"oc, staggered. D. Solid blocking for wood columns shall be provided through floors to supports below. E. Floor and Roof Framing: Provide solid blocking at all bearing points. Toenail joists to supports with two framing nails. Attach timber joists to flush headers or beams with metal joist hangers in accordance with notes above. F. Roof and floor sheathing shall be laid up with grain perpendicular to supports and nailed per plan notes. Allow 1 /8" spacing at all panel edges and ends of floor and roof sheathing. Provide approved panel edge clips centered between joists/trusses at unblocked roof sheathing edges. All floor sheathing edges shall have approved tongue -and -groove joints. Toenail blocking to supports with framing nails @ 12"oc. At blocked floor and roof diaphragms, provide flat 2x blocking at all unframed panel edges and nail with edge nailing specified. QUALITY ASSURANCE: 7.1 Standard inspections shall be in accordance with IBC Section 110. Special Inspection shall be in accordance with IBC Section 1704. 7.2 Structural Observation is not required. Hanger Conversion Table TYPE SIMPSON STRONG -TIE PRODUCT # USP CONNECTORS PRODUCT # HOLDOWN HDU2-SDS5.5 PHD2A HOLDOWN HDU4-SDS5.5 PHD4A HOLDOWN HDU5-SDS5.5 PHD5A HOLDOWN HDU8-SDS5.5 PHD8 HOLDOWN STHD14 STAD14 HOLDOWN STHD14RJ STAD14RJ HOLDOWN DTT1Z LTS 19-TZ w/ 1 "x1 "x/4" PLATE WASHER (TO ACCOMMODATE %" LAG SCREW) STRAP MST48 KST248 STRAP ST2215 KST216 STRAP ST6224 KST224 STRAP CS16 RS150 STRAP MASA/MASAP FA4 STRAP CMSTC16 CMSTC16 TIES LGT2 LUGT2 TIES LTP4 MP4F TIES LTP5 MP6F TIES A34 MP34 TIES A35 MPA1 TIES H1 RT15 TIES H2.5 RT7 TIES H2.5A RT7A POST CAP LPCxZ PBxx-6TZ POST CAP LCE4 PBES74 POST CAP EPCxx EPCMxx POST CAP CCQxxSDS5.5 KCCQxx POST CAP ECCQxxSDS5.5 KECCQxx POST CAP ACx PBSxx POST BASE PBxx WExx POST BASE ABUxx PAUxx POST BASE ABAxx PAxxE DRAG STRUT HTS30C HTW30C DRAG STRUT HTS30 HTW30 DRAG STRUT DSC5 DSC4 HANGER LUSxx JUSxx HANGER IUSxx THFxx HANGER ITTxx THOxx HANGER HUxx / HUCxx HDxx / HDxxIF HANGER MIUxx THFxx HANGER HUSxx HUSxx RESUB Jul 27 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT .. w O N 04 O Q Q O 1 I� a Q w Z J u7 r �l 11/12/2019 REVISIONS: Plan Review ,& 5/20/2020 PRINTED: 5/20/2020 • GENERAL STRU NOTES T. . - / ti - 0 h� I 0) . 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' 4 .: - - . . . . . . e " . ... . I I . . . "A : I 5/20/2020 . A . . . . . I.: - . . � � . . I . - - - - I. .,.' - . . . . ' ' A "�• � . : - - -- i4 .. . . . . , A . . : . 4-- . . . . . L ;% : I . . I / . I I . . 'I I . ... . . .T., . . ' . ' . 'I - . . �. !!., . . . * 4 . . A . , . .. -,h A . . . . . .. . . . . . . - .. r ' :. _. � .. ,j . . . . - A . .:A' . . , . 1 - . 4 A- I . ' , ' . ' A It - I '. .* ' ' ' .. . � I r : - - . -A . *: 4' A� . .. .. : *- . . . .'. . . . . . . . A . . i. . ' ' :4 ' : ,. . .. . . . . . .. .1 '� * .A ld� A , I . - . . .. , I ' ' ' ­41• - .. - . .� .. .. .1 .. - ­ .. . A - A. 4 A ' . . '4 . . ..4: .. .. . '!- . - .'j I I FOUNDATION PLAN NOTES: . . . A I I ' ' ' I . A' . . i .., I " A - ' ' *' ' .. .. . . . . . - - ' ." . . . ' ' . . . 1. Slab -on -Grade shall be 4" thick with 6x6 W1.4xW1.4 WW`M at center, u.o.n Slab shall be - '' . . . . . . ..... . ./ . . A 'I .- ' - :. ' - . . . 1! - - . . 4 , . 1. A. . . . 'd A �' � ' .. . .. . . �A , � I L_ . . . 'd A . L_ I I . . . __j - - - -1 - --- - - - - 4--"- - _,_: - - - - - _'_ -4., = .. . . .4, .. . poured over base soil prepared in accordance with the Geotechnical Report. See . - - ==!J I ' ..' - - �.' ; '4 . - � A � tt", .'.' Architectural Drawings for Slab Elevation, Depression, and Slope requirements. 'W-�!'-"!.�'-! "4�T :� �� � -.-.-�ms- , - 2. For additional crack control Provide Construction/Control Joint in Slab per Architectural ( � ) Drawings. Areas shall be approximately square and 400-sf or less. See 17/S3.2. 3. Bottom of Footings shall be set on competent, properly compacted Bearing Soil below Frost PRINTED: Depth. The Contractor shall determine actual footing elevations based on final grades and site conditions. Consult with the Geotechnical Engineer as required. 4. Anchor Bolts for Exterior Stud Walls shall be in accordance with P1-6 of the Shear Wall Schedule of 1/S3.1, u.o.n. 'I 0 FOUNDATION RUB Ea PLAN FOUNDATION FRA��IN& FLAN I/V*1�1.&V0 1 2 4 8 16 " iiiiiiiiiiiiiiiii r11111111111111 I i 20 �illillilillillilli�IIIIIIIIIIIII REFERENCE ELEVATION 0'-0" = 262.44' 1 G1 NDS DEVELO SERVICES DEPARTMENT I I I BLDG C T. ICI DBL JOIST HU0210-2 v9 HU0210-2 6x5 DF#2 x 13'-O" (D) 2x10 @ 16 oc II II II Q IL LU5210 LU5210- m� Q >x I I a� 20 �e� ��' a��o sus 53.3 s� e D` / s HU0210-2 �� JA ++�/ MGU3.635D5 H=12 SKEWED 450 - - .------- --- .63/4x21 GLB J~ '0 Sx8 POST w/ _ 000-185D52.5 MGU'7.00-5D5 H=21 I O o Y_kD 1. LU5410 I- J 3Y2x 14 LSL @ PT.LD. �- 14" TJI 210- -Q IU52.06/14 (P 16"oc T U414 w/ WEB (TYP TJI 210) -m STIFFENERS (TYP @ TJI 5(00) HU614 • HU00412-SDS +s = %x14 PSL @ PT.LD. 3y2x14 LSL T. LD: - m HU614 II - [X I .JOIST %XI4 PSL @ PT.LD. 10 BLOCKING DBL 14" TJI 210 LJ LU5410 @ I6 "oc \_"I I' I 7f5Y:'2xT4 LSL @ PT.LD. U 14 i i 5x8 POST w/ 13/4x14 LSL @ PT.LD. I I. GGQ785D52.5 II 12 raj 14" TJI 560 53.3 @ 16"oc �I I >L (AT CANTILEVER) I I +(0, C 9 S/6 HU612 14" TJ1 210 : u s @ 16"oc %x14 PSL II�I1,152.06/14 Q (TYP @ TJI 210) - ►ee K IQ ICl 4x10 ® 16"oc @ 16"00 � ro 20 c fL \+��• \,�+ m• 53.3 sus ¢ �'s�• � LU5410 H6R5 LU5210 6x& POST w/ \ 3Y2x14 LSL GGQ665D52.5 HU045 f� \ 14 HUG041 -SDS �k I I 53.3 r 4x I4 PSL � Sx8 POST w/ (7)' H61JI55.50/14 00Q"185D52.5 �� � H61J55.50/14 s � %x14 PSL @ PT. LD. 3Y2x l4 LSL �T Ir j�ryl` \-- HU414 w/ WEB STIFFENERS � � s IU52.06/14 THIS BAY 11� TYP @ 210I JOISTS cv cv II +s m +b m Sx8 POST w/ N iyry +616==00Q_185D52.5 ' U414 w/ WEB �I I� STIFFENERS III A (TYP @ TJI 560) 12 °- S 55.3 • x Il�m JOIST m LU5410 I I BLOCKING -3Y2x I4 LSL @ PT.LD. I I N Q / +10 Sx8 POST w/ I IDBL 14" TJI 210 000185DS2.5 @ 16,00 MI U4.28/14 HU416 HU416 3Y2x14 LSL �4x I4 PSL - HGU55.50/12 i HGUS5.50/12 \(0 i MONO TRUSSES Il @ 24"oc 5Y2xcf GLB PI-4 I HU0412 2 �716 +s 53.3 H1,10412 I o U\� - - - 3Y2x 14 LSL 3Y2x 14 LSL HUC412 C �6 .I HUG412 1111 \6 �-- II 14" TJI 560 I I. @ 16"0c n (AT CANTILEVER) 14 TJI 210=====�II @ 16 "oc U414 w/ WEB u STIFFENERS ' �_ (TYP @ TJI 560) nm m- t8 I Ip H61,155.50/14 uI�I X 12 m o 0 %x14 PSL 153.3 i9 LUS410 u X -BA-k14L5L � '` II HGU55.50/14 + HGU55.50/12 I I.. I 5Y4x 14 PSL HU412 It HU412 - _HU412--- 3Y2x 14 LSL 11 II n- 4x6 - 3Y2xl4 LSL e I HU412 x 10'-0" \o•% HU0412- 3Y2x 14 LSL HUG412 3Y2x 14 LSL I. X HU412 :i M I WA LEGEND �-1 HU0412 - MGU5.50-SDS H=12 (UPSIDE DOWN) HU0412 XX DETAIL CALL -OUT SX.X PI-X SHEAR WALL BELOW PER SCHEDULE OF 1/S3.1 0 BEARING OR SHEAR WALL BELOW [ _ _ _ ] BEARING OR SHEAR WALL ABOVE POST BELOW FLOOR FRAMING PLAN NOTES: 1. Floor Sheathing shall be'/4" thick T&G (Panel Span Rating 48/24). Glue Sheathing to all Framing Members and Blocking below with adhesive conforming to A.P.A.Specification AFG-01. Fasten Sheathing to Framing with WSNTL2LS Subfloor Screws (#8 x 2") or 0.131"0 x 2)/2" Nails as follows: Framing, Edges 6"oc Framing, Field 10"oc Boundaries, Blocking, Struts 6"oc See Drawings for other Sheathing Nailing requirements. 2. Floor Joists shall be 14" TJI 210 @ 16"oc, u.o.n. Deck Joists shall be P.T. 2x10 @ 16"oc, u.o.n. 3. Allowance has been made for 1%" Gyperete Floor Topping. WALL FRAMING PLAN NOTES: 4. Exterior Walls shall be Shear Wall type P1-6 with 2x6 Studs @ 16"oc, u.o.n. Interior Walls shall be 2x4 Studs @ 16"oc, u.o.n. Demising Walls shall be (2) wall with 1" Air Space. Each wall shall be 2x4 Studs @ 16"oc, u.o.n. Where adjacent Shear Walls are in contact, nail studs together per 14/S3.1. See 1/S3.1 for special stud requirements at Shear Wall types P1-3, P1-2, P2-4, P2-3, and P2-2. 5. Headers shall be 4x8, u.o.n. See Detail 19/S3.1. 6. Built-up Stud Groups in Walls supporting Beams, Posts or Girder Trusses above shall be (2) Studs, u.o.n. See General Structural Notes for fastening requirements. 5t FLOOR FRAM IN6 FLAIL 1/41*1�3s�" ® I 2 4 8 16 R U J 200 CI NDS DEVELO SERVICES DEPARTMENT LP 6 �R4L 512�Iv2o Z ix P- a Z = z W �- •• w O 00 O U Q �z Q O 1� W Z J ram' 11/12/2019 REVISIONS: Plan Review 11 5/20/2020 PRINTED: 5/20/2020 1st FLOOR FRAMING PLAN BLDG C T. I C �� I\ILL LI\�\VL✓ 1 LI\ IV/✓✓.✓ KNEE BRACE5 PER 16/53.3 4LL-OUT 4LL BELOW PER SCHEDULE OF 1/S3.1 OR SHEAR WALL BELOW OR SHEAR WALL ABOVE 'ER PLAN NOTE 5 POST BELOW FLOOR FRAMING PLAN NOTES: 1. Floor Sheathing shall be %" thick T&G (Panel Span Rating 48/24). Glue Sheathing to all Framing Members and Blocking below with adhesive conforming to A.P.A.Specification AFG-01. Fasten Sheathing to Framing with WSNTL2LS Subfloor Screws (#8 x 2") or 0.131"0 x 2/2" Nails as follows: 2 3 Framing, Edges 6"oc Framing, Field 10"0c Boundaries, Blocking, Struts 6"oc See Drawings for other Sheathing Nailing requirements. Floor Joists shall be 11%" TJI 210 @ 16"oc, u.o.n. Deck Joists shall be P.T. 2x10 @ 16"oc, u.o.n. Allowance has been made for 1 z" Gyperete Floor Topping. WALL FRAMING PLAN NOTES: 4. Exterior Walls shall be Shear Wall type P1-6 with 2x6 Studs @ 16"oc, u.o.n. Interior Walls shall be 2x4 Studs @ 16"oc, u.o.n. Demising Walls shall be (2) wall with 1" Air Space. Each wall shall be 2x4 Studs @ 16"oc, u.o.n. Where adjacent Shear Walls are in contact, nail studs together per 14/S3.1. See 1/S3.1 for special stud requirements at Shear Wall types P1-3, P1-2, P2-4, P2-3, and P2-2. 5. Headers shall be 4x8, u.o.n. See Detail 19/S3.1. 6. Built-up Stud Groups in Walls supporting Beams, Posts or Girder Trusses above shall be (2) Studs, u.o.n. See General Structural Notes for fastening requirements. 2nd FLOOR FRA O PLA � 1/41*1�*.&V" ® I 2 4 8 I I6rin REaUB J 20 CI NDS DEVEO SERVICES DEPARTMENT 512�I2p2� .. w 0 N 00 o � H w� U Q �z Q Q w Z J u7 r�� 11/12/2019 REVISIONS: Plan Review Al 5/20/2020 PRINTED: 5/20/2020 2nd FLOOR FRAMING PLAN T. C ROOF FRAMING PLAN NOTES: 1. Roof Sheathing shall be %" thick (Panel Span Rating 32/16) [or %6" thick (Panel Span Rating 24/16)]. Fasten Sheathing to Framing with 0.131"0 x 2 Z" Nails as follows: 'r: i Framing, Edges 6"oc Framing, Field 12"oc Boundaries, Blocking, Struts 6"oc At Unframed Panel Edges, provide PSCA Framing Clips centered between each Framing Member. See Drawings for other Sheathing Nailing requirements. Roof Framing shall be Connector -Plate Trusses @ 24"oc, u.o.n. Refer to General Structural Notes. Trusses marked Strut shall be designed to accommodate the indicated loads and connections. 4. Overframing Members shall be 2x6 @ 24"oc. Post down to Framing Members below w/ 2x4 @ 48"oc, staggered. 5. Provide solid Flat Blocking at all Valleys. Fasten Sheathing to Blocking in accordance with Note 1. WALL FRAMING PLAN NOTES: 6. Exterior Walls shall be Shear Wall type P1-6 with 2x6 Studs @ 16"oc, u.o.n. V PER SCHEDULE OF 1/S3.1 Interior Walls shall be 2x4 Studs @ 16"oc, u.o.n. Demising Walls shall be (2) wall with 1" Air Space. Each wall shall be 2x4 Studs @ 16"oc, u.o.n. WALL BELOW Where adjacent Shear Walls are in contact, nail studs together per 14/S3.1. See 1/S3.1 for special stud requirements at Shear Wall types P1-3, P1-2, P24, P2-3, and P2-2. 7. Headers shall be 4x8, u.o.n. See Detail 19/S3.1. 8. Built-up Stud Groups in Walls supporting Beams, Posts or Girder Trusses above shall be (2) (F) FLUSH FRAMED BEAM Studs, u.o.n. See General Structural Notes for fastening requirements. HDR HEADER PER NOTE 7, U.O.N. p ROOF FRA ,� I& FLAN I ® I 2 4 8 I6 J U 20 CI NDS DEVELO SERVICES DEPARTMENT 512�12p2� .. w 0 N 00 o � H w� U Q �z Q w Z J W cn ry 0- L0 L0 11/12/2019 REVISIONS: Plan Review Al 5/20/2020 PRINTED: 5/20/2020 ROOF FRAMING PLAN BLDG C TOP PLATE PER 15/55.1 T. 15 I I I (2)2x STUD - NAIL SHEATHING TO EACH MEMBER w/ HALF OF SHEATHING NAILS STRAP HOLD DOWN PER PLAN WRAPPED AROUND BEAM - NAIL 5TRAP OVER SHEATHING II II 50LID BLOCKING BELOW BU I LT -UP STUDS ----- II ------------------ -ABEAM PER PLAN CRIPPLE 5TUD5 TO MATCH WALL STUDS CRIPPLE STUDS NOT REO ID I F LF-55 THAN 24" I I I I 1 1 HEADER PER PLAN ADD'L FULL 2x HEADER @OPENING HE16HT STUD W/(2) 12d TOENAILS EA. END STUDS PER PLAN FASTENED T06ETHER W/12d @ 6"oc [(1)2x U.O.N.] Gam PANEL EDGE NAILING STRAP HOLD DOWN PER PER SHEAR WALL SCHEDULE PLAN (WHERE OCCURS) FACE NAILIN67 PER ;'1--�_5HEAR WALL SCHEDULE Fx PANEL EDGE NAILIN6J "—HOLD DOWN AND ADD'L PER SHEAR WALL STUD PER PLAN SCHEDULE (WHERE OCCURS) FACE NAILING PER STUDS PER PLAN SHEAR WALL SCHEDULE STRAP HOLD DOWN PER PLAN (WHERE OGGUR5) PANEL EDGE NAILING FACE NAILING PER PER SHEAR WALL SHEAR WALL SCHEDULE SCHEDULE STUDS PER PLAN HOLD DOWN AND ADD'L STUD PER PLAN (WHERE OCCURS) PER PLAN 4 '--(2)2x STUD - NAIL SHEATHING TO EACH MEMBER w/ HALF OF SHEATHING NAILS I I I STRAP HOLD DOWN PER PLAN WRAPPED AROUND BEAM - NAIL STRAP OVER SHEATHING PER PLAN of :;f 12d @ 6 "oc (FACE NAIL PER 1 /53.1 (p SHEAR WALLS) CHORD SPLICE BOTTOM CHORD SPL '-O" MIN. BETWEEN 5F LOCATE SPLICE @ CENTERLINE OF VERT. STUD, TYP. 0 II I ------------------ ----- Io ALTo STRAP LOCATION HEADER PER PLAN I II to 0 I I PANEL EDGE NAILING 0 FULL HEIGHT 0516x36" STRAPS @ o WINDOW CORNERS (APPLY OVER SHEATHING) ------ ----- ----- _ o I r - o 0 I II I a I o 2x4 FLAT BLOCKING II IIII II o BEHIND STRAP I II II I II II IIII II o SHEAR V�ALL SCHEDULE (IN ACCORDANCE W/ AN5I/AF4PA 5DPW5-2015 SECTION 4.3) O MINIMUM WIDTH OF NAILED FACE OF FRAMING a ADJOINING ANCHORAGE TO SE I SM I G WIND PANEL EDGES @)O CONCRETE GAPAG 1 TY GAPAG I TY PANEL WALL OI EDGE 51 N6LE BUILT-UP MUD51 LL FACE FRAMING ANCHOR MUD51 LL h/b = 2 h/b = 2 TYPE SHEATH I N6 NAILING MEMBER MEMBER PLATE NAILING CLIPS BOLTS ANCHORS h/b = 3.5 h/b = 3.5 PI-6 I SIDE 6"0c 2x 2x 2x 6"oc A55 @ 30 "oc or r/8"(P ® 60"oc MASAP ® 52"oc 240-p 1 f 240-p 1 f LTP5 @ 26"oc I414-pIf I014-pIf PI-4 1 SIDE 4"oc 2x 2x 2x 4"oc A35 @ 20"oc or -%"(P @ 46"oc MASAP @ 36"oc 350-pIf 350-pIf LTP5 @ 15"oc 284-pIf 284-pIf PI-3 1 51DE 3"06 3x (2)2x 2x 3"06 A35 @ 16 "oc or %W(P @ 36"oc c MASAP @ 28"o 450-pIf 450-pIf LTP5 @ 14"oc 366-pIf 366-pIf PI-2 1 51DE 2 oc 3x (2)2x 2x 2 oc A35 @ 2"oc or /8 (P @ 20 oc MASAP @ la oc 5a0-pIf a20-pIf yI/ LTP5 @ V2"oc 478-pIf 6aa-pIf P2-4 EA. SIDE 4"oc 3x (2)2x 3x (2) ROWS, A35 @ I S "oc % (P @ 25"oc MASAP @ 15"oc -100-pIf 700-p I f 4"or- LTP5 @d18"oc 568-pIf 568-pIf P2-3 EA. SIDE 3"oc 3x (2)2x 3x (2) ROWS, A35 @ 15"oc 5/a "(P @ 22"oc MASAP @ 11 "oc q00-pIf -733-pIf 0100-p I f 3"oc LTP5cind @ 15"oc 733-pIf P2-2 EA. SIDE „ 2 oc 3x (2)2x 3x (2) ROWS, A35 @ Wor- n 5 4> 8 @ 12 oc .�I/ MASAP @ 17:2 oc 1150-pIf 1640-pIf 2"or- LTP5 Woo/ q5-1-pIf 1555-pIf SHEAR NALL SCHEDULE NOTES CD or 15/52" PLYWOOD SHEATHING OR SIDING EXCEPT GROUP 5 SPECIES. MINIMUM PANEL SPAN RATING OF (24/0). PANELS SHALL NOT BE LESS THAN 4'xV, EXCEPT AT BOUNDARIES AND GHAN6E5 IN FRAMING. ALL EDGES OF ALL PANELS SHALL BE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING. (5EGTION 4.3.7.1.1) 02 PANEL EDGE NA I L I N6 APPLIES TO ALL SHEATH I N6 PANEL EDGES. NAIL SHEATH I N6 TO I NTERMED I ATE FRAM I N6 MEMBERS WITH 5HEATH I N6 NAILS @ 12 "oc. MAXIMUM STUD 5PAC I N6 SHALL BE 16 "oc. SHEATHING NAILS SHALL BE 0.131 "-P x 2y2". PLYWOOD EDGE NAILING SHALL BE 5TA66ERED. NAILS SHALL BE LOCATED AT LEAST 5/,5" FROM THE PANEL ED6E5. (SECTION 4.3.7.1.2. 4 SECTION 4.3.7.1.3) .RMEDIATE _ING (12"o0) 5/$n J \- PANEL EDGE NAILING PER MIN SCHEDULE (STAGGERED) THE MINIMUM NOMINAL WIDTH OF THE NAILED FAGS OF FRAMING AND BLOCKING AT ADJOINING PANEL EDGES SHALL BE AS INDICATED IN THE SCHEDULE. (SECTION 4.3.7.1.4) 51NGLE MEMBER (FLATY415E) PER QQ STUD, PLATE, BLOGKING,----\ PER Q RIM OR OTHER FRAMING MEMBER (2)2x STUD - NAIL SHEATHING TO EACH MEMBER w/ HALF OF SHEATHING NAILS MIN + SOLID BLOCKING BELOW + BUILT-UP STUDS BUILT-UP MEMBER STRAP HOLD DOWN I I PER PLAN NAIL I 3) PER STRAP OVER SHEATHING 0 ADJOINING PANEL EDGE5 5 I UU, t-LAM C, tSLU RIM OR OTHE FRAMING MEME M I N ADJOINING PANEL EDGES ® FACE NAILING APPLIES TO CONDITIONS WHERE FRAMING NAILS CAN BE STRAIGHT DRIVEN THRU FIRST MEMBER AND PENETRATE MAIN MEMBER MINIMUM OF IY2". FRAMING NAILS SHALL BE 0.131"(P x 5Y4". 0.131"0x3" NAILS MAY BE USED WHEN 5TITGHIN6 TOGETHER (2)2x MEMBERS WITH NO 5PACER5. AT ADJOINING PANEL EDGES WHERE SHEATHING CANNOT LAP ON SINGLE MEMBER AND FACE NAILING CANNOT BE A00OMPLI5HED, FRAMING CLIPS SHALL BE USED TO FASTEN BUILT-UP MEMBERS. (2)2x STUD - NAIL 5HEATHING TO EACH MEMBER w/ HALF OF1--li SHEATHING NAILS 5 5 HDU HOLD I DOWN PER PLAN LAP RIM OPTION LAP PLATE OPTION A55 OPTION LTP5 OPTION w/ 5/8"4� ALL -THREAD w/ © ANCHOR BOLTS EMBEDMENT SHALL BE 7", U.O.N. ALL ANCHORS SHALL HAVE 3" x 3" x 0.22a" PLATE WASHERS. PLATE WA5HER SHALL NUT 4 WASHER EXTEND TO WITHIN y2" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE WITH SHEATHING. IF 5HEATHIN67 15 ON BOTH SIDES OF THE WALL, I I STAGGER THE ANCHOR BOLTS, AS REQUIRED, 50 THAT HALF OF THE PLATE WASHERS ARE WITHIN)/2" OF THE EDGE OF THE BOTTOM ANCHOR BOLTS PER 1/53.1 PLATE ON EACH SIDE. HOLE IN PLATE WASHERS MAY BE DIAGONALLY SLOTTED. (SECTION 4.3.6.4.3) 11 ALTERNATIVELY, 51MP50N STRONG TIE MUDSILL ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURE'S PROCEDURES AND 5TEM WALL PER E5R-2555. o FOUNDATION PLAN ANCHOR BOLT OPTION MUD5ILL ANCHOR OPTION 42" MAX 3 x3 x0.2211 IIi _ Q I PLATE WASHERS I I I I iu CONCRETE STEM _ ` -_ _ __- - = - _-_-= _ ~ CONCRETE STEM WALL PER PLAN -_ _ _ - _- __ -_ WALL PER PLAN a- d a a 9 - P.T. MUDSILL P.T. MUDSILL d -- MUDSILL ANCHOR RESUB © (ANCHOR BOLTS) PER SCHEDULE Jul 27 2020 CITY OF EDMONDS DEVELOPMENT SERVICESI DEPARTMENT K N 6 512�I2p2� •• w O 04 O U C Q �z Q O 1 I� a Q W U M-4 I.4 W It L0 5019 11/12/2019 REVISIONS: Plan Review 1� 5/20/2020 PRINTED: 5/20/2020 LATERAL DETAILS BLDG C T. No- (2)#4 x) �L/--r A lJ L--r1. r V-% I X X X ELEVATOR P I T < (SIZE AND DEPTH PER ARCH'L #4x L @ 10"oc, VERT., O DRAWINGS) GENT. (EMBED T' INTO PIT SLAB) I #4 @ 12"oc, HORIZ. BURKE "KEYED KOLD" JOINT - STOP RE I NFORC I N6 I" CLEAR OF JO I NT EACH 51 DE X X X X X X PREPARE BASE PER PLAN OR AS SPECIFIED BY GEOTECHNICAL ENGINEER GONSTRUGTION JOINT PLAN SIZE REINFORCING DETAIL GALL UT REFERENCE 36 36" sq, x 12" thick (3)#4 EA. WAY - BOTTOM 42 42" sq, x 12" thick (4)#4 EA. WAY _ BOTTOM �{g 45" sq, x 12" thick (5) #4 EA. WAY _ BOTTOM 60 60" sq, x 15" thick (6) #4 EA. WAY _ BOTTOM @ 16 "oc, EA. WAY POST PER PLAN POST BASE PER — PLAN W/ BUILDERS PAPER BARRIER BTWN WOOD AND BASE -X X REINF. PER PLAN SEE 2/53.2 @ WOOD SHEAR WALLS Iwo, I I I=1 I Im=1 I1 24 #4 x 2+F-6R.40 @ 16"oc AS REQ'D FOR FORMWORK O 12"(p PLINTH w/ (3)#4 VERT $ #3x�TIE5 @ 12"oc X X X 1=I I 1 III -II/ —FOOTING PER PLAN SLAB -ON -GRADE Y8 x VY CONT. PREMOLDED PER PLAN MASTIC JOINT STRIP OR SAW -GUT X X--, —x—x— OUT ALTERNATE \—PREPARE BASE PER PLAN WIRES AT JOINT OR AS SPECIFIED BY GEOTECHN I GAL ENGINEER CONTROL JO I NT CORNER BARS TO MATCH HORIZ. REINF. (ALT. HOOKS AT I NTERMED I ATE WALLS) ADDITIONAL VERT. BAR @ CORNER 2x STUD WALL PER PLAN 2x PT PLATE SLAB -ON -GRADE PER PLAN I-�X X X II #4x J DOWELS @ — 24"oc (ALT. HOOKS) (2)#4, BOTTOM NOTES: I. PROVIDE MISC. METALS AND 2x STUD WALL PER PLAN EMBEDS AS REQ'D BY ELEVATOR MFR. 2. REFER TO 5/55.2 FOR 2x PT PLATE SUMP PIT DETAIL. 3. PROVIDE CORNER BARS PER GENERAL STRUCTURAL NOTES. SLAB -ON -GRADE PER PLAN 1 : �s X X X 5 #4x J DOWELS @ — 24"oc (ALT. HOOKS) (2)#4, BOTTOM IQ% CRACK CONTROL r (0#4 x 56" DIAGONAL CONCRETE WALLS I 3'-O" I MAX CORNER E3AR5 lla" 0 A.B.'s W/ STANDARD WASHERS 960"oc #4, TOP #4 @ 24"oc, HORZ. SHEATHING PER 1/53.1 A.B.'s W/ PLATE WASHERS PER 1/53.1 PANEL EDGE NAILING #4, TOP #4 @ 24"oc, HORZ. NORMAL FOOTING RE I NFORG I N6 rya acl�lc a�a L-NORMAL FOOTING RE I NFORG I N6 7Ar,>r,>'L BARS TO MATCH NORMAL RE I NFORG I N6 INE OF EXCAVATION STEP IN FOOTING #4, TOP SLAB -ON -GRADE DRIVEWAY PER ARCH'L PER PLAN I . I iii 11 A •p d ° < d d ° 811 COMPACT STRUCTURALs FILL =11 M 11I I I 1=1 11= -III—III FOOTING AND REINF. PER I/55.1 I' -Oil I' -Oil 2'-0" STUD WALL PER PLAN 2x6 P.T. PLATE #5 TOP #5 @ IS"oc, HORIZ. #5 @ 15"oc, VERT. ALTERNATE HOOKS SLAB -ON -GRADE PER PLAN X X X (2) #5 SHEATHING PER 1/53.1 PANEL EDGE NAILING T.O.WALL EL. = 3'-6" A.B.'s W/ PLATE WASHERS PER 1/53.1 R E S U B Jul 27 2020 CITY OF EDMONDS DEVELOPMENT SERVICESI DEPARTMENT .. w O N 04 O U Q �z Q O 1 I� a Q w r� 11/12/2019 REVISIONS: Plan Review 5/20/2020 PRINTED: 5/20/2020 FOUNDATION DETAILS BLDG C DIAPHRAGM BOUNDARY Y41 (2)SDW522600DB NAILING (TIMBERSOREN yTIE) SIM 6x8 BEAM PER PLAN HANDRAILS PER ARCH'L 2x4 BLOCKING 2x4 BEVELED LEDGER w/ (2)5DWH2110006 w/ (2) 12d (or- )TImberLOK (TIMBER-HEX FAGENAIL PER 1/55.1 S, STRONGE E)y TLOK6 TO KNEE BRACE DIAPHRAGM BOUNDARY EA. TRUSS NAILING ALT. to HI SHEATHING -\ SLOPE PER SHEATHING PER PLAN PER PLAN ARGH'L I SHEATHING SLOPE PER PER PLAN SHEATHING PER PLAN ARGH'L 7311 6x6 BEAM -LET I" DIAPHRAGM BOUNDARY INTO BACK PLATE NAILING �I JOISTS PER PLAN 1 6x6 KICKER - LET I" INTO MONO TRUSSES PER PLAN - BEAM 4 BACK PLATE w/ 7 HANGER PER PLAN JOISTS PER PLAN HOLD BACK TOP CHORD (2)5DWHIg800DB EA. END lY4" LSL BLOCKING JOISTS PER PLAN FOR LEDGER, EXTEND TRUSSES PER PLAN (TIMBER -HEX SCREWS by P.T. 2x10 LEDGER HANGERS PER PLAN BOTTOM CHORD L 511 51MP50N STRONG -TIE) V4" LSL RIM BOARD W/(2) ROWS SDW522500DB BEAM PER PLAN HANGERS PER PLAN FLUSH BEAM PER PLAN HANGER PER TRUSS MFR HI GL I P EA. TRUSS 2x FULL DEPTH BLOCKING (§ 12 oc, STAGGERED (SEE GENERAL STRUCTURAL 3x6 BACK PLATE w/ GONT. TOP PLATE NOTES FOR REQUIREMENTS 5DWHIg800DB (§ 6"00 (SPLICE PER I5/53.1) TREATED WOOD) BEAM PER PLAN (TIMBER -HEX SCREWS by 5I MP50N STRONG -TIE) SEE 1/53.3 6x6 IN STUD WALL BEHIND FOR GALL -OUTS IN COMMON � � � � � BACK PLATE AIR SPACE PER AROWL AIR SPACE PER ARCH'L STUD WALL PER PLAN DIAPHRAGM BOUNDARY DIAPHRAGM BOUNDARY 12d c96"oc NAILING NAILING FAGENAIL PER 1/53.1 FAGENAIL PER 1/55.1 12d (9)6"oc DIAPHRAGM BOUNDARY NAILING PANEL EDGE NAILING SHEATHING PER PLAN SHEATHING PER PLAN-\ SHEATHING SLOPE PER PER PLAN ARCH'L e ►�A AA�I `�A �.n EXTEND GWB TO EXTEND GB TO W UNDERSIDE OF FLOOR UNDERSIDE OF FLOOR SHTG AT EA. JO I5T SHTG AT EA. JO 15T JO I STS PER PLAN JO 1 STS PER PLAN JOISTS PER PLAN 3Y2x14 LSL RIM BAY PER ARCH'L 3Yzxl4 LSL RIM BAY PER ARCH'L JOISTS PER PLAN HANGER PER PLAN BOARD 3Y2x14 LSL BLOCKING 3Y2x14 LSL BLOCKING FLUSH BEAM PER PLAN HANGERS PER PLAN FLUSH BEAM PER PLAN HANGERS PER PLAN EA. JOIST BAY (§ EA. JOIST BAY FLUSH BEAM PER PLAN P.T. 2x10 LEDGER LTP5 45"oc PER ARCH'L LTP5 @) 45"oc PER ARCH'L W/(2) ROWS 2-LAYERS GWB PER 2-LAYERS GWB PER SDWS22500D5 PLAN NOTES 4 ARCH'L FLAT FRAMING CLIPS PLAN NOTES $ ARCH'L �12"oc, STAGGERED PER 1/55.1 SHEAR WALL SHEATHING JL\1STUD PER 1/53.1 15 STUD WALL WALL PER PLAN PER PLAN AIR SPACE PER ARCH'L AIR SPACE PER ARCH'L AIR SPACE PER ARCH'L STUD WALL PER PLAN STUD WALL PER PLAN SHEAR WALL 5HEATHIN6 DIAPHRAGM BOUNDARY PER I/53.1 FAGENAIL PER 1/53.1 NAILING DIAPHRAGM BOUNDARY NAILING DIAPHRAGM BOUNDARY SQUASH BLK'G UNDER NAILING PO5T5/5U I LT UP STUDS 12d (§6"oc 12d (§6"oc FAGENAIL PER 1/53.1 (MATCH AREA) FAGENAIL PER 1/53.1 12d c96"oc SHEATHING PER PLAN PANEL EDGE NAILING PANEL EDGE NAILING SHEATHING PER PLAN SHEAR WALL EDGE NAILING JOISTS PER PLAN-\ I -SPLICE SHEATHING �; �; I I EXTEND GWB TO UNDERSIDE OF FLOOR JO 1 STS PER PLAN lY4x 14 LSL RIM \ SHEAR WALL EDGE NAILING BEAM PER PLAN SHTG AT EA. JOIST HANGERS PER PLAN HANGERS PER PLAN i (Y4"xl4 LSL BLOCKING SHEAR WALL i JOISTS PER PLAN BAY PER ARCH'L �,_ EDGE NAILING �,_ 3Y2xl4 BLOCKING EA. BEAM PER PLAN BEAM PER PLAN FRAMING CLIPS (Y4 xl4 LSL RIM BOARD HEADER PER PLAN FRAMING CLIPS PER 1/53.1 JOIST BAY PER ARCH L \--2-LAYERS PER 1/53.1 HEADER PER PLAN (WHERE OCCURS) GWB PER (WHERE OCCURS) CONTINUOUS TOP PLATE PLAN NOTES $ ARCH'L CONT. TOP PLATE (SPLICE PER I5/53.1) 2x STUD WALL PER PLAN (SPL I GE PER I8/53.1) 2x STUD WALL PER PLAN SHEATHING PER I/53.1 SEE 1/53.1 SHEATHING PER I/53.1 FOR GALL -OUTS IN COMMON of SHEAR WALL EDGE NAILING SHEAR WALL EDGE NAILING DIAPHRAGM BOUNDARY BEAM PER PLAN NAILING DIAPHRAGM BOUNDARY DIAPHRAGM BOUNDARY SQUASH BLK'G UNDER NAILING NAILING SQUASH BLK'G UNDER POSTS AND BUILT UP FRAMING CLIPS PER POSTS AND BUILT UP STUDS ABOVE (MATCH SIZE ABOVE) FAGENAIL PER 1/53.1 SQUASH BLK'G UNDER PO5T5/5UILT UP STUDS FAGENAIL PER 1/53.1 1/55.1 (ALT. SIDES) DIAPHRAGM BOUNDARY STUDS ABOVE (MATCH SIZE ABOVE) FAGENAIL PER 1/53.1 (MATCH AREA) DIAPHRAGM BOUNDARY NAILING NAILING SHEATHING NAILS @ 4"oc lY4xl4 LSL RIM SHEATHING NAILS @ 4"oc SHEATHING SHEATHING PER PLAN 1,4N14 LSL BLOCKING SHEATHING PER PLAN 2a 5HF-ATHIN&--\ SHEAR WALL EDGE NAILING PER PLAN SHEATHING PER PLAN PER PLAN i i SPL I GE SHEATHING FRAMING CLIPS PER 1/53.1 i FRAMING CLIPS PER 1/53.1 JOISTS PER PLAN JOISTS PER PLAN 12d TOENAILS g 6"oc JOISTS PER PLAN \ FACE NAIL PER I/53.I JOISTS PER PLAN SHEAR WALL EDGE NAILING i i ip SHEAR WALLS i JOISTS PER PLAN i FRAMING CLIPS PER 1/55.1 i i JOIST BLOCKING L- L �- FRAMING CLIPS - - HEADER PER PLAN JOIST BLOCKING �- 48 oc 1Y4 x14 LSL RIM BOARD PER 1/53.1 HEADER PER PLAN (WHERE OCCURS) ® 48 oc SHEAR WALLS (WHERE OCCURS) CONT. TOP PLATE IY4"xl4 LSL RIM BOARD HEADER PER PLAN CONTINUOUS TOP PLATE HEADER PER PLAN (SPLICE PER I5/53.1) 4NI4 LSL RIM BOARD HEADER PER PLAN (WHERE OCCURS) (SPLICE PER I5/53.1) (WHERE OCCURS) CONT. TOP PLATE 2x STUD WALL PER PLAN (WHERE OCCURS) CONT. TOP PLATE (SPLICE PER IS/53.1) 2x STUD WALL PER PLAN 2x STUD WALL PER PLAN (SPLICE PER IS/53.1) 2x STUD WALL PER PLAN SHEATHING PER 1/55.1 2x STUD WALL � B SHEATHING PER 1/53.1 SHEATHING PER I/53.1 (§ SHEAR WALLS CONT. TOP PLATE @ SHEAR WALLS (SPLICE PER 15/53.1) __II I 7 2020 SHEATHING PER i%� I SHEATHING PER 1/53.1 CITY OF EDMObq ..I DEVELOPMENT SERVICES DEPARTMENT K .. W O N o4 O � U Q �z Q 1 I� a Q w Z J - n m L0 r� 11/12/2019 REVISIONS: Plan Review,& 5/20/2020 PRINTED: 5/20/2020 FLOOR FRAMING DETAILS BLDG C SHEATHING PER PLAN SHEATHING PER PLAN DIAPHRAGM BOUNDARY SHEATHING PER PLAN DIAPHRAGM BOUNDARY NAILING NAILING 2x4 VENTED BLOCKING w/ I2d TOENAILS 61'oc 111T O O O DIAPHRAGM BOUNDARY FRAMING GL I PS PER 1 /55.1 NAILING ADD'L TRUSS W/ VERT. �—ADD'L STUDS @ 24"oc TRUSS OVER WALL W/ STUDS PER ARCH'L i TRUSSES PER PLAN (- PA DGE NAILING PANEL EDGE NAILING HI CLIP EA. TRUSS TRUSSES PER PLAN L- 2x STUD WALL PER PLAN TRUSSES PER PLAN CONTINUOUS TOP PLATE HEADER PER PLAN (SPLICE PER I5/53.I) 2x4 LEDGER w/ (2)I2d EA. SHEATHING PER I/53.I (WHERE OCCURS) STUD 4 I26 @ 6 "oc TO BLK'G I2d TOENAILS @ 6 "oc HEADER PER PLAN 2x STUD WALL PER PLAN (WHERE OCCURS) 2x STUD WALL PER PLAN CONTINUOUS TOP PLATE (SPLICE PER I5/53.I) G.W.B. PER ARGH'L SHEATHING PER I/55.1 ® SHEAR WALLS 2x4 BLOCKING BEHIND SHEATHING PER I/53.1 LEDGER SHEAR WALLS I,I, u fi7�1 WALL (SHEAR WALL) DEMISING - LTP4 @ ALT. BLOCKS w/ DIAPHRAGM 4 ALIT. BLOCKS w/1 "� x V2" NAILS LOLT DIAPHRAGM BOUNDARY O.151 "-P x V:2" NAILS BOUNDARY NAILING SHEATH( N P PL NAILING 001, SHEATHING PER PLAN 2x4 BLOCKING VALLEY OVERFRAMING PER TRUSS MFR. 2x4 BLOCKING 2x4 OUTRIGGERS @ 2'-O"oc 2x4 OUTRIGGERS 8 ' @ 2 -O oc 2x4 BRAG I NG DROPPED TOP CHORD END MA @ 8'-O"OG w/ A34 TRUSS w/ STUDS @ 24"oc PANEL EDGE NAILING EACH END DESIGN FOR I5psf WIND LOAD (3) I2d TOENAILS DROPPED TOP CHORD PANEL EDGE NAILING END TRUSS w/ STUDS i SHEATHING PER PLAN @ 24"oc DESIGN FOR i� � I5psf WIND LOAD TRUSSES PER PLAN i �- I2d TOENAILS @ 6"oc (22%'2"xb'-O" ACCESS HOLE) � L'_ 12d TOENAILS @ 6 "or- HEADER PER PLAN TRUSSES PER PLAN CONTINUOUS TOP PLATE (WHERE OCCURS) (SPL I GE PER 18/53.1) HANGERS PER TRUSS MFR HEADER PER PLAN (!^THERE OCCURS) 2x STUD WALL PER PLAN GIRDER TRUSSES PER PLAN 2x STUD WALL 2x4 BLKG @ 45 "oc PER PLAN SHEATHING PER I/53.1 W/ (3)12d TOENAILS SHEAR WALLS @ EA. END SHEATHING PER I/55.I CONTINUOUS TOP PLATE @ SHEAR WALLS (SPL I GE PER I8/53.1) 200-500 SHEATHING PER PLAN DIAPHRAGM BOUNDARY NAILING SHEATHING PER PLAN L Y4" TRUSS BLOGKIN TImberLOK TLOK(0 EA. SPACE EA. TRUSS ALT. to HI FRAMING GL I PS PER 1 /53. I DIAPHRAGM BOUNDARY NAILING PANEL EDGE NAILING i i TRUSSES PER PLAN L_ TRUSSES PER PLAN _ HEADER PER PLAN HI CLIP EA. TRUSS 2x4 VENTED BLOCKING (WHERE OCCURS) w/ 12d TOENAILS @ 6"oc O O CONTINUOUS TOP PLATE 2x STUD WALL PER PLAN (SPLICE PER I5/53.I) CONTINUOUS TOP PLATE PANEL EDGE NAILING (SPL I GE PER I8/53.1) SHEATHING PER I/55.1 HEADER PER PLAN 2x STUD WALL PER PLAN @ SHEAR WALLS (WHERE OCCURS) SHEATHING PER I/53.1 @SHEAR WALLS Of 6 RESUB Jul 27 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT I K T. 512�I2p2� .. w O N 04 O � U Q �z Q O 1 I� a Q w Z J It L0 r� 11/12/2019 REVISIONS: Plan Review Al 5/20/2020 PRINTED: 5/20/2020 ROOF FRAMING DETAILS BLDG C